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HomeMy Public PortalAboutPlanning Board Packet 01/25/23Planning Board Madalyn Hillis -Dineen Chair Amanda Bebrin Vice Chair Robert Michaels Clerk Charlotte Degen Antone Freitas Elizabeth Taylor Alexander Wentworth Town Planner Jonathon Idman Senior Department Assistant Lynn St. Cyr Town of Brewster Planning Board 2198 Main St., Brewster, MA 02631 brewplan@brewster-ma.gov (508) 896-3701 x1133 PLANNING BOARD MEETING AGENDA 2198 Main Street (Remote Participation Only) January 25, 2023 at 6:30 PM Pursuant to Chapter 20 of the Acts of 2021, this meeting will be conducted in person and via remote means, in accordance with applicable law. This means that members of the public body may access this meeting in person, or via virtual means. In person attendance will be at the meeting location listed above, and it is possible that any or all members of the public body may attend remotely. No in -person attendance of members of the public will be permitted, and public participation in any public hearing conducted during this meeting shall be by remote means only. Members of the public who wish to access the meeting may do so in the following manner: Phone: Call (929) 436-2866 or (301) 715-8592. Webinar ID: 841 0778 1002. Passcode: 612505. To request to speak: Press *9 and wait to be recognized. ZoomWebinar: https://us02web.zoom.us/j/84107781002?pwd=VTVSV1ExaUNCL253NmNZV21Gdmo4dz09 Passcode: 612505. To request to speak: Tap Zoom "Raise Hand", then wait to be recognized. When required by law or allowed by the Chair, persons wishing to provide public comment or otherwise participate in the meeting, may do so by accessing the meeting remotely, as noted above. Additionally, the meeting will be broadcast live, in real time, via Live broadcast (Brewster Government TV Channel 18), Livestrean: (livestream.brewster-ma.gov), or Video recording (tv.brewster-ma.gov). The Planning Board packet can be found on the Planning Department page on the Town of Brewster website (www.brewster-ma. gov). 1. Ca11 to Order. 2. Declaration of a Quorum. 3. Meeting Participation Statement. 4. Citizen's Forum. Members of the public are invited to address the Planning Board on matters not on the agenda during this time. The Planning Board asks that a 3 minute maximum comment period be respected by the speaker. In order to avoid any possible interpretation of a violation of the Open Meeting Law, the Planning Board will not provide comment in return to the speaker, however the item may be moved to a future agenda if discussion is deemed warranted. 5. 2022 Planning Board Annual Report. The Planning Board will review, discuss and may vote to approve the annual report. 6. Review and discuss Select Board policy on meeting format change effective March 1, 2023. 7. Approval of Meeting Minutes: December 14, 2022. 8. Committee Reports. 9. Comprehensive Permit Application per MGL Chapter 40B, Sections 20-23, Millstone Road Affordable Housing Development (Assessors Map 98 Parcel 12). The Planning Board will discuss and may vote to provide comments or recommendations on the project (ZBA Case No. 23-04) to the Zoning Board of Appeals, which is the compehensive permit granting authority for the application. To assist in the discussion, the applicants, Preservation of Affordable Housing, Inc. and Housing Assistance Corporation, have been invited to attend, present to and discuss with the Planning Board. 10. For Your Information. Planning Board Madalyn Hillis -Dineen Chair Amanda Bebrin Vice Chair Robert Michaels Clerk Charlotte Degen Antone Freitas Elizabeth Taylor Alexander Wentworth Town Planner Jonathon Idman Senior Department Assistant Lynn St. Cyr 11. Matters Not Reasonably Anticipated by the Chair. 12. Next Meetings: February 8, 2023 and February 22, 2023. 13. Adjournment. Date Posted: 01/19/23 Date Revised: Received by Town Clerk: BRFIJISTER TON CLERK REVIEW OF 2022 PLANNING BOARD ANNUAL REPORT Report of the Planning Board The Planning Board is made up of seven elected members who serve staggered five-year terms. The Board meets on the second and fourth Wednesdays of each month at 6:30 pm in Town Hall. The Board is currently meeting virtually via Zoom due to the COVID 19 pandemic. The Board holds special meetings as needed and work session meetings when necessary for planning and zoning by-law discussion. Public hearings are advertised in the Cape Codder newspaper. Agendas are posted in Town Hall and on the Town's website. The public is also invited to contact the Planning Department to sign up for the Planning Board's e-mail agenda list. Agendas e e -mailed out to those on the agenda list approximately one week before the scheduled lanning Board meeting. The public is always welcome and encouraged to participate° in Planning Board meetings. Beginning in 2018, an on -going item, "Citizen's " was added to the Planning Board agenda to encourage additional communication h the citizens of Brewster. Planning Board meeting packets are also posted to the Thwn's website under the Planning Department webpage. Meetings recorded and aajlable for viewing on the Town Website, Facebook page, or Local able Channel 18. ta and information regarding current topics, is posted on the P}1`a ing Department web ' e on the Town's Bylaw (Chapter od) can be fou� on the Town Website. The Zoning 179 of th�w��-ow���> e �y website under the Planning Dep, tr nt webpa Statutory Authority The Planning Board operates within General Laws (MGL) Chapters 40A Planning Board re Board also suppo through near and loci Planning,. • • • • • Major Stor Site Plan Re�w Special Permii; L d Division P1 Ap al Not Req Scenic{ pad Act Chapter 8) uthoriy InIferred by Massachusetts s set e direction and scope of fidth' ivision of land. The Planning Town Bard and Committee policies fed (ANR) Division Plans CGL Chapter 40 §15C) & Public Shade Tree Act (MGL anagement Permits Summary of 2022 Applications • 5 ANR Applications; 2 Special Permits; 2 Site Plan Reviews; 2 Road Betterment Petitions; 1 Special Permit Modification; and 1 Major Stormwater Management Permit. Summary of Other 2022 Activities • Revised the Planning Board Stormwater Management Regulations. • Reviewed and approved a stormwater management permit application form and stormwater management educational documents to be provided to applicants. • Reviewed, discussed, and approved the Housing Production Plan Update including holding a joint public hearing with the Select Board. • Reviewed, discussed, and endorsed the Local Comprehensive Plan including holding a joint public hearing with the Select Board and Vision Planning Committee. • Reviewed and discussed the Select Board's FY22-23 Strategic Plan. • Continued work on Planning Board goals inc ig review of Planning Board practices. Zoning Bylaw Amendments The Planning Board regularly sponsors arne'dments ti e Town's Zoning Bylaw (Chapter 179). Amendments range from 1ibuS 'keeping itemsc complex zoning reform efforts. The Planning Board did not work, amendments to the=Zoning Bylaw in 2022. Planning Board Members & Activities Madalyn Hillis -Dineen (member sl e2016; ter ' s 2026) Amanda Bebrin, Vice Chair (memo' 2020; teriz xpires 2023) Robert Michaels, Clerk (member sine 022;t expires 027) Charlotte Degen, Antone Freitas (me Elizabeth Taylor (mem Alex e 2016; 2; term;' res 2025) Tres 2025) expires 2027) Much of the work o Planning Board' is complex, demanding, and requires understariding of applicable, State t utes, Town bylaws, and subdivision regulations. Board members regularly participate in training and workshops to further their knowledge of r plex land 'use and permitting issues. In addition, Board members participate activel¢with, or Serve in a liaison capacity on, other Town Boards and Committees. Madalyn Hillis -Dineen` `apes on the Brewster Municipal Affordable Housing Trust. Amanda Bebrin serves on the Vision Planning Committee. Robert Michaels serves on the Water Quality Review Committee. Charlotte Degen is the Select Board liaison. Elizabeth Taylor serves on the Open Space Committee and the Community Preservation Committee. Alexander Wentworth serves on the Vision Planning Committee. The Board welcomes Antone Freitas, Rob Michaels, and Alexander Wentworth. The Board appreciates their willingness to serve and looks forward to working with them. The Board would like to thank Paul Wallace for his 5 years of service including his two years serving as Chair during the COVID-19 pandemic. The Board is grateful for Paul's time, thoughtful review and supportive leadership. Planning Board Staff & Liaison Jon Idman joined the Town of Brewster as the Town Planner in May 2022. Jon provides support to the Board with development review; compliance with local, regional, and state bylaws and regulations; drafting of zoning bylaw amendments; and long-range planning projects. Jon also provides support to the Vision Planning Committee. The Board welcomes Jon and looks forward to their continued wor .1th him. Lynn St. Cyr, Senior Department Assistant, joined iePlanning Department in August of 2016. Lynn provides administrative support to th Bt d by assisting applicants with the application process; responds to inquiries rom the p bl .c about applications before the Board; and supports the work of the To Planner. Kari Hoffmann, Select Board member, pr re x''` �s�htly serves as the to the Planning Board. Respectfully Submitted, Madalyn Hillis -Dineen, Chair REVIEW OF SELECT BOARD POLICY ON MEETING FORMAT CHANGE Lynn St. Cyr Attachments: #45 Remote Participation- Amended 6.10.22.pdf; January 2023 Board and Committee Schedule.pdf From: Erika Mawn <emawn@brewster-ma.gov> Sent: Wednesday, December 21, 2022 12:48 PM Subject: Board and Committee Meetings Update Good Afternoon, At the Select Board meeting on December 19th, the Board discussed the board/committee meeting formats and voted to allow in person public attendance starting on March 1, 2023. With this vote, boards/committees will need to follow the guidelines below and will no longer have the option to meet fully remote starting March 1, 2023: 1. Hybrid option but a quorum of committee members must be in person (must meet minimum requirements, see below) 2. In person (with no restrictions) 3. Public is allowed to participate in person or by remote means Along with this change in format, the Select Board policy on Remote Participation will apply. Please note the minimum requirements for remote participation: • A quorum of the body must be physically present at the meeting location. The chair is responsible for ensuring that this requirement is met in order to hold the meeting. Committees cannot meet if a quorum of members are not in person. • The Chair, or in the chair's absence, the person authorized to chair the meeting must be physically present at the meeting location. • Members of any public body may participate remotely in meetings but are required to physically be present for at least 50% of meeting in a given fiscal year. • Members of regulatory boards (Planning, Zoning Board of Appeals, Board of Health, Conservation Commission, Historic District Committee and Select Board) must be physically present for at least 75% of meetings of that public body in a given fiscal year. It is incumbent on the Chair to manage attendance. • The Chair at the start of the meeting, must announce the name of any member who will be participating remotely. Scheduling of meetings will continue to be completed through the Town Administration office in coordination with BGTV as all board/committee meetings will be broadcast on BGTV Channel 18 and/or livestreamed on the Town website. All meetings will be assigned to Room A or B in Town Hall. Please review the attached policy in full and let me know if you have any questions. Thank you, Erika Erika Nlawn Executive Assistant to the Town Administrator 2198 Main Street Brewster, MA 02631 (508) 896-3701 ext. 1100 www.brewster-ma.gov 1 Town of Brewster 2198 Main Street Brewster, MA 02631-1898 Phone: (508) 896-3701 Fax: (508) 896-8089 REMOTE PARTICIPATION POLICY Office of: Select Board Town Administrator Policy no. 45 Date adopted:12/16/13 Amended: 06/10/22 Minimum Requirements for Remote Participation (a) Members of a public body who participate remotely and all persons present at the meeting location shall be clearly audible to each other; (b) A quorum of the body, including the chair or, in the chair's absence, the person authorized to chair the meeting, shall be physically present at the meeting location, as required by M.G.L. c. 30A, sec 20(d); (c) Members of public bodies who participate remotely may vote and shall not be deemed absent for the purposes of M.G.L. c. 39, sec. 23D. The All Citizens Access Committee shall be exempt from these provisions. Since Brewster has adopted the provisions of 940 CMR 29.10(2), a member of a public body shall be permitted to participate remotely in a meeting, in accordance with the procedures described in 940 CMR 29.10(7), if the chair or, in the chair's absence, the person chairing the meeting, determines that the member's physical attendance would be unreasonably difficult. The chair shall be responsible for ensuring that a quorum is physically present at the meeting location. Members should not select a chair that regularly expects to participate remotely. Frequency of Remote Participation (a) Individual members of any public body shall be permitted to participate remotely in meetings but must be physically present for at least 50% of meetings of that public body in a given fiscal year. Members of regulatory boards (Planning Zoning Board of Appeals, Board of Health, Conservation Commission, Historic District Committee, and Select Board) must be physically present for at least 75% of meetings of that public body in a given fiscal year. (b) The Town will strive to provide opportunities for both in -person and remote participation at Board and Committee meetings to the greatest extent practicable. (c) All board and committee meetings will be broadcast on BGTV Channel 18 and/or Iivestreamed on the Town website to the greatest extent practicable. Technology (a) Remote participants shall use video conferencing media (ie. Zoom). (b) When video technology is in use, the remote participant shall be clearly visible to all persons present in the meeting location. (c) The chair or, in the chair's absence, the person chairing the meeting, may decide how to address technical difficulties that arise as a result of utilizing remote participation, but is encouraged, wherever possible, to suspend discussion while reasonable efforts are made to correct any problem that interferes with a remote participant's ability to hear or be heard clearly by all persons present at the meeting location. If technical difficulties result in a remote participant being disconnected from the meeting, that fact and the time at which the disconnection occurred shall be noted in the meeting minutes. Procedures for Remote Participation (a) Any member of a public body who wishes to participate remotely shall, as soon as reasonably possible prior to a meeting, notify the chair or, in the chair's absence, the person chairing the meeting, of his or her desire to do so and the reason for and facts supporting his or her request. (b) At the start of the meeting, the chair shall announce the name of any member who will be participating remotely. This information shall also be recorded in the meeting minutes. (c) All votes taken during any meeting in which a member participates remotely shall be by roll call vote. (d) A member participating remotely may participate in an executive session, but shall state at the start of any such session that no other person is present and/or able to hear the discussion at the remote location, unless presence of that person is approved by a simple majority vote of the public body. (e) When feasible, the chair or, in the chair's absence, the person chairing the meeting, shall distribute to remote participants, in advance of the meeting, copies of any documents or exhibits that he or she reasonably anticipates will be used during the meeting. If used during the meeting, such documents shall be part of the official record of the meeting, and shall be listed in the meeting minutes and retained in accordance with M.G.L. c. 30A, sec. 22. Approved by the Brewster Select Board on June 13, 2022 David Whitney, Chair Kari Hoffmann, Clerk Edw✓O c? -ej Lm Ned Chatelain, Vice Chair CYMuG Cindy Bingham Mary Chaffee DRAFT MEETING MINUTES DATED DECEMBER 14, 2022 Brewster Planning Board 2198 Main Street Brewster, MA 02631-1898 (508) 896-3701 x1133 brewplan@brewster-ma.gov BREWSTER PLANNING BOARD MEETING MINUTES Wednesday, December 14, 2022 at 6:30 pm Brewster Town Office Building (virtual) Approved: Vote: Chair Madalyn Hillis -Dineen convened a remote meeting of the Planning Board at 6:30 pm with the following members participating remotely: Amanda Bebrin, Charlotte Degen, Tony Freitas, Rob Michaels, Elizabeth Taylor, and Alex Wentworth. Also participating remotely: Jon Idman, Town Planner and Lynn St. Cyr, Senior Department Assistant. Pursuant to Chapter 20 of the Acts of 2021, this meeting will be conducted in person and via remote means, in accordance with applicable law. This means that members of the public body may access this meeting in person, or via virtual means. In person attendance will be at the meeting location listed above, and it is possible that any or all members of the public body may attend remotely. No in -person attendance of members of the public will be permitted, and public participation in any public hearing conducted during this meeting shall be by remote means only. The meeting will be broadcast live, in real time, via Live broadcast (Brewster Government TV Channel 18), Livestream (livestream.brewster-ma.gov), or Video recording (tv.brewster-ma.gov). The Planning Board packet can be found on the Planning Department page on the Town of Brewster website (www.brewster-ma.gov). Hillis -Dineen declared that a quorum of the Planning Board was present. 6:33 PM CITIZEN'S FORUM No citizen comments. 6:34 PM PUBLIC HEARING Special Permit and Site Plan Review Case No. 2022-10: Applicant/Lessee: JDT Investments, LLC has submitted an application for property located at 2671 Main Street and shown on Tax Map 89, Parcel 20 within the Village Business Zoning District. The Applicant seeks a Special Permit and Site Plan Review to operate a limited -service restaurant in addition to the current full -service restaurant dba "The Kitchen Cafe", pursuant to Brewster Zoning Bylaw Chapter 179- 51 and 179-66. This application also seeks modification of Special Permit and Site Plan Waiver Approval #2021-09. The Planning Board will consider and potentially vote whether to approve the special permit, site plan, and modification. Documents: • 08/11/21 Special Permit & Site Plan Waiver Approval #2021-09, recorded 10/14/21 • 09/27/22 Plan of Land, 2671 Main Street, Brewster, MA • 11/01/22 Planning Board Application • 11/16/22 Narrative with information regarding walk-in cooler • 11/22/22 Staff Report from Jon Idman, Town Planner • 12/07/22 Department Reviews • 12/14/22 Emails from Meridith Baier Motion by Michaels to Open the Public Hearing for Special Permit and Site Plan Review Case No. 2022-10. Second by Degen. Roll call vote: Michaels -yes; Wentworth -yes; Freitas-yes; Bebrin-yes; Degen-yes; Taylor -yes; and Hillis - Dineen -yes. Vote: 7-0-0. PB Minutes 12/14/22 Page 1 of 7 Danielle Panzica and Jayme Valdez, Applicant/Lessee participated remotely. Attorney Al De Napoli participated remotely on behalf of the Applicant/Lessee. De Napoli stated hat the application before the Planning Board seeks to add the use of limited -service restaurant in addition to the full -service restaurant use currently allowed. There will be no substantive changes to the food preparation and operation. This a change to the payment method. A request is being made to allow customers to pay for their food when ordering at the counter and then sit down to eat if they wish to do so. De Napoli stated that the Application is also requesting a change to the hours of operation for the food trailer to allow operation from 7 am to 10 pm to coincide with the restaurant hours. Degen asked about the current hours of operation of the restaurant. Panzica responded that due to current staffing issues the restaurant is only opened until 3 pm but she has a license to operate the restaurant until 10 pm. Michaels asked if a limited -service restaurant would require less staff as customers would be ordering, paying, and waiting for their food as opposed to sitting down and having the food brought to them. Panzica stated that there was no interest in making the restaurant a fast-food restaurant and that the operation would still be the same with customers choosing to dine in with staff bringing food to the customer's table. Freitas asked about adding conditions to the permit for limited - service use and Idman responded that decisions can be conditioned but the conditions should be for a public purpose consistent with the bylaw. Taylor referred to comments provided by the Health Department in their review of the application and suggested the Planning Board review those comments. Michaels read the department review comments dated December 7, 2022 into the record. In response to the department review comments, De Napoli stated that the Applicant is working with the Board of Health on their outstanding requests. De Napoli further stated that the requests before the Planning Board are for the limited -service restaurant use and the expanded hours of the food trailer. Wentworth asked if there were any lighting plans related to the food trailer due to the change in hours. Panzica stated that there are string lights in place near the food trailer and the parking lot also has lighting. Bebrin noted that the food trailer is seasonal and in season it is stays lighter longer. Panzica confirmed that she was only looking to extend the hours of the food trailer not the seasonal nature of the food trailer. Taylor asked if there would be a problem if the Planning Board approves a site plan and there is information on the plan that is not accurate. Idman suggested that the Planning Board needs to hear from the Board of Health before the location of the walk-in cooler or the storage of the food truck is finalized on the site plan. The Planning Board could condition their decision upon the Applicant receiving a variance or any necessary approvals for the walk-in cooler and the storage of the food truck. The Planning Board could also continue their hearing until the Applicant receives a variance or approval from the Board of Health. Hillis -Dineen asked whether the Planning Board could move forward with the permit for the limited -service restaurant use separately from the cooler and the food truck. Idman stated that the walk-in cooler may not have triggered review by the Planning Board on its own but given the Applicant has requested a special permit and site plan review the cooler should be part of their review. Idman stated that the Applicant could remove the cooler from the site plan and the Planning Board could move forward or the Planning Bord could choose to condition its decision to include the Applicant obtaining a variance or other approval from the Board of Health. Michaels asked if the special permit application and site plan review application could be handled separately. Idman responded that the applications could be separated legally but logistically he does not recommend it. There are special permit and site plan review standards that center on the same facts including compatibility between neighboring properties. As a practical matter, the Applicant will need both approvals to proceed. De Napoli stated that he believed the Planning Board could consider the special permit for the limited -service restaurant use and extension of the food trailer hours separately from the site plan review. Taylor stated that the special use and site plan are part of one permit and she does not believe they should be separated. She stated that the special permit decision will reference the site plan. De Napoli stated that the Applicant requested a site plan waiver so the Planning Board could grant the waiver and move forward with the special permit. Idman stated that there is a standard that must be met when requesting a site plan review waiver and that information was absent from the application. Michaels stated that a change of use exists PB Minutes 12/14/22 Page 2 of 7 and wondered if site plan review could be waived. Idman stated that a waiver is an option but that the Planning Board may wish to review the staff memo he provided and consider such things as screening. Idman stated that the Applicant has requested a modification of the previous special permit as it relates to the food trailer and the Planning Board may want to consider whether modifying that permit will lead to two restaurants being operated at the site. Degen stated that there could be two limited -service restaurants on the site and the Planning Board needs to take that into consideration. Degen also stated that there is a restaurant close by that operated similarly and the Planning Board needs take that into consideration as to density and traffic flow as well. Idman stated that when issuing the previous special permit, the Planning Board undertook discussions about limiting the type of operations that could take place in the food trailer but unfortunately those limitations were not reduced to conditions in the permit. This is an opportunity to consider including such limitations in the modified permit. The Planning Board could discuss whether the food trailer should be used as a point of sale for items such as pre-packaged muffins and coffee and whether or not it should be used for food preparation. This will aid in the discussion of intensity of use and impacts on the site. Freitas stated that if there is an option to move forward with issuing a special permit for limited -service use conditioned upon approval by the Board of Health he thinks the Planning Board should move forward as opposed to continuing the hearing. Freitas stated that this is a business and he does not want a delay to impact its livelihood. Hillis -Dineen stated that the Applicant is operating as a limited -service restaurant currently and is before the Planning Board to formalize that use with a special permit. She does not believe that there will be changes or impacts to the site with approval of a special permit. Michaels agreed with Hillis -Dineen but believes the food trailer and food truck have created complications. De Napoli stated that the restaurant has been operating as a full -service restaurant with a limited -service payment system. He does not believe there will be impacts to the site because of the limited -service permit. De Napoli suggested bifurcation of the application with a focus on the special permit for a limited -service restaurant. De Napoli further stated that the use special permit focuses on the operation inside the restaurant and does not have impacts on site plan review. Idman stated that the application is complicated by the walk -in cooler, food truck storage, and modification of a prior special permit. If the Applicant wished to remove the walk-in cooler from consideration, bifurcation may be something for the Planning Board to consider. Idman further stated that this will be the first time the Planning Board has reviewed and will potentially approve a site plan for this property. Any changes to the site plan would require further review by the Planning Board. Degen stated that the limited -service restaurant use does pose impacts to the site as customers are not coming in and staying for an hour. Degen believes traffic flows will change and the Planning Board may want to consider additional screening. Panzica stated that she has a license to operate the restaurant until 10 pm as she was planning to provide breakfast, lunch, and dinner. She has started offering dinner on Friday and Saturday nights and therefore both the full -service and limited -service uses are needed. She has provided full -service dining during the day, but most customers prefer paying for their food at the counter before sitting down to eat. Panzica stated that she is not looking to change the hours of the restaurant. Valdez stated that the walk-in cooler is on the site plan because there is a 10 -week lead time and $100,000 cost associated with the cooler. The Applicant cannot afford to find out later that the Town does not approve of the cooler or the neighbor does not like it. Valdez stated that they would like to extend the hours of the trailer so that they can sell coffee and muffins earlier in the morning. Valdez stated that the walk-in cooler will also help lessen the number of deliveries to the site as their indoor cooler is very small. It will allow for one delivery per week instead of three deliveries per day. This will help with parking and site flow. He stated that they are trying to address the concerns raised by the Town. Valdez said he is willing to compromise. If the food truck cannot stay on site, he will move it but the walk-in cooler is needed and if need be he will make it shorter so it is not over the septic offset. De Napoli suggested that if the Planning Board is not willing to bifurcate the application tonight, they at least move forward with issuing a permit approving what they are able to approve tonight. Hillis- Dineen asked if any members of the public would like to provide comment. PB Minutes 12/14/22 Page 3 of 7 Meridith Baier, 2663 Main Street, asked if a site plan review waiver is being considered or if the Planning Board is moving forward with a site plan review. Idman stated that full site plan review along with a special use permit is before the Planning Board for review. Baier asked if the cooler was still under review. Idman responded that it is part of the application and the Applicant has not asked to remove it from consideration. Baier stated that the Kitchen Cafe (TKC) is located in the Village Business zone and is a pre-existing non -conforming use as restaurants are no longer allowed by right in this area. Baier stated that in 1989, the zoning changed to restrict restaurants and limit potential detriments to abutting and neighboring properties. Baier stated that TKC is a perfect example as to why the bylaw became more restrictive due to the impacts of their unchecked expansions. Since redevelopment began in June 2021, Baier has witnessed bylaw violations that have created difficulties for herself, neighbors, and the general area. The lack of enforcement and the accepted non-compliance has set and is setting an unacceptable precedent for the Town. Baier further stated that in August 2021, a special permit was received by TKC for use of the food trailer. However, the request was misrepresented and site plan review was waived which abrogated her rights as an abutter. The undisclosed expansion that followed abrogated the rights of the Planning Board members. In the Fall of 2021, a back patio was installed. The patio was not discussed during the special permit review or noted on the site plan. In July 2022, a large food truck was also brought on site and opened to the patio to serve customers. This was also not discussed with the Planning Board or shown on the site plan. It continued to be used until September. It also operated without Board of Health permitting. Baier stated that there was no lighting approved for the food truck or patio, but lights were installed. Baier stated that the chaos and dangerous conditions have been created on the property due to these undisclosed expansions. There were problems on Winslow Road as customers were parking there when spaces were not available in the parking lot. Baier stated that the food trailer does not have license plates and there has been no verification that it is registered with MA DOT as required by the special permit. Baier asked that the Planning Board require proof of verification before any additional permits are approved. The food trailer was also serving regular menu items not just pre-packaged foods. Baier stated that these past infractions cannot be ignored or considered resolved now that summer season is over and the operations are closed. Baier objects to the walk-in cooler as it will be within 25' of her property line and it will create noise 24/7. She stated that the cooler also supports further use and expansion of the restaurant. It is unsightly and unscreened. Baier asked the Planning Board to review the full picture. She stated her concern that the Applicant was asking to permit the problematic expansions and overuse of TKC property. Additional hours for the food trailer will create additional intensity especially in the morning and create an additional restaurant use. Baier requested the Planning Board deny the outdoor cooler, to not allow any future food truck use, and to conduct a full review of the food trailer with an accurate site plan and HDC approval. She requested any permit issued require adherence to the site plan review landscaping standards regarding appropriate screening as stated in the statute. Panzica responded to Baier's statements stating that the food truck has been closed since the Applicant was advised by the Town that she could not operate it on the property. The food truck has been used for storage. Panzica also addressed the unpermitted patio and stated that the property has always had a patio and it appeared on the site plan provided to the Town. Panzica stated the walk-in cooler has the approval of HDC as it cannot be seen from Route 6A. There is no reason for the cooler to be denied other than because of the location over the septic which will be addressed with the Health Department. Panzica said the walk-in cooler will help with traffic to the site as it will cut down on food deliveries. Paul Juliano, 404 Harwich Road, spoke in support of the Applicant stating that TKC is a gem in Brewster. Juliano further stated that the restaurant is clean and well managed. He supports the cooler and limited -service restaurant use. The operation is a positive for the community. PB Minutes 12/14/22 Page 4 of 7 Izzie Smalkais, Winslow Landing Road, requested that the focus of the hearing be on the limited -service use and that comments attacking other community members and businesses not be allowed. Hillis -Dineen asked the Applicant to clarify how they would like to proceed. De Napoli confirmed that the Applicant would like to proceed with the special use permit for the limited -service restaurant use and modification of the special permit to change the food trailer hours. The Applicant stated that the walk-in cooler could be removed from the discussion pending resolution of issued brought forward by the Health Department. Idman stated that many of the special use permit standards get to the use of the cooler and it would be best not to separate that out from the application. The landscaping issue is both a site plan review issue and a special permit issue. Idman stated that the issue of bifurcation could be handled by conditioning the cooler to receive approval by the Board of Health. Degen suggested that a further condition of the special permit could be attenuation of the sound if the cooler is approved by the Board of Health. Idman stated that additional landscaping or fencing along the westerly property line would benefit both the Applicant and abutter properties. Idman stated that the Planning Board may want to consider additional conditions for the food trailer as well. Idman suggested the language in the current permit sating the trailer can be opened until sundown should be modified and a specific time should be provided. Idman stated that he believes the restaurant can operate until 10 pm but he does not believe the common victuallers license states hours of operation. Panzica stated that the food trailer was not used for food preparation. Pastries, coffee, and canned beverages have been served out of the trailer. Meridith Baier addressed the Planning Board. Baier expressed concern with the screening on the north property line. She does not believe there is appropriate screening in place currently. There are small trees in place which have not grown much over the past year. There is no privacy and she has full view of the back of the restaurant. She is concerned that a cooler will now be added and in view and that the trailer will remain. Baier asked the Planning Board to follow the site plan review standards regarding screening. She requested the Planning Board require a fence be added along the property line. Idman stated the condition requiring the food trailer to be registered through MA DOT is tenuous and may be outside of the purview of the Planning Board. He suggested discussion on removing the condition and replacing it with a condition requiring the food trailer to meet all setbacks in the zoning district. This condition will make the decision easier to administer and enforce. De Napoli stated that the Applicant planted arborvitaes along the back property line to require a fence there as well seems excessive and will be costly. Panzica stated that the trees along the back property line were selected and agreed upon by Baier before they were planted. Meridith Baier addressed the Planning Board. She stated she has a letter from Victor Staley stating that as long the food trailer was proven to be a trailer and not a structure it would not have to go to HDC. She further stated that in order to be considered a trailer, registration was necessary through MA DOT. She stated she is confused by the suggestion to remove the condition that the trailer be registered through MA DOT and wonders if it now needs to be reviewed by HDC. Idman stated that the Planning Board and the Building Commissioner have no jurisdiction over the HDC. Motion by Bebrin to Close the Public Hearing on Special Permit and Site Plan Review Case No. 2022-10. Second by Degen. Roll call vote: Michaels -yes; Wentworth -yes; Degen-yes; Taylor -yes; Freitas-yes; Bebrin-yes; and Hilis-Dineen- yes. Vote: 7-0-0. The Planning Board reviewed and discussed the site plan review standards. Degen stated that if the walk-in cooler is approved by the Board of Health, it will require some buffering from the neighbors. Degen stated that there is currently a stockade fence along the west side which may need to be extended to the north side. Taylor agreed that extending the stockade fence from the northwest corner to the patio would provide both a visual buffer and sound mitigation. Freitas suggested awaiting approval from the Board of Health on the walk-in cooler before deciding on what may PB Minutes 12/14/22 Page 5 of 7 needed as far as trees, fencing, or noise mitigation. Idman stated that he believes that 100 decibels of noise is the standard reference under site plan review. That amount of noise translates to a rock concert so he's not sure that threshold will be triggered by the cooler. Valdez stated that the noise level will be similar to an air conditioning compressor. Degen stated that the suggestion is for the stockade fence to be extended from the patio to the north property line. Degen also suggested a condition that if the sound exceeds 100 decibels, additional sound attenuation will be required. The Planning Board discussed conditions of the special permit. Bebrin suggested the food trailer hours be changed to allow operation from 7 am — 7 pm seasonally. Bebrin also suggested a condition the food trailer be used as a point of sale only and sell beverages and pre-packaged foods. The trailer would also need to comply with the side setback. The cooler would be conditioned upon approval by the Board of Health. The stockade fence at the west end of the property will be extended to meet the back corner of the patio. Degen added an additional condition that if the cooler exceeds 100 decibels additional sound buffering will be required. De Napoli stated that the food trailer hours of operation recommended by the Planning Board are a reduction to the current hours. De Napoli suggested extended the hours to 9 pm or 10 pm. The Board discussed the hours of operation further. Michaels stated that if the Applicant was going to operate in the dark then lighting needs to be considered. The Planning Board decided the hours of operation for the food trailer would be 7 am- 8 pm in April and May; 7 am- 9 pm in June, July, and August; and 7 am — 7 pm in September and October. Bebrin reviewed the conditions discussed by the Planning Board. The special use permit is approved for the limited - service restaurant. The food trailer needs to comply with the setbacks on the side lot line. The hours of operation for the food trailer seasonally will be 7 am- 8 pm in April and May; 7 am- 9 pm in June, July, and August; and 7 am — 7 pm in September and October. The walk-in cooler is contingent upon approval by the Board of Health regarding the septic location. If the cooler is approved, the stockade fence will be extended from its current location to meet the back corner of the patio. The cooler is not to exceed 100 decibels and if it does additional buffering will be required. The food trailer will serve beverages and pre-packaged foods as a point of sale only. Idman stated an additional condition would be that the food truck may only be stored behind the building and can only be operated if approved by the Planning Board. Also, the food trailer hours are as stated unless otherwise allowed by a special event permit approved by the Select Board or Zoning Board of Appeals. De Napoli clarified that the hours of operation for the restaurant are staying the same as the current hours. Motion by Bebrin to Approve Special Permit and Site Plan Review Case No. 2022-10 with the conditions discussed. Second by Wentworth. Roll call vote: Michaels -yes; Wentworth -yes; Degen-yes; Freitas-yes; Taylor -yes; Bebrin-yes; and Hillis -Dineen -yes. Vote: 7-0-0. Bebrin left the meeting. 8:38 PM PUBLIC MEETING Major Stormwater Management Permit Case No. 2022-08: Applicant/Owner: Julius Smith has submitted an application for property located at 0 South Orleans Road and shown on Tax Map 142, Parcel 9 within the Residential Medium Density Zoning District. The Applicant seeks a major stormwater management permit to construct a single-family dwelling and detached garage with associated utilities and grading pursuant to Brewster Town Code Chapter 272. The Planning Board will consider and potentially vote whether to approve the major stormwater permit. Documents: • 11/02/22 Stormwater Management Permit Application, Stormwater Management Report, and Operation and Maintenance Plan • 11/11/22 Plan set • 11/15/22 Water Quality Volume Calculations • 11/17/22 Staff Report from Jon Idman, Town Planner PB Minutes 12/14/22 Page 6 of 7 Stevie Carvalho, Farland Corporation, participated remotely on behalf of the Applicant Julius Smith. Smith also participated remotely. Carvalho stated that the project consists of a single-family dwelling and detached garage with two bedrooms above the garage. The property generally slopes downhill towards the north. The Applicant has proposed several different stormwater management practices including roof recharge systems for the dwellings to totally recharge to a 100 -year storm and a Cape Cod berm along the north side of the driveway to direct he runoff to a deep sump catch basin which gets piped to the back of the house and finally outlets into a bioretention area. The Applicant feels the proposed design meets all the requirements of the Town of Brewster. Michaels stated that he visited the property and asked if the property to the northeast which is downslope from the subject property was considered in the stormwater management design. Carvalho stated that the properties on both sides were considered in the design. He noted the requirement is that the project not increase stormwater runoff and the project does not increase stormwater runoff to the adjacent property. Yard basins are being used to help manage the runoff. He further stated that all the runoff for the garage and single-family dwelling is being captured by downspouts and being directed towards the subsurface recharge system. Carvalho stated that his analysis shows that there is a reduction in runoff rates and volume for every storm. Taylor asked where the pool will be emptied. Smith stated there was no plans to empty the pool. Idman stated that there was a general bylaw that deals with illicit discharges and that the Applicant will need to reach out o the DPW to empty out the pool. This bylaw can be referenced in the stormwater permit. Motion by Degen to Approve Major Stormwater Permit Case No. 2022-08 with the condition the Applicant comply with the illicit discharge requirements of the Town Code. Idman stated that he will also include standard conditions in the decision. Second by Wentworth. Roll call vote: Michaels -yes; Wentworth -yes; Degen-yes; Taylor -yes; Freitas- yes; and Hillis -Dineen -yes. Vote: 6-0-0. 8:51 PM PLANNING DISCUSSION Approval of Meeting Minutes: October 26, 2022. The Board reviewed the October 26, 2022 meeting minutes. Motion by Degen to Approve October 26, 2022 Meeting Minutes. Second by Michael. Roll call vote: Michaels -yes; Freitas-yes; Taylor -yes; Wentworth -yes; Degen-yes; and Hillis -Dineen -yes. Vote: 6-0-0. Illm 8:53 PM FOR YOUR INFORMATION The Planning Board was provided an email from Louis Wolfson dated December 5, 2022 regarding 4018 Main Street. Idman explained that there is no action the Planning Board needs to take or can take on this correspondence. The permit beneficiary is building out the permit according to the permit that was issued by the Planning Board. There is no evidence or indication of any violation. 8:55 PM COMMITTEE REPORTS Hillis -Dineen stated that the Affordable Housing Trust hosted a very successful housing forum. She announced that there are resources available for housing rehab, childcare, and buy downs. Motion by Michaels to Adjourn. Second by Degen. Roll call vote: Michaels -yes; Wentworth -yes; Taylor -yes; Freitas- yes; Degen-yes; and Hillis -Dineen -yes. Vote: 6-0-0. Meeting adjourned at 8:58 PM. Next Planning Board Meeting Date: January 11, 2023 Respectfully submitted, Lynn St. Cyr, Senior Department Assistant, Planning PB Minutes 12/14/22 Page 7 of 7 COMPREHENSIVE PERMIT APPLICATION FOR MILLSTONE ROAD AFFORDABLE HOUSING DEVELOPMENT TO: FROM: RE: DATE: cc: Town of Brewster 2198 Main Street Brewster, MA 02631-1898 Phone: (508) 896-3701 Fax: (508) 896-8089 STAFF REPORT Planning Board Jon Idman, Town Planner Millstone Road Comprehensive Permit (Assessors Map 98 Parcel 12) January 19, 2023 Brian Harrison, Chair, Brewster Zoning Board of Appeals Jill Scalise, Housing Coordinator Donna Kalinick, Assistant Town Manager Office of: Planning Board Planning Dept. Summary The purpose of this memorandum is to advise the Planning Board of its role in the above -referenced matter, discussion of which is on the Board's meeting agenda for January 25, 2023. In summary and as provided in more detail below, the Planning Board does not have direct permitting jurisdiction over the project, though the Board may develop and provide comments or recommendations to assist in the Zoning Board of Appeals' (ZBA) review and decision -making for the project. Any comments the Planning Board wanted to provide should be discussed at a public session of the Board and could then be transmitted to the ZBA through the Planning Office. Discussion The Town has received a comprehensive permit application pursuant to MGL Ch. 40B, Sections 20-23, submitted jointly by two not -for-profit housing organizations, Housing Assistance Corporation (HAC) and Preservation of Affordable Housing, Inc. (POAH). The development proposes a total of 45 rental, one-, two- and three -bedroom dwelling units and common facilities in 12 buildings, along with supporting site improvements and infrastructure. All units will be affordable at various levels of income eligibility and need (30%, 60% and 80% of AMI). The project site is approximately 16.6 acres and has frontage on Millstone Road, a town way. The project site is town -owned land that was designated for community housing purposes at Town Meeting. The Select Board gave the Brewster Affordable Housing Trust (BAHT) oversight of the property in 2018. The BAHT, with a technical assistance grant from Mass Housing Partnership, performed due diligence on the parcel, commissioned a watershed study, received community input, and drafted a Request for Proposals (RFP). The Town issued the RFP for which the applicants were the successful respondents. The applicants are proceeding under a Land Development Agreement executed with the Town. Under Chapter 40B, a ZBA serves as the comprehensive permit granting authority. A comprehensive permit is a `master permit' that subsumes all local permits and approvals normally required and issued by the respective town permitting authorities, called "Local Boards" in the parlance of Chapter 40B. A ZBA has the authority to issue permits or approvals as any Local Board which would otherwise act with respect to an application. In reviewing a comprehensive permit application, a ZBA must consider and balance the need for affordable housing against local concerns within its jurisdiction, e.g. health and safety concerns. 1 The Brewster ZBA is scheduled to commence hearing on the application February 7, 2023. As provided for under Chapter 40B and its attendant regulations at 760 CMP 56, the application includes a request for waivers from certain local bylaws and regulations. The Brewster Planning Board is considered a "Local Board" for purposes of the comprehensive permit application; the Board would otherwise undertake Site Plan Review of the project under the Zoning Bylaw (Ch. 179 of the Brewster Code), as well as major permit review under the Town's Stormwater Management Bylaw (Ch. 272 of the Brewster Code), and its attendant regulations. Apropos of the Planning Board's role in review of the application, the applicants have sought zoning waivers from the minimum required parking space size (9' x18' rather than 10' x20') as well as site plan review applicability. As such, the Planning Board has been provided a copy of the application and invited to participate and comment as necessary or helpful to the ZBA in making its decision. In making its comprehensive permit decision, the ZBA is required to take into consideration the recommendations or comments of Local Boards like the Planning Board, but is not bound by or required to adopt such comments or recommendations. The project has undergone staff review pursuant to Ch. 83 of the Brewster Code. As background, a copy of the written report from Staff Review, previously provided to the applicants, has now been provided to the ZBA and the Planning Board. The applicants have been invited to address and briefly present the project to the Planning Board at its January 25, 2023 meeting. At this meeting, the Planning Board may discuss, develop and vote to provide comments or recommendations to the ZBA on the project. 2 TO: FROM: RE: DATE: Town of Brewster 2198 Main Street Brewster, MA 02631-1898 Phone: (508) 896-3701 Fax: (508) 896-8089 REPORT Applicants POAH & HAC Jon Idman, Town Planner Staff Review #22-4, Brewster Code Chapter 83, Section 4(D) Millstone Road (Map 98, Lot 12) November 18, 2022 Office of: Planning Board Planning Dept. The Applicants, both not -for-profit housing organizations, propose a `100%' affordable housing development to be permitted under MGL Ch. 40B ss. 20-23. The land, approximately 16.6 acres, is owned by the Town. The Town put out an RFP to develop the land for affordable housing and the Applicants were awarded the contract. The Town has since entered into a Land Development Agreement with the Applicants. The proposed development consists of 45, 1-, 2- and 3 -bedroom units (80 total bedrooms) in 10 buildings, a community building, 76 parking spaces (including 5 accessible spaces), and supporting improvements. The property is located in the RL zoning district. No zoning overlay districts apply. The property is not located in a "Zone II" or in mapped priority habitat under MESA. There are no wetlands on the property or that affect the proposed development. The property is not within the OKH historic district. It does not appear that a GWDP will be required for the project. The Staff Review application was received on October 28, 2022 and includes a proposed site plan prepared by Horsley Witten dated 10/26/22 revised 11/15/22 and architectural plans prepared by Union Studios (13 pages), dated 10/26/22. The Staff Review meeting was held 11/16/22 at Town Hall with representatives from the Applicant organizations, their consultants Horsley Witten and Union Studio, their counsel Peter Freeman, Esq. and the following Town staff: • Staff in attendance o Paul Anderson — Water Superintendent o Bill Grafton — Conservation Administrator o Jon Idman — Town Planner o Donna Kalinick- Assistant Town Administrator o Chris Miller — Natural Resources Director o Griffin Ryder- DPW Superintendent o Jill Scalise- Housing Coordinator o Kevin Varley — Deputy Fire Chief o Amy Von Hone — Brewster Health Director o Davis Walters — Building Commissioner The following are Local Board permits, licenses, reviews and approvals relevant to the proposal, though recognizing the ZBA's jurisdiction as the comprehensive permit granting authority: 1 o Site Plan Review (Brewster Code Chapter 179 Art. XII) and Major Stormwater Permit (Brewster Code Chapter 272 and accompanying regulations) - Planning Board o Wastewater Discharge Regulations 2000 gallons or more- Board of Health o As applicable, Scenic Road Act (MGL Ch. 40 Section 15C and Brewster Code Chapter 157- 7) and Shade Tree Statute (MGL Chapter 87)- Planning Board/ Tree Warden o `Curbcut' permit (Brewster Code Chapter 157-3) o DRI- Cape Cod Commission o "Subdivision" sign (Brewster Code Chapter 179, Art. VI), as applicable- Building Commissioner The Applicants will need to include a list of the waivers sought from local laws and regulations in the comprehensive permit application. Among other things, it appears that waivers will be sought from yard setback and height requirements in the zoning bylaw, as well as for the affordable multifamily residential use in the RL district. Other notes from the meeting: The Police Department by email advised that it did not have concerns with the staff review application. Further comment is reserved for the comprehensive permit application. The Applicants were encouraged to meet with the Brewster Housing Partnership. The Applicants were advised that some clearing w/in the Millstone Road layout for safe site lines may be necessary. The clearing should be as selective as possible. The Applicants are mindful to coordinate the housing project with the Town's ongoing Millstone Road infrastructure project. The Applicants have revised the site plan to reflect the vegetated buffer as required in the RFP, including measured 30 ft from the `ridgeline' in the northwest portion of the property. The Applicants were advised to prepare a traffic study and natural resource inventory/ analysis appropriate to the project circumstances. The Applicants were advised to add a proposed zoning table to the site plan. The applicants were advised that the project would be limited to 10ppm site nitrogen (N) loading, and that a N loading analysis should be prepared per the 2022 BOH Nitrogen Loading Regulation. An I/A septic system with denitrifying technology may be required in order to achieve this limit. It was noted that the proposed site open space's contiguity with off -site open space is a positive. The Applicants were encouraged to include a project schedule in the permit application. The Applicants were encouraged to develop a proposed name for the development and potentially for the driveway to share with the town. For emergency service and 911 reasons, it may be necessary or desirable to `name' the driveway as if it were a street: the name can't conflict with an existing place or street name. House numbers will be determined by FD at the time of building permits. Fee waivers and the Town's current policies on them were discussed, including the respective jurisdictions of the Board of Health, Select Board and Water Commissioners. 2 Further communication will be needed with the water department about construction methods and design for service. Separate service lines will be needed for potable water and fire service. The terms or the comprehensive permit and the eventual lease between the Applicants and the Town will determine use of undeveloped areas of the site post -construction. As applicable, things like proposed trails should be discussed asap with town administration if they are to be proposed in the permit application. It was advised that a landscape plan should be included in the comprehensive permit application, which should employ native plants, limit `monoculture' lawn areas and fertilizer/ pesticide use, and reflect the judicious use of irrigation. The Applicants were advised that the MA Bldg Code may require building sprinldering. The Applicants were asked to consider invasive species management. The Applicants will be provided notice of any planning board meeting where the project might be discussed to develop comments to transmit to the ZBA to assist in its review. Electronic copies of the application, with digital plans, should be provided to ZBA. See Fire Department comments from Chief Moran attached hereto provided for and discussed at the meeting, including the need for additional hydrants in the development. Horsley Witten prepared a `swept path' plan ("Fire Service Plan, dated Nov. 2022) for the meeting but it needs to be confirmed by FD. ENC 3 \\11111441ofs, itllsb/ii�i���� r o �LUBR r O i[1 Il 4'�lik�l /!!!llllfllA Brewster Planning Department 2198 Main Street Brewster, MA 02631-1898 508-896-3701 x1133 brewplan@brewster-ma.gov Staff Review Data Transmittal Sheet James Gallagher, Assessor's Department Davis Walters, Building Department/HDC Conservation Department Griffin Ryder, ,.Department of Public Works Chief Robert Moran, Fire Department C, Deputy Chief Kevin Varley, Fire De ment.r.- Amy von Hone, Health Department/WQRC Chris Miller, Natural Resources Department Jill Scalise, Housing Office Jon Idman, Planning Department Lt. Charles Mawn, Police Dept Peter Lombardi, Town Administration Donna Kalinick, Town Administration _ Paul Anderson, Water Department Date Submitted 10/28/22 Date Transmitted 10/31/22 Application Number 22-04 Applicant Housing Assistance Corporation and Preservation of Affordable Housing Proposal The Applicant proposes a development consisting of 45 affordable housing units and a community building through the Chapter 40B permitting process, Development 0 Millstone Road (Map 98, Lot 12) Location Is application material complete for your preliminary review? Yes No If no, please indicate what additional material, documentation, or information you may wish to see prior to the meeting: Additional Comments pit A- 190_ t otiov r L.or o, S 446 C. M4 e/v /911A Signature Comments may be e -mailed to Lynn St. Cyr, lstcyr(d brewster-ma.gov and/or provided at the Staff Review meeting on Wednesday, November 16, 2022 at 10:00 am in Room B. Thank you. Staff Review Data Transmittal Sheet 03-03-2017 Fire Department Comments Millstone Housing Staff Review 1. A computer -generated apparatus swept path and turn simulation analysis shall be provided to the fire department for review and approval. 2. Fire department access roads including roadways, fire lanes, and parking lot lanes shall be no less than 20' in width. 3. Minimum inside turning radius of fire department access roads shall be 25'. The developer may be required to increase this minimum turning radius to accommodate fire department apparatus. 4. A fire department access road shall be no less than 50' from at least one (1) exterior door that can be opened from the outside that provides direct access to the interior of the building. **If the building is protected by an NFPA 13D or 13R sprinkler system this distance can be increased to 150' 5. No "on street" parking shall be allowed. All vehicles shall be parked in designated parking spaces. 6. All access roads shall be designated as fire lanes. All signage and road markings shall be approved by the fire department prior to installation. 7. The developer shall install five (5) fire hydrants. The locations shall be approved by the fire department prior to installation. 8. In the event the buildings are protected by an automatic sprinkler system the fire department shall approve the location and type of fire department connections prior to installation. 9. If required the fire department shall approve the location of all fire detection system reporting panels. 10. An Emergency Responder Radio Communication System shall be installed in each building per section 916.1 of the Massachusetts State Building Code. 11.A Knox box key vault shall be installed on each building. Location and type shall be approved by the fire department prior to installation. 12. Street name, addresses, and building unit numbers shall be approved by the fire department prior to installation. 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COlNT:45 PROPOSED PARKING SUMMARY, STANAeAO PAWING SPACES 71 AOT IESSILESPACES: TOTLYP6ItiaxaSPACES: 76 7630E57107660 NT 716761)76 RE..AKE s51GMPYPJ s1 7MVTATER NM....aMEHTMEA T EIC TING LOW FONT PROM., TREELNE S6a eauslONE koKo 9a NALSTP`oEAOAD EafFA1fAP1 563M61STO3EP➢Ao aexeRVZ sr:maven-0c E[DIET£N106 AIWA soft MI1LSTONE RDw NRI 00AQN ale MGLSTONERGn9 VAX ITS M,LLsrtxvE ROAD NnDUER DT5MILLSTONf nDAD LWPMAH 6ae M .15TONE AOW Ws MOUNT LANE m ..GRAPHIC SCALE 15.0 INtt 1 INCH = 6D FEET PROPOSED SITE PLAN HAC / POAH - Page 1 FREEMAN LAW GROUP LLC Attorneys at Law Peter L. Freeman ptree anOFrcem.inlawgraup.eam fel. (50x) 3(2-47U() Mobile (78I) 854-2-130 Via Hand Delivery December 20, 2022 Brian Harrison, Chairman Town of Brewster Zoning Board of Appeals 2198 Main Street Brewster, MA 02631 Nancy J. MacPhee Legal Assistant nnlacixhec igrecenmolawgroup.cum Tcl. (50S) 362-4700 ex!, 3 Re: Preservation of Affordable Housing, Inc, and Housing Assistance Corp. 0 Millstone Road, Brewster, MA - Application for Comprehensive Permit Dear Mr. Harrison: On behalf of my clients, Preservation of Affordable Housing, Inc. and Housing Assistance Corp., please find enclosed herewith the following: 1. An original and twenty (20) copies of the Application for Comprehensive Permit including attachments; 2. Three (3) copies each of full size Site Plans and Architectural Plans; 3. Three (3) copies of the ;tormwater/Drainage Report; 4. Three (3) copies of the Bohler Report; 5. Three (3) copies of the Phase 1 Environmental Assessment; 6. Check for filing fee and Peer Review Escrow in the amount of $15,000.00. An electronic copy of the Application for Comprehensive Permit with all the attachments along with an electronic copy of the Stormwater/Drainafe Report will be submitted via email of a drop box to Jon Idman, Town Planner. A Transportation Impact Assessment has been commissioned from Vanasse and Associates, Inc. and will be submitted under separate cover prior to the first scheduled hearing. Pursuant to the Comprehensive Permit statute, please schedule a hearing within thirty (30) days of your receipt of this application; and to assist in scheduling a mutually convenient date, please contact me prior to scheduling. Thank you. Very truly yours, Peter L. Freeman cc: Town Clerk 86 Willow Street 0, Yarmouthport, MA 02675 of Phone (508) 362-4700 Fax (508) 362-4701 HAC / POAH - Page 2 \\owlmuuar& 0 — - ��} � 4. . FC HPDfl Ft ED,to \• �\ llimunitlinoto Z.B.A. CASE FILE # d3-01 Brewster Zoning Board of Appeals 2198 Main Street Brewster, ivlassachusctts 02631-1898 (508) 896-3701 s168 FAX (508) 896-8089 www.town.brewster.nta.us APPLICATION FOR COMPREHENSIVE PERMIT (made pursuant to M.G.L. CHAPTER 40B, SECTIONS 20-23 and C.M.R 56 PLEASE NOTE: this application is not complete until all information indicated is provided. The Town Clerk is directed to refuse to accept this petition until this information is submitted: Please submit twenty-five (25) copies of this completed application form and of all accompanying plans, documents listed in attached rules together with a check made payable to the Town of Brewster in an amount to equal 51000.00 Application filing fee/ 3.02 (page 6) AND Consultant/Technical Review fee of $5000.00 plus $200.00 per unit according to 3.0.2 and 4.0 (page 6). Please indicate on each supplemental page the project name, project owner, and Assessors' Map & Lot numbers, for identification purposes. The ZBA reserves the right to assess additional fees to be held in escrow as deemed necessary to cover the cost of professional reviews by other specialists such as attorneys, consultants, engineers, etc. Refer to the Rules attached for a complete listing of required submittals, 1. NAME OF APPLICANT/OWNER Preservation of Affordable Housing, Inc. / Housing Assistance Corporation Applicant must be the owner of record of the property or must provide written authorization, signed by the owner of the property, that applicant is working as an agent on behalf of the owner. 2. STATUS OF APPLICANT : Public Agency ; Non -Profit Organization X ; Ltd. Dividend Org. (Attach documentary evidence of status) 3. MAILING POAH: 2 Oliver Street, Suite 500, Boston, MA 02109 ADDRESS HAC: 460 West Main Street, Hyannis, MA 02601 4, TELEPHONE NUMBER POAH: 508-308-5097 HAC: 508-771-5400 x288 S. APPLICANT'S Peter Freeman, Freeman Law Group LLC, 86 Willow Street, Yarmouthport, MA 02675 ATTORNEY (name, address, and phone number) 6. LOCATION OF PROPERTY 0 Millstone Road 7. ASSESSORS' MAP AND LOT NUMBER 98-12-0 Approved 01-13-09 N,iPlanning\Planning Departmcnt\Zoning\COMP PERMIT APPLICATION, RULES REGS.doc -1- HAC / POAH - Page 3 8. NAME OF To be determined DEVELOPMENT: 9. TYPE OF DEVELOPMENT: New Construction X ; Rehabilitation of existing structures) Name of Applicant Name of Development Map & Lot 10. APPLICANT'S ARCHITECT Paul Attemann, Senior Associate, Union Studio, 160 Mathewson St, #201 Providence, RI 02903 401-272-4724 (name, address, and phone number) 11. APPLICANT'S ENGINEER Brian Kuchar, Associate Principal Horsley Witten Group, Inc. 90 Route 6A, Unit 1, Sandwich, MA 02563 500-833-6600 x155 (name, address, and phone number) 12. Is property serviced by Town Water? YesX No 13. Is Town Water service intended? YesX No 14. Area of site in acres/square feet: 16.6 acres 15. Zoning Districts) of site: RL 16. Is elimination of lot lines proposed? Yes No X 17. Is subdivision of land proposed? Yes No 18. Will streets or roads be eliminated? Yes No X If so, please provide name(s) 19. Will new streets or roads be created? Yes No X If so, please provide proposed new name(s): 20. Total number and type of housing units (with number of bedrooms) proposed: 45 total housing units: 15 1 -bedrooms, 22 -bedrooms, and 5 3 -bedrooms 21. Number and type of low or moderate income housing units Size 30% AMI £O% AMI BO%AMI 70101 15R 1a 2BR .i ID 5 25/a�sc MR -• 1 5 totcrr a 27 110 45 22. List of exceptions requested from local by-laws, codes and/or regulations: (Refer to Rules Paragraph 3.01h) 23. List of approvals needed from other public agencies: (identify each local, regional, state or federal agency and specify approval to be sought) See attached project narrative Approved 01-13-09 N:1PlanningWPlanning Depot ° tmcnt\Zcning\COMP PERMIT APPLICATION, RULES+ REGS,dcc HAC / POAH - Page 4 THE ACCURACY AND AUTHENTICITY OF ALL SUBMISSION DOCUMENTS ARE THE SOLE RESPONSIBILITY OF THE APPLICANT. If information changes or revisions are made to this proposal or any of the supporting documentation, it shall be the responsibility of the applicant to provide updated and/or revised information and indicate clearly to which portion of the submission documents the information refers or replaces. This application for a Comprehensive Permit to build/rehabilitate low- or moderate -income housing is made subject to the provisions of MGL Chapter 40B, Sections 20-23 and 760 CMR 30.00 & 31.00 and any subsequent updates or revisions thereto. /~ erF Date: it) " j7 ( -e's,w, 'zy"�: !h./ rep r Pri r7;,nted or typed Nance of Applicant Authorized Signature Approved 01-13-09 N:1PIanninelanning Departnient\ZoninglCOMP PERMIT APPLICATION, RULES+ REGS.doc _3- HAC / POAH - Page 5 NARRATIVE DESCRIPTION 0 MILLSTONE ROAD, PERMIT APPLICATION Pursuant to M.G.L. Ch. 40B, §§20-23 APPLICANT: Preservation of Affordable Housing, Inc. (POAH) & Housing Assistance Corporation (HAC) SUBJECT PROPERTY: 0 Millstone Road, Brewster, MA PROJECT NAME: To be determined PROJECT: 45 Rental Units on 16.6 Acres TABLE OF CONTENTS Item Submitted Page Cover Letter 1 ZBA Application Form 2 Narrative Description of Proposed Project 6 Requested Waivers 14 Land Disposition Agreement 21 DHCD Project Eligibility Letter dated August 17, 2022 35 Brewster Select Board Support Letter 39 Site Photos 43 MassHistoric Project Notification Form 47 Existing Conditions Assessment 51 Environmental Inventory Analysis 60 Phase 1 Environmental Assessment, Narrative Section (3 copies under separate cover). Stormwater Report (3 copies under separate cover) Bohler Due Diligence Reports (3 copies under separate cover) Site Plans (17 copies of 11" x 17" plans / 3 copies of full-size plans) Landscape Plans (17 copies of 11" x 17" plans / 3 copies of full-size plans) Architectural Plans (17 copies of 11" x 17" plans / 3 copies of full-size plans) HAC / POAH - Page 6 NARRATIVE DESCRIPTION OF PROPOSED PROJECT This application by Preservation of Affordable Housing, Inc. and Housing Assistance Corporation ("Applicant") pursuant to M.G.L. Chapter 40B, §21 is for a Comprehensive Permit to construct a new, high quality multi -family residential housing development with 45 rental units on 16.6 acres ("Project"), at property known as 0 Millstone Road, Brewster, MA 02631 and further described in deeds recorded with the Barnstable County Registry of Deeds in Book 18897 Page 134 and Deed Book 31410 Page 87. ("Property"). The Property is located in the Residential Low Density ("RL") Zoning District. The proposed plan is for 45 newly constructed affordable rental units, of which 35 will be affordable at no more than 60% of area median income (AMI), and 10 will be workforce units affordable at no more than 80% of AMI. The rental structure as described in the application is consistent with the standards for affordable housing to be included in the community's Chapter 40B affordable housing stock. The Applicant was selected by the Brewster Affordable Housing Trust ("AHT") to develop the Project through a Request for Proposals ("RFP") process. The Town of Brewster, through the Affordable Housing Trust, Select Board, and town staff, crafted the vision for this project prior to releasing a Request for Proposals (RFP) from developers. In designing the project, the Applicant closely reviewed the planning and visioning materials that were prepared by the AHT and the Town of Brewster. After thorough review the Affordable Housing Trust voted to accept the Applicant's proposal and subsequently executed a Land Disposition Agreement with the Applicant. On August 10, 2022, the Brewster Select Board endorsed the Project under the Department of Housing and Community Development ("DHCD") Local Initiative Program ("LIP"), a state housing program that allows municipalities to work with a developer before an application is submitted to DHCD in order to provide cooperative feedback to the developer and then support the developer's HAC / POAH - Page 7 application to DHCD and to the Zoning Board of Appeals. The Select Board noted in its letter of endorsement that the Applicant's plan "aligns with the comparative criteria outlined in the [Town of Brewster's] RFP." It also noted that the "The Applicants have shown a solid track record with developing similar affordable housing projects and committing to long-term ownership and management." The Select Board emphasized that "prioritizes sustainable site development by creating a compact community, preserving a maximum amount of existing native landscape." The Applicant and The Town of Brewster subsequently requested that the Project be considered for eligibly under the Low Income Housing Tax Credit (LIHTC) Program. On August 17, 2022, DHCD notified the Applicant and the Town of Brewster that the application for project eligibility under the LIHTC program for the proposed project had been approved. The Property has a total area of 16.6 acres, all of which are buildable upland; there are no wetlands on the property. The Property is currently a vacant undeveloped parcel. The Project will have 15 one - bedroom, 25 two -bedroom, and five three -bedroom units, for a total of 45 Units. The density of the Project will be 2.71 units per acre, with the proposed building improvements (building and lawn area) using 19.9% of the Property and the parking and paved areas using 8.5% of the Property, leaving 71.6% of the Property as open space. The prevailing land uses in the immediate area around the Property are a mix of single family and multifamily residential. The Property has direct access to a public way (Millstone Road). The Project's Title 5 wastewater will be managed by an Innovative Alternative (I/A) Septic System with nitrogen removal capability and all other requirements of Title 5. The Project will include energy efficient mechanical systems, high R -value insulation, LED lighting, lighting timers, and Energy StarTM certified appliances. The Project also will use water -conserving plumbing fixtures, natural ventilation, and durable building materials such as brick exteriors and long life -cycle products. HAC / POAH - Page 8 The Project will be constructed in a single phase and the projected date for completion of construction and initial occupancy is March 2026. CHAPTER 40B The Department of Housing and Community Development ("DHCD") has determined that the proposed Project is eligible for funding under the Low -Income Housing Tax Credit program ("LIHTC"). See copy of Project Eligibility Letter dated August 17, 2022 submitted herewith. The Project will bring 45 much needed affordable rental units to the community and has been carefully designed to satisfy any Local Concerns. Furthermore, all 45 units will be added to the Town's Subsidized Housing Inventory (SHI). The Applicant believes that the Project meets all the requirements for a Comprehensive Permit under the statute and applicable state regulations, that it will be a great benefit to the Town, and that a Comprehensive Permit should be issued for the Project. ELIGBILITY REQUIREMENTS The Applicant meets the eligibility requirements to apply for a comprehensive permit, as set forth under 760 CMR 56.00, and has standing before the Zoning Board of Appeals, based on the following: a) Non -Profit organization: The Applicants are both non-profit organizations and agree that it or a single -purpose entity to be created by the Applicant will enter into a Regulatory Agreement with DHCD under the LIHTC program and to abide by the requisite limitation on profits. Therefore, pursuant to MGL c.40B and 760 CMR 56.04(1)(a), the Applicant is an eligible Applicant for a Comprehensive Permit. b) Control of the Land The Applicant has a Land Disposition Agreement with the Town of Brewster to acquire the Property. Thus, the Applicant has control of the land, as required by the regulations, 760 CMR 56.04(1)(c). A copy of the Land Disposition Agreement is submitted herewith. c) Project Eligibility HAC / POAH - Page 9 The Applicant has received a Project Eligibility Letter dated August 17, 2022 from DHCD that confirms the project's eligibility and suitability of the site. A copy of the Project Eligibility Letter is submitted herewith. Therefore, the Applicant fulfills the requirement of 760 CMR 56.04(1)(b), which states: "The project shall be fundable under a subsidizing agency under a low - and moderate -income subsidy program." See 760 CMR 54.04(1), which states that compliance with the project eligibility requirements shall be established by issuance of a written determination of Project Eligibility by the Subsidizing Agency. DESCRIPTION OF THE PROPERTY The Property is identified on the Town Assessing Maps as Parcel # 98-12 and consists of 16.6 acres of vacant land. The Town has requested that the project name will be selected by the Town in the near future. The Project will be a new high -quality multi -family rental community with 45 rental units spread across 11 buildings. The goal is to create a community that blends with the local Cape Cod vernacular on a site that preserves a maximum amount of the existing native trees, shrubs, and other flora. The site design organizes a neighborhood of small footprint buildings that belie their density around a central island of existing, native trees. The character of the community reflects a residential village, not a multifamily complex. Parking is diffuse, avoiding large, unsightly parking fields. The circular internal drive and sidewalks connect dwellings to one another and the adjacent community while also providing straightforward access for emergency, delivery, and water tower service needs. Multiple pocket parks are tucked between structures and create intimate gathering spaces for residents while supporting a pedestrian -friendly design that encourages placemaking and community conversation. Dwelling units are distributed around the site in smaller scale structures meant to respect the primarily single family detached character of the residential portions of Brewster. The existing buffers are maintained, reducing the visual impact of new structures to existing community members, specifically to the east and north. HAC / POAH - Page 10 The proposed site plan is based on Smart Growth principles of compact development. Buildings are concentrated along a looped drive lane keeping as much land and vegetation around the buildings from being developed. A concerted effort will be made to preserve mature trees and native vegetation as much as possible to help protect natural habitat and open space. The site plan is designed as a distinctive, attractive neighborhood with a strong sense of place. The thoughtful layout and preservation of buffers, existing vegetation will minimize any perceived impact on the neighbors. The backbone of this proposal is the versatile "Manor House" which echoes classic Cape house character while accommodating four dwelling units per structure, of which there are seven. Two duplexes provide an even smaller scale and visual variety to the landscape against the neighboring residents to the northwest. These duplexes provide 3 -bedroom apartments that are targeted for family housing with direct access to a back yard. All buildings have been designed with proportions, details, materials, and colors in keeping with the historic character of Brewster while emphasizing energy efficiency and durability. The understated facades and simple structure of these homes reflect the rural architectural character of New England, an essential goal of the design guidelines offered by the Town and by participants in the community engagement sessions. The classic Cape style is modest — small and unadorned. It is an excellent template for missing middle housing where right -sizing by design creates affordability while meeting the needs of a broader array of residents. NATURAL RESOURCES: The applicant conducted a review of natural resources on the subject site. The subject site consists of upland areas consistent with typical Cape Cod pitch -pine oak communities and well -drained sandy soils. No wetland areas were observed. See attached "Environmental Inventory Analysis" ➢ FEMA Designation - According to the FEMA National Flood Hazard Map (Community Panel No. 25001C0418J, effective July 16, 2014), the entire site is located within Zone X or Areas of Minimum Flood Hazard and is not located within a FEMA flood zone. HAC / POAH - Page 11 ➢ Areas of Critical Environmental Concern (ACECs) — There are no Area of Critical Environmental Concern, according to current online maps provided by the Massachusetts Department of Conservation & Recreation. ➢ State -listed Rare Species Habitat and Open Space - According to the most recent version of the Massachusetts Natural Heritage Atlas (15th Edition, August 1, 2021), the project site does not fall within areas of Estimated Habitat of Rare Wildlife and Certified Vernal Pools and/or Priority Habitat of Rare Species as designated by the Massachusetts Natural Heritage and Endangered Species Program (NHESP). • BioMap2 Core Habitat and Critical Natural Communities by NHESP — According to data from MassGIS, downloaded on December 17, 2022, there were no areas of Core Habitat or Critical Natural Communities identified within the project site. ➢ Zone 2 Wellhead Protection Areas — The project site is not within a Zone II Wellhead Protection area. COMMUNITY IMPACT The proposed project will be an asset to the surrounding neighborhood and the Town and will provide much needed rental housing. It is well designed both architecturally and environmentally and fits well within the context of the area in which it will be located. REQUESTED RELIEF FROM LOCAL BY-LAWS, RULES, AND REGULATIONS See Attached Requested Waivers list. HAC / POAH - Page 12 CONCLUSION For all the above reasons, the Zoning Board of Appeals should grant the relief requested and issue the Comprehensive Permit pursuant to the Application and based upon the Waiver List and Plans submitted herewith. Respectfully submitted, Preservation of Affordable Housing, Inc. Housing Assistance Corporation By: Peter L. Freeman, Esq. Attorney in fact Freeman Law Group LLC 86 Willow Street, Suite 6 Yarmouthport, MA 02675 508-362-4700 office phone 781-854-2430 cell phone pfrcemari@ti-eemanlawgroup.com HAC / POAH - Page 13 THIS PAGE IS INTENTIONALLY BLANK HAC / POAH - Page 14 REQUESTED WAIVERS APPLICANT: Preservation of Affordable Housing, Inc. (POA11) & Housing Assistance Corporation (HAC) SUBJECT PROPERTY: 0 Millstone Road, Brewster, MA PROJECT NAME: To be determined PROJECT: 45 Rental Units on 16.6 Acres The Applicant seeks waivers from the Brewster local Bylaws, rules and regulations, as shown below. The Applicant also requests that waivers be granted from any requirements to apply to the Town or other municipal Boards or departments, including but not limited to the, Board of Health, Board of Selectmen, Department of Public Works, Planning Board, and Water Department, if normally required; and the Applicant requests that the Comprehensive Permit be issued in lieu of all of the aforementioned permits, inclusively, including but not limited to the permits and approvals to connect to the municipal water system (please note that the Applicant will comply with all technical requirements related to the municipal water system). If in the course of the hearings it is determined that there are other local by-laws, rules and regulations that would otherwise be applicable to this development that have not been requested in this application, the Applicant reserves the right to so amend the Requested Waivers. The Applicant also requests waivers from otherwise applicable building permit and water department fees, as to the affordable units. ' Pursuant to 760 CMR 56.05(7), waivers are not needed from Special Permit provisions of a zoning bylaw, but only from the requirements of the underlying as of right zoning provisions. 1 HAC / POAH - Page 15 Comprehensive Permit Rules of the Zoning Board of Appeals Section 3.01 (h). Applicant will submit a list of requested exemptions or exceptions to local requirements and regulations, including local codes, ordinances, by-laws or regulations as required by this section and the Comprehensive Permit regulations (760 CMR 56.05(2)(h). However, the requirement of a `written explanation of why, but for the failure to grant the requested waiver, the proposed project would be uneconomic' should be determine in the aggregate during the scope of the local hearing process and be based on consistency with local need (760 CMR 56.05(4). Thus, to the extent necessary, applicant requests a waiver from this requirement of a written explanation to the requested exemptions of rendering the project uneconomic. Section 3.01 (k). Applicant requests waiver from the submission of proof of filing of a Project Notification Form ("PNF") with the Massachusetts Historical Commission ("MHC). Applicant will prepare and file a PNF with WIC at such time as a fmal project is approved. Section 3.01 (1). Applicant requests waiver from the submission of proof of filing of a Rare Species Information Form with the Massachusetts Natural Heritage and Endangered Species Program ("NHESP"). The project is not located within an Estimated Habitat of Rare Wildlife or Priority Habitat as indicated in the Massachusetts Natural Heritage Atlas (14th Edition). This has been confirmed by the Massachusetts Division of Fisheries & Wildlife. Section 3.01 (m). Financial information such as a pro forma is not applicable as it is in conflict with 760 CMR 56.05(6). To the extent necessary, Applicant requests waiver from the submission of project pro forma. Section 3.01 (o). Applicant requests a waiver from submission of appropriate attention to impact on town services, including fire, police, and schools. All local boards and departments will have the opportunity to provide comments relating to any impact on town services to the Zoning Board of Appeals and those comments can be addressed during the scope of the hearing process. Additionally, applicant along with development team members attended an informal town staff meeting in April 2017 to review these matters and took the comments presented into account. Section 3.01 (q). Application request a waiver from the submission of project impacts to the extent necessary. As stated above under Section 3.01 (o), all local boards and departments will have the opportunity to provide comments relating to any impact on town services to the Zoning Board of Appeals and those comments can be addressed during the scope of the hearing process. Notwithstanding this request, the applicant will be submitting a Traffic Impact Assessment and a Stormwater Management Report. Additionally, applicant along with development team members attended an informal town staff meeting in April 2017 to review these matters and took the comments presented into account. 2 HAC / POAH - Page 16 ZONING - CHAPTER 179 OF THE CODE OF THE TOWN OF BREWSTER (in effect October 2017) Article IV. Use Regulations Section 179-10. Applicability of use regulations. Applicant requests a waiver from the requirement that no building, structure or land shall be used except for the purposes permitted in the district as described in the Use Regulation section. Section 179-11. Table of Use regulations. Applicant requests a waiver from the requirement of conformance to the Table of Use Regulations (Table 1) as follows: Residential 8. Multifamily dwelling units are not permitted in the R -L district. The proposed affordable housing project consists of (45) multi -family dwelling units to be permitted under a Comprehensive Permit. Article IV. Use Regulations Section 179-16. Tables of regulations. Table 2 Area Regulations Minimum Required Lots: Applicant requests a waiver from Table 2 Area Regulations Minimum Required Lots within the R -M zoning district, including minimum lot frontage and minimum side yard setback: Required Proposed Side Yard Setback 25 feet 17 feet Applicant requests a waiver from Table 2 Area Regulations Minimum Required Lots footnote 1 from the requirement that generally, only one principal structure shall be permitted on one lot. The proposed project will consist of 10 residential buildings and a one community building to be permitted under a Comprehensive Permit. Table 3 Height and Bulk Regulations Applicant seeks a waiver from Table 3 Height and Bulk Regulations within the R -M zoning district from the Maximum Permitted Height of thirty (30) feet for the two-story Building "C" for up to thirty-five (35) feet. 3 HAC / POAH - Page 17 BUILDING AVG EXIST GRADE PROPOSED HEIGHT FROM AVERAGE EXISTING GRADE 1 2 99.5' 3 96.86' 4 98.69' 5 103.6' 6 104.75' 7 102.1' 8 97.25' 9 94.3' 10 94.35' 11 95.7' 95.1' 25'-2" 34'-2"(*) 33'-10"(*) 33'-2"(*) 32'-1"(*) 30'-11"(*) 32'-1"(*) 32'-1"(*) 34'-11"(*) 34'-6"(*) 31'-11"(*) (*) - DENOTES WAIVER FOR BUILDING HEIGHT REQUIRED Article VII. Off -Street Parking and Loading Section 179-23. Parking and loading lot standards. Applicant requests a waiver § 179-23(A.)(4) from the requirement that all parking spaces be 10 x 20 feet in dimension. The parking spaces as shown on the project plans are 9 x 18 feet in dimension. Article IX. Special Regulations Section 179-34. Multifamily dwellings. Applicant requests a waiver from this section of the zoning bylaw as applicable to permit the construction of multifamily dwellings on the site in the R -L zoning district as shown on the submitted Site Plans. The proposed project will be permitted under a Comprehensive Permit. 4 HAC / POAH - Page 18 Article XI. Water Quality Protection District Section 179-61. Water quality review. Applicant requests a waiver from the requirement of obtaining a certificate of water quality compliance from the Water Quality Review Committee. Article XII. Site Plan Review Section 179-64. Applicability. Applicant requests a waiver from the applicability of Site Plan Review. Under Chapter 40B, the Zoning Board of Appeals sits in lieu of all other local boards and departments, and all such boards and departments in any event have the opportunity to provide comments and suggestions to the Zoning Board of Appeals. 5 HAC / POAH - Page 19 TOWN OF BREWSTER BOARD OF HEALTH REGULATIONS Water Quality Report Regulation (Effective January 15. 1988) Applicant requests a waiver from the applicability of this Water Quality Report Regulation. The proposed wastewater system is designed and sited to comply with Title V requirements and Board of Health requirements. The Project Site is not in a well recharge area, not upgradient of a nitrogen sensitive tidal embayment, and not upgradient of any freshwater ponds. Design. Operation. and Maintenance of Small Wastewater Treatment Facilities (EffectiveMarch 15. 2007) Applicant requests a waiver from the applicability of this regulation pertaining to the Design, Operation, and Maintenance of Small Wastewater Treatment Facilities. The proposed wastewater system design flow is less than 10,000 gpd and is not regulated under MassDEP groundwater discharge permit regulations. The proposed wastewater system is designed and sited to comply with Title V requirements and Board of Health requirements. The Project Site is not in a well recharge area, not upgradient of a nitrogen sensitive tidal embayment, and not upgradient of any freshwater ponds. TOWN OF BREWSTER GENERAL BYLAWS (in effect October 2017) Chapter 83. Staff Review Applicant requests a waiver from the applicability of Staff Review. Under Chapter 40B, the Zoning Board of Appeals sits in lieu of all other local boards and departments, and all such boards and departments in any event have the opportunity to provide comments and suggestions to the Zoning Board of Appeals. SCENIC ROAD ACT AND PUBLIC SHADE TREE ACT Applicant requests a waiver from obtaining approval from the Planning Board of any tree cutting within the Millstone Road public right of way, and asks that the Zoning Board of Appeals grant such approval. HAC / POAH - Page 20 THIS PAGE IS INTENTIONALLY BLANK HAC / POAH - Page 21 0011111/104, uu '41/to .o ea. �T �''' Town of Brewster 'y.4c ' ffiv,^11o: August 16, 2022 Linda Smith Preservation of Affordable Housing 2 Oliver St, Suite 500 Boston, MA 02109 Dear Linda, 2198 Main Street Brewster, MA 02631-1898 Phone: (508) 896-3701 Fax: (508) 896-8089 Office of: Select Board Town Administrator Please find enclosed (2) copies of the Land Development Agreement (LDA) for the Town of Brewster Millstone Road Community Housing proposal. Please have POAH sign both copies, have HAC sign both copies and return one full executed copy to me. According to Town legal counsel, we will sign the LDA now and the lease at a later date when the project has received its' permits and financing. Please feel free to reach out to me should you have any questions. Sincerely, Donna J. Kalinick Assistant Town Administrator HAC / POAH - Page 22 LAND DISPOSITION AGREEMENT THIS LAND DISPOSITION AGREEMENT (this "Agreement") is entered into as of this 8th day of August, 2022 by and between the Town of Brewster, acting by and through its Select Board, having an address of Brewster Town Hall, 2998 Main Street, Brewster, MA 02631 (the "Town"), and Preservation of Affordable Housing LLC, a Massachusetts limited liability company having an address of 2 Oliver Street, Suite 500, Boston, MA 02109 ("POAH"), and Housing Assistance Corporation, a Massachusetts charitable corporation having an address of 460 West Main Street, Hyannis, MA 02601 ("HAC," and together with POAH, the "Developer"). Recitals WHEREAS, the Town is the owner of a parcel of land (the "Property") located at 0 Millstone Rd, Brewster, Massachusetts, consisting of 16.61 acres, more or less, and described in deeds recorded with the Barnstable Registry of Deeds (the "Registry") in Book 18897 Page 134 and Deed Book 31410 Page 87; WHEREAS, by the vote under Article 42 of the 2019 Annual Town Meeting, the Town authorized the Select Board to dispose of the Property for affordable housing purposes on such terms and conditions as the Select Board deems appropriate; WHEREAS, on October 13, 2021, the Town issued a Request for Proposals (the "RFP"), which is incorporated herein, soliciting proposals for the development, constructionand operation of not more than ninety (90) affordable rental housing bedrooms on the Property; WHEREAS, the Developer submitted a proposal on December 16, 2021 in response to the RFP (the "Proposal"), a copy of which is attached hereto as Exhibit A and incorporated herein, proposing to construct (45) dwelling units on a portion of said Property (as defined below, the "Improvements"), as more particularly described in the RFP and the Proposal, and operate an affordable housing rental development thereon (collectively, the "Project"); WHEREAS, the Town has awarded the Project to the Developer; WHEREAS, the Town and the Developer intend to enter into a ninety-nine (99) year ground lease substantially on the same terms as those set forth in the lease attached hereto as Exhibit B and incorporated herein (the "Ground Lease"), pursuant to which the Developer will construct the Improvements and operate the Project; WHEREAS, the obligations of the Town and the Developer to enter into the Ground Lease are contingent, among other things, on the Developer obtaining the permits and approvals necessary for the construction and operation of the Project and on financing in amounts sufficientin the Town's and Developer's reasonable judgment to construct the Improvements; and WHEREAS, the parties wish to enter into this Agreement to memorialize the terms and conditions under which the Town and the Developer will enter into the Ground Lease. NOW, THEREFORE, in consideration of the mutual promises of the parties contained herein and other good and valuable consideration each to the other paid, receipt of which is hereby acknowledged, the parties hereby agree as follows: KH 692316.1 1 HAC / POAH - Page 23 I. LEASE CONTINGENCIES 1.1 Lease of the Property. The Town shall, within thirty (30) days from the date on which the Lease Contingencies (defined below) are satisfied (the "Lease Commencement Date"), lease the Property, together with all appurtenant easements, rights, restrictions, privileges, licenses covenants, and other matters that benefit or burden the Property (collectively, the "Premises"), to the Developer substantially on the same terms as those set forth in the Ground Lease, for the purpose of developing and operating the Project , which shall include terms governing the construction and development of the Project on the Property and shall be a "triple -net" lease under which the Developer shall be solely responsible for the Premises and the Project, including, without limitation, any and all insurance, operating and maintenance costs, and applicable taxes, among other costs and expenses (the "Ground Lease"). The Ground Lease will be substantially on the terms set forth in the Ground Lease attached hereto as Exhibit B; provided, however, that the parties agree that such form shall be subject to revision to their mutual satisfaction to reflect commercially reasonable terms allowing for financing by (and reflecting the comments of) Developer's lenders and investors, provided, however, that in no event shall the Material Requirements (defined below) of the Ground Lease be amended without the Town's prior written consent, which may be withheld in its sole and absolute discretion. 1.2 Condition of Property. The Premises will be delivered to the Developer, and the Developer, subject to the provisions of Section 2.1, hereby agrees to accept the Premises in their then "AS -IS" condition, without any representation or warranty of any kind or nature, express or implied, in fact or by law, on the part of the Town and without recourse to the Town. The Town shall have no obligation to do any work on or make any improvements to or with respect to the Premises or the condition thereof. Without limiting the foregoing, the Developer acknowledges that the Town has no responsibility for, and hereby releases and holds harmless the Town from any and all damages, loss, costs, expenses (including any and all attorneys' fees, and expenses of the Town), claims, suits, demands or judgments of any nature whatsoever, related to any hazardous waste, oil, hazardous material or hazardous substances, as those terms are defined by any applicable law, rule or regulation, including, without limitation, the Massachusetts Oil and Hazardous Materials Release Prevention and Response Act, G. L. e. 21E, the Massachusetts Hazardous Waste Management Act, G.L. c. 21C, the Comprehensive Environmental Response, Compensation and Liability Act, as amended, 42 U.S.C. §§ 9601 et seq. and the Resource Conservation and Recovery Act, as amended, 42 U.S.C. §§ 6901 et seq. (herein collectively referred to as "Hazardous Waste"). The provisions of this Section shall be incorporated into the Ground Lease. 1.3 Use of the Premises. The Developer will use the Premises for the sole purpose of constructing residential rental units thereon and renting such units to eligible residents at a mix of affordability levels. 1.4 Lease Contingencies. The Town and the Developer shall enter into the Ground Lease on the Lease Commencement Date, which is to occur within thirty (30) days from the date on which all of the following conditions have been satisfied (collectively, the "LeaseContingencies"): (a) Permits and Approvals: The Developer shall have received final permits and approvals for construction of the Improvements and the operation of the Project (including, without limitation, a Comprehensive Permit (the "Comprehensive Permit") from the Town of Brewster Zoning Board of Appeals (the "ZBA")), any and all appeal periods KH 692316.1 2 HAC / POAH - Page 24 shall have expired; (b) Approved Plans and Specifications: The Town shall have approved the Developer's plans and specifications for the Improvements to be constructed on the Property and any other improvements made on or to the Premises, showing conceptual plans of the units, the landscaping, and the other improvements to be constructed on the Premises, which shall be substantially similar to the plans attached to the Proposal (the "Improvement Plans"), which approval shall not be unreasonably delayed, conditioned or withheld. The Town and the Developer agree to cooperate reasonably and in good faith with eachother to resolve any objections that either may have. The Town reserves the right to review and comment on the Improvement Plans during the course of the Developer's submissions to the ZBA in connection with consideration of the Comprehensive Permit (and, if applicable, in consideration with any material modification of the Comprehensive Permit), provided that in no event shall the Material Requirements be changed or any changes be made to the Improvement Plan or the Project without the prior written approval of the Town, which may be withheld in its sole and absolute discretion. Once the Improvement Plans have been approved pursuant to a Comprehensive Permit and the Material Requirements have been incorporated, they shall be considered approved by the Town for purposes of this Agreement. Subject to the foregoing, the provisions of this Section are intended to refer to the approval of the Brewster Select Board and do not constitute the approval of or substitute any permits or approvals required from any federal, state and/or local regulatory bodies or approvals required under any applicable laws, rules, regulations, and bylaws, including the Town of Brewster Zoning Bylaws; Project Financing Closing: The Developer shall have received firm Project financing commitments from institutional lenders and/or public or quasi -public entities, showingthat sufficient funds have been committed, in the Town's and the Developer's reasonable judgment, to construct the Improvements and to operate and maintain the Project (the "Project Funds"), and Developer shall close on such financing and receivethe Project Funds on or prior to the Lease Commencement Date. The Developer shall provide the Town with a guaranty at loan closing, given by Preservation of Affordable Housing LLC, guaranteeing the Developer's obligation to construct the Project on the terms set forth in the Ground Lease; (d) Affordable Housing Restriction. On the Lease Commencement Date, the Developer will record a Regulatory Agreement and Declaration of Restrictions (the "Restriction") on the Property ensuring that all of the units constructed on the Property (the "Units") are rented to persons earning no more than eighty percent (80%) of the area median income in the Metropolitan Statistical Area that includes the Town of Brewster "AMI") (the "Moderate Income Units"). The Developer shall endeavor, to the greatest extent feasible, to develop a unit mix whereby approximately seventy-five percent (75%) of the Units shall be rented to persons earning no more than sixty percent (60% o) of the AMI (the "Low Income Units"). The remaining Units will be "community rental units" intended to accommodate a range of household incomes not exceeding eighty percent (80%) of the AMI (the "Moderate Income Units"). The Restriction shall be for the term of the Ground Lease, on terms satisfactory to the Developer and the Town and approved by the Massachusetts Department of Housing and Community Development ("DHCD") under G.L. c. 184, §31-33, be in the form (c) KH 692316.1 3 HAC / POAH - Page 25 prepared by DHCD pursuant to its "MassDoes program (provided, however, that in the event of a foreclosure, deed in lieu of foreclosure, or other action, at least fifty percent (50%) of the Units on the Property (encompassing a mix of bedroom sizes) shall be or remain Low Income Units in perpetuity (the "Minimum Affordability Requirement"), and be sufficient to include all the Units in the Town's Subsidized Housing Inventory ("SHI"), which Restrictions shall be prior to any mortgages, liens or other encumbrances recorded against the Property, (e) Title Matters. The Property shall be free from recorded monetary liens and from title defects or encumbrances of record that would materially interfere with the use of the Premises for the development and operation of the Project. In the event that title defects are found, the Town will use reasonable efforts to cure said defects, provided that reasonable efforts shall not require the Town to expend more than $2,500, inclusiveof attorney's fees, or commence any litigation or other legal proceeding. 1.5 Lease Contingency Period. The Developer shall use commercially diligent and good faith efforts to obtain the necessary permits and approvals and financing to construct, operate and maintain the Improvements, to conduct its property inspections under Section 2.1, to review the title to the Property, and to satisfy the other Lease Contingencies within twenty-four (24) months from the date on which this Agreement (the "Initial Diligence Period"), which period may be extended by the Town in writing only if the Town reasonably determines that the Developer has been unable to satisfy the Lease Contingencies despite such efforts, with such extension to be no more than an additional six (6) months from the expiration of the Initial Due Diligence Period (the "Extended Diligence Period"). The Initial Diligence Period and, if extended, the Extended Diligence Period, are referred to as the "Diligence Period". The Developer shall inform the Town in writing at least every four (4) months during the Diligence Period, or at such sooner or later intervals as the Town mayreasonably request, on the efforts made by the Developer to satisfy the Lease Contingencies and provide such other information as the Town may reasonably request to document such efforts. Time shall be of the essence hereof. 1.6 Failure to Satisfy Preconditions. Notwithstanding anything in the RFP or this Agreement to the contrary, in the event that the Lease Contingencies are not satisfied within the Initial Diligence Period, or, if extended by the Town, the Extended Diligence Period, either party may terminate this Agreement by providing the other with at least thirty (30) days prior written notice, provided, however, that if all the Lease Contingencies are satisfied within said thirty (30) day period, this Agreement may not be terminated by either party. In the event of termination, this Agreement shall be null and void and without recourse to the parties, except for those provisions that are stated herein to survive said termination. 1.7 Title to Property. The Town shall retain the fee to the Property, and shall executea notice of lease for recording at the Registry. 1.8 Assignability. The Developer shall have no right to assign or transfer its rights hereunder or this Agreement without the Town's prior written consent, which consent may be withheld in the Town's sole discretion. In the event of a permitted transfer, the transferee shall agree to perform all of the Developer's obligations hereunder, but the Developer shall continue to be primarily responsible for compliance with the terms of this Agreement unless the Town, in its sole discretion, agrees to relive the Developer of its obligations hereunder. Notwithstanding the foregoing, the Developer may assign the Ground Lease to Millstone Road Partners, LLC, as KH 692316.1 4 HAC / POAH - Page 26 referenced and described in the Proposal, or to another limited liability company or limited partnership whose general partner or managing member is owned and controlled by the Developer, or any other entity owned and controlled by the Developer, provided that the Developer sends written notice to the Town at least sixty (60) days prior to entry into the Ground Lease and provides evidence of the control that the Developer exercises over such transferee. 1.9 Material Requirements. The Developer agrees that, notwithstanding anything in this Agreement to the contrary, the Developer agrees to comply with the following requirements (the "Material Requirements"), which shall not changed, amended or modified without the prior written consent of the Brewster Select Board, in its sole and absolute discretion: (a) In no event shall: (i) there be fewer than forty-five (45) Units on the Property, (ii) any and all of the Units constructed on the Property be made available to households earning more than eighty percent (80%) of the AMI, (iii) the Restriction be subordinate to any mortgages or other monetary liens on the Property (or, in the event the Restriction is subordinated and there is a foreclosure, deed in lieu of foreclosure, or other similar action, there is compliance with the Minimum Affordability Requirement), or (iv) the Developer alter or reduce the following buffer areas on the western and southern portions of the Property, which areas are shown as "Undeveloped Area" on the sketch plan attached to the RFP entitled "Site Analysis", dated December 14, 2021, a copy of which is attached hereto as Exhibit C, and/or (v) the Developer alter or reduce the following areas shown on Exhibit G, attached to the RFP: (a) The natural ridge line along the north property line or, if greater, 30' from the north property line, in the applicable case from the east end of the north property line to the west of the legs S 740 46' 06" W.; (b) 30' from the property line along the rest of the north property line and continuing along the five property lines to the beginning of the conservation area adjacent to the northeast corner of Lot 132, except no buffer adjacent to the Millstone Road right-of-way, (c) 10' from the property line along the property line adjacent to the conservation area, and (d) 10' from the property line along the west property line (S 05° 53' 25" W, 234.23'); and (b) The Project must be managed by a qualified and experienced management firm and an on -site management and 24 -hour emergency maintenance service; and (c) The provisions of this Section 1.9 shall be incorporated in the Ground Lease. II. PROPERTY INSPECTIONS 2.1 Access. The Developer and its agents, employees, representatives, consultants, contractors and invitees (with the Developer and others acting by, through or under the Developer, the "Developer Parties") shall have the right to enter upon the Property during the Diligence Period from time to time, upon at least two (2) business days prior notice to the Town, for the purpose of conducting its due diligence and such inspections as the Developer deems appropriate, including, without limitation, surveys; wetlands inspections and flagging and visits by the Developer's wetlands consultants for these purposes or other wetlands inspection; geotechnical investigations of the Premises; and, if recommended pursuant to a Phase 1 assessment, soil sampling of the Premises by Developer's environmental consultants, whether for Hazardous Waste KH 692316.1 5 HAC / POAH - Page 27 or other purposes. TheDeveloper may remove trees or shrubs from the Premises only if reasonably necessary to provideaccess for test pits and other investigations only in accordance with a plan approved by the Building Commissioner at least seven (7) calendar days prior to such removal, which approval shall not to be unreasonably withheld. The Developer acknowledges and agrees that the Town makes no representation or warranty as to the condition of the Property, and the Developer releases and holds the Town harmless against any claim by the Developer or any of the other Developer Parties for harm to them or their property arising from said entry. The Developer shall promptly restore the Property to substantially its condition prior to said entry and repair any damage caused to the Property, which obligation shall survive the termination of this Agreement. 2.2 Hazardous Materials. In the event that the Developer finds Hazardous Materials on the Property in quantities reportable to the Massachusetts Department of Environmental Protection ("MassDEP") and the cost of remediating the same in compliance with the Environmental Laws is estimated by an engineer acceptable to both parties to exceed $100,000.00, and informs the Town of the same in writing prior to the expiration of the Diligence Period (the "Environmental Notice"), the Town may, in its sole and absolute discretion, elect to remediate such contamination by giving the Developer written notice of remediation within sixty (60) days of receiving the EnvironmentalNotice. If the Town undertakes the remediation and thereafter remediates such hazardous condition within a reasonable period of time, but not to exceed the Diligence Period in any event (as such Diligence Period may be extended in accordance with Section 1.5), in full compliance with applicable law, with the Town paying all of the costs of remediation, the Developer shall fulfill its obligations under this Agreement. Nothing herein shall require or obligate the Town to remediate any contamination on the Property. If the Town elects not to remediate the same or fails to respond to the Environmental Notice within said sixty (60) - day period (which shall be deemed to constitute the Town's election not to undertake the remediation), the Developer may terminate this Agreement by giving the Town thirty (30) days prior notice thereof, whereupon this Agreement shall be null and void and without recourse to the parties, except for those provisions that are stated herein to survive said termination. 2.3 Indemnification. The Developer shall defend, indemnify and hold harmless the Town and those acting by or through the Town from any and all liabilities, damages, loss, costs, expenses (including reasonable attorneys' fees), causes of action, suits, claims, demands or judgments (any, "Claims") arising out of or related to the rights granted under Section 2.1, any act, omission, negligent or intentional misconduct of any of the Developer Parties, for any material change in the Developer's representations and/or warranties, for the Developer's material failure to comply with the terms of this Agreement or any applicable laws, rules, regulations and/or bylaws, and/or for any Hazardous Materials (defined below) that are brought upon, stored, located, released, discharged,possessed, managed, processed, or otherwise handled on or present on the Property, by the Developer and/or any of the other Developer Parties and/or for failing to comply with any environmental laws, rules, regulations and/or bylaws during the term of this Agreement (the latter, the "Developer Hazardous Activities"), except if caused directly by the gross negligence of the Town. The Developer shall be solely responsible for assuming and paying any and all liabilities, damages, loss, costs expenses, causes of action, suits, claims, demands or judgments (including, without limitation reasonable attorneys' fees and experts' fees and expenses, clean-up costs, waste disposal costs and other costs, expenses, penalties and fines within the meaning of any law, regulation, code or bylaw relating to Hazardous Materials) that arise or are related to the Developer Hazardous Activities. This indemnity and hold harmless agreement shall include indemnity against all costs, expenses, and liabilities incurred in or in connection with any such Claims brought thereon, and the defense thereof. The foregoing obligations shall survive the expiration or termination of this Agreement. KH 692316.1 6 HAC / POAH - Page 28 2.4 Insurance. The Developer shall obtain and maintain through the term of this Agreement comprehensive general liability insurance, including coverage for bodily injury, wrongful death and property damage, in the minimum amount set forth herein to support the obligations of the Developer under the terms and conditions of this Agreement to indemnify,defend and hold harmless the Town: General Liability: $1,000,000.00/occurrence, $2,000,000.00/aggregate; Bodily Injury Liability: $1,000,000.00/occurrence, $2,000,000.00/aggregate, and umbrella insurance in the amount of $5,000,000.00, which shall name the Town as an additional insured. The Developer shall provide the Town with a copy of such insurance policy prior to entering the Property and at such times as the Town may request, showing compliance with the foregoing provisions. The insurance coverage required hereunder shall be issued by insurance companies licensed by the Massachusetts Division of Insurance to do business in the Commonwealth of Massachusetts and having a Best's rating of A or better. III. DEFAULT, TERMINATION 3.1 Events of Default. It shall be an event of default under this Agreement if, after the Town has given the Developer sixty (60) days prior notice thereof, the Developer fails to proceed diligently to obtain the necessary permits and approvals, obtain financing, and/or satisfy the other Lease Contingencies that are the responsibility of the Developer, or the Developer fails to comply with any of the other material terms of this Agreement. The Town shall have the right to terminate this Agreement and pursue any and all available rights and remedies, and, if such termination is due to Developer's failure to use good faith and commercially diligent efforts to satisfy the Lease Contingencies, the Town shall have the right to recover any costs and expenses(including reasonable attorneys' fees) incurred by the Town under this Agreement. 3.2 Termination. In the event that this Agreement is terminated, the Developer shall promptly repair any damage caused to the Property by the Developer or any of the other Developer Parties and restore the Property to its condition prior to the Developer's entry. 3.3 Costs of Enforcement. The Developer agrees to reimburse the Town for any and all costs and expenses, including reasonable attorneys' fees and court fees, incurred by the Town in enforcing this Agreement. IV. GENERAL PROVISIONS 4.1 Cooperation. The Town agrees to use reasonable efforts to assist the Developer, at the Developer's sole cost and expense, in obtaining any and all permits, approvals and other authorizations required by any governmental authorities with respect to the Project and in satisfying other Lease Contingencies that are the responsibility of the Developer, but the Developer acknowledges that the Town has no control over and cannot guarantee that permits required from municipal boards or officers within their statutory or regulatory authority will be granted or fees will be waived. 4.2 Development of the Property. Subject to delivery of the Ground Lease of the Premises, and all other terms and conditions herein, the Developer or the Tenant shall develop the Project on the Property pursuant to the terms of the Ground Lease and the Developer shall deliver a guaranty of completion as required by Section 1.4(c). KH 692316.1 7 HAC / POAH - Page 29 4.3 Representations and Warranties. The Developer represents that the following representations and warranties are true and accurate as of this date and shall continue as such through the date on which the Ground Lease is signed by the Developer and the Town: (a) POAH is a duly organized and existing limited liability company in good standing under the laws of the Commonwealth of Massachusetts and has thepower and authority to enter into and perform its obligations under this Agreement, and every other agreement or instrument entered into or to be enteredinto by it pursuant to this Agreement. (b) HAC is a duly organized and existing charitable corporation in good standing under the laws of the Commonwealth of Massachusetts and has thepower and authority to enter into and perform its obligations under this Agreement, and every other agreement or instrument entered into or to be enteredinto by it pursuant to this Agreement. (c) The Developer has the power, authority, and legal right to enter into and performthis Agreement, and each other document entered into or to be entered into by it pursuant to this Agreement, and the execution, delivery and performance hereof and thereof: (i) have been duly authorized; (ii) have the requisite approval of all governmental bodies; (iii) will not violate any judgment, order, law or regulation applicable toDeveloper or any provisions of the Developer's organizational documents; and (iv) do not conflict with, constitute a default under, or result in the creation ofany lien, charge, encumbrance or security interest upon any assets of the Developer under any agreement or instrument to which the Developer is aparty or by which the Developer or its assets may be bound or affected. (d) The Developer represents that, to the best of its knowledge, there are no pending or threatened actions or proceedings before any court or administrative agency which would materially adversely affect the financial condition of the Developer,or the ability of the Developer to perform its obligations under this Agreement, orunder any other documents entered into by the Developer pursuant to this Agreement. (e) The Developer has made or will make its independent investigation and inquiry into all matters relevant to its entering into and performing its obligations underthe Agreement without reliance on any statement or representation of the Townexcept as expressly set forth herein. 4.4 Waiver. The failure on the part of the Developer or the Town, as the case may be,to complain in any one or more cases of any action or non -action on the part of the other party, or to insist in any one or more cases upon the performance of any of the provisions, covenants, agreements or conditions of this Agreement or to exercise any option contained herewith, no matter KH 692316.1 8 HAC / POAH - Page 30 how long the same may continue, shall never be deemed or construed to be a waiver by such party of any of its rights hereunder, or a relinquishment for the future of any such provision, covenant, agreement, condition or option. Further it is covenanted and agreed that no waiver at any time of any of the provisions hereof by the Developer or the Town shall be construed as a waiver of any of the other provisions hereof, and that a waiver at any time of any of the provisions hereof shall not be construed as a waiver at any subsequent time of the same provisions. 4.5 Limitation on Damages. Notwithstanding anything in this Agreement to the contrary, neither party shall be liable to the other for any consequential, incidental, or punitive damages. 4.6 No Partnership. Nothing contained under this Agreement shall be construed to create a partnership or joint venture between the Town and the Developer or to make the Town an associate in any way of the Developer in the conduct of the Developer's business, nor shall the Town be liable for any debts incurred by the Developer in the conduct of the Developer's business. 4.7 Attorneys' Fees. In any litigation between the parties arising out of this Agreement, or in connection with any other actions taken or notices delivered in relation to a default by any party to this Agreement, the non -prevailing party shall pay to the prevailing partythe prevailing party's reasonable attorneys' fees and costs incurred in connection with the enforcement of the terms of this Agreement. 4.8 Brokers. Each party warrants and represents to the other that it has had no dealings or negotiations with any broker or agent in connection with this Agreement. Each agrees to pay, andshall hold the other harmless and indemnified from and against any and all costs, expenses (including without limitation counsel fees) or liability for any compensation, commissions and charges claimed by any broker or agent resulting from any such dealings by the indemnifying party with respect to this Agreement or the negotiation therefor. 4.9 Town's Cost. The Developer shall reimburse the Town for its reasonableattorneys' fees and out-of-pocket expenses incurred in connection with any request by theDeveloper for the Town's consent hereunder; provided, however, that in no event will such expenses exceed $5,000, and provided further that the Town will provide an estimate of its anticipated reimbursement. The payment to the Town under this Agreement shall not be in lieu of any other fees and/or charges that are due for permits, licenses and/or other approvals. 4.10 Headings and Captions for Convenience Only. The captions and headings throughout this Agreement are for convenience of reference only and the words contained therein shall in no way be held or deemed to define, limit, explain, modify, amplify or add to the interpretation, construction or meaning of any provisions of, or the scope or intent of this Agreement, nor in any way affect this Agreement, and shall have no legal effect. 4.11 Term of Agreement. This Agreement, if not earlier terminated pursuant to Section 1.5 or other sections of this Agreement, shall expire once the parties have entered into the Ground Lease and the Developer and the Town have satisfied all of their other obligations under this Agreement. 4.12 Severability. If any term, covenant, condition or provision of this Agreement or the application thereof to any person or circumstance shall, at any time or to any extent, be invalidor KH 692316.1 9 HAC / POAH - Page 31 unenforceable, the remaining terms, covenants, conditions and provisions shall not be affected thereby, and each term, covenant, condition and provision of this Agreement shall be valid and be enforced to the fullest extent permitted by law. 4.13 Dates. If the end of any time period herein, or if any specified date, falls on a weekend or national or state holiday, then the end of such time period, or such date, as the casemay be, shall be extended to the next business day thereafter. Any period provided herein for action by the Developer shall end at 4:00 P.M. on the last day of such period, unless this Agreement provides that performance is due by a different time on that day. 4.14 Governing Law. This Agreement shall be governed exclusively by the provisionsof the laws of the Commonwealth of Massachusetts. Exhibits: Exhibit A: Proposal Exhibit B: Form of Ground Lease Exhibit C: Site Analysis Plan (Buffer Areas) [Signature Page Follows] KH 692316.1 10 HAC / POAH - Page 32 Executed as a document under seal on this 8th day of August, 2022. TOWN OF BREWSTER, By Its Select Board Ned Chatelain, Vice -Chair C AWL/ K. ri Hoffmann, Cynthia Bingh. Member Mary Chaffee, Member KH 692316.1 -11- HAC / POAH - Page 33 DEVELOPER: PRESERVATION OF AFFORDABLE HOUSING LLC By: Preservation of Affordable Housing, Inc., its sole member and manager By: Name: Aaron' ornstein Title: President and CEO HOUSING ASSISTANCE CORPORATION By: Name: Alisa IVTag Title: Chief Executive Officer KU 692316.1 -12- HAC / POAH - Page 34 THIS PAGE IS INTENTIONALLY BLANK HAC / POAH - Page 35 Commonwealth of Massachusetts DEPARTMENT OF HOUSING & COMMUNITY DEVELOPMENT Charles D. Baker, Governor • Karyn E. Polito, Lt. Governor • Jennifer D. Maddox, Undersecretary August 17, 2022 Cory Fellows Vice President, Real Estate Development Preservation of Affordable Housing, Inc. 2 Oliver Street, Suite 500 Boston, MA 02109 cfellows@poha.org David Quinn Housing Assistance Corporation (HAC) 460 West Main Street Hyannis, MA 02601 dquinn@haconcapecod.org (sent via electronic mail) Re: Millstone Road, Brewster MA (fka 0 Millstone Road) — Project Eligibility Letter Dear Mr. Fellows and Mr. Quinn: We are pleased to inform you that your application for project eligibility determination for the proposed Millstone Road housing project located in Brewster, Massachusetts, has been approved under the Low - Income Housing Tax Credit (LIHTC) program. The property is located at street number to be assigned on Millstone Road in Brewster, Massachusetts. This approval indicates that the proposed plan is for 45 newly constructed affordable rental units, of which 35 will be affordable at no more than 60% of area median income, and 10 will be workforce units affordable at no more than 80% of area median income. The rental structure as described in the application is generally consistent with the standards for affordable housing to be included in the community's Chapter 40B affordable housing stock. This approval does not constitute a guarantee that LIHTC funds will be allocated to the Millstone Road housing project. It does create a presumption of fundability under 760 CMR 56.04 and allows Preservation of Affordable Housing, Inc. with Housing Assistance Corporation (HAC) to apply to the Town of Brewster Zoning Board of Appeals for a comprehensive permit. The sponsor should note that a One Stop submission for funding must conform to all Department of Housing and Community Development (DHCD) program limits and requirements in effect at the time of submission. However, in the event of a lender foreclosure, the affordability requirement shall be the Chapter 40B minimum of 25% of the units affordable to households with incomes up to 80% of area median income. As part of the review process, DHCD has made the following findings: 100 Cambridge Street, Suite 300 www.mass.gov/dhcd Boston, Massachusetts 02114 617,573.1100 HAC / POAH - Page 36 1. The proposed project appears generally eligible under the requirements of the Low Income Housing Tax Credit program. 2. DHCD has performed an on -site inspection of the proposed Millstone Road housing site and has determined that the proposed site is an appropriate location for the project. (July 7, 2022, RFW & ND of DHCD, David Quinn of HAC, & Jill Scalise of the Town of Brewster) 3. The proposed housing design is appropriate for the site. It proposes 45 units designed as Cape - style Manor House duplexes. We note that the site and design will need to meet applicable accessibility standards. 4. The proposed project appears financially feasible in the context of the Brewster housing market. The proposal includes one, two & three bedroom units for households earning less than 80% of area median income. 5. The initial proforma for the project appears financially feasible and consistent with the requirements for cost examination and limitations on profits on the basis of estimated development and operating costs. Please note again that a One Stop+ submission for funding for this project must conform to all DHCD program limits and requirements in effect at the time of submission. 6. The initial proforma does not include any acquisition cost, so no appraisal has been commissioned. The Low -Income Housing Tax Credit Program Guidelines state that the allowable acquisition value of a site with a comprehensive permit must be equal to or less than the value under pre- existing zoning, plus reasonable carrying costs. If this project applies for funding under the Low - Income Housing Tax Credit Program, the acquisition price in the proposed budget should reflect these program guidelines. 7. The ownership entity will be a single -purpose entity controlled by the applicant subject to limited dividend requirements and meets the general eligibility standards of the Low Income Housing Tax Credit program. The applicant will need to demonstrate sufficient organizational capacity to successfully develop the project under the Low -Income Housing Tax Credit program. 8. The applicant is has demonstrated site control through an intent of the Town of Brewster (owner of the land) and developer to sign a land disposition agreement and enter into a ground lease agreement. 9. DHCD received comments from the Town of Brewster in support of the project. The proposed Millstone Road housing project will have to comply with all state and local codes not specifically exempted by a comprehensive permit. In applying for a comprehensive permit, the project sponsor should identify all aspects of the proposal that will not comply with local requirements. If a comprehensive permit is granted, construction of this project may not commence without DHCD's issuance of final approval pursuant to 760 CMR 56.04 (7) and an award of LIHTC funds. This project eligibility determination letter is not transferable to any other project sponsor or housing program without the express written consent of DHCD. When construction is complete, a Chapter 40B cost certification and an executed and recorded 40B regulatory agreement in compliance with DHCD's requirements pertaining to Chapter 40B must be submitted and approved by DHCD prior to the release of a Low - Income Housing Tax Credit form 8609. HAC / POAH - Page 37 This letter shall expire two years from this date, or on August 17, 2024, unless a comprehensive permit has been issued. We congratulate you on your efforts to work with the Town of Brewster to increase its supply of affordable housing. If you have any questions as you proceed with the project, please feel free to call or email Rebecca Frawley Wachtel at (617) 573-1318 or at Rebecca.Frawley(@mass.gov. Sincer Catherine Racer Director cc: David Whitney, Chair, Select Board, Town of Brewster (dwhitnev( Brewster-ma.gov) Jill Scalise, Town of Brewster (jwertz-scalise@brewster-ma.gov) HAC / POAH - Page 38 THIS PAGE IS INTENTIONALLY BLANK HAC / POAH - Page 39 Town of Brewster 2198 Main Street Brewster, MA 02631-1898 Phone: (508) 896-3701 Fax: (508) 896-8089 August 10, 2022 Low -Income Housing Tax Credit Program Department of Housing & Community Development 100 Cambridge Street, 3rd Floor Boston, MA 02114 Attn: Rebecca Frawley Wachtel, Director of Low -Income Housing Tax Credit Program Re: Millstone Road Community Housing 45 -Unit Rental 40B Project - PEL Application 0 Millstone Road, Brewster, MA 02631 Dear Ms. Wachtel: Office of: Select Board Town Administrator On behalf of the Town of Brewster Select Board, I am very pleased to send you this Letter of Support for the above -referenced Chapter 40B Low -Income Housing Tax Credit program project. At its meeting on August 8, 2022, the Select Board voted to endorse this project which will have 45 affordable rental units and to issue this Letter of Support. The Select Board supports the Applicant's proposed unit mix of 15 one -bedroom units, 25 two - bedroom units, and 5 three -bedroom units, which reflects the significant need for family housing in Brewster. All units will be priced so that housing costs do not exceed 30% of the gross income of households that are at or below 80% of the Area Median Income and meet state standards for inclusion on the Subsidized Housing Inventory (SHI). Brewster has not met the state's 10% mandate for affordable housing in the Town. According to the July 2022 Massachusetts Subsidized Housing Inventory (SHI), Brewster has 297 permanently restricted affordable housing units, comprising 6.2% of its housing stock. Although the Town currently has a certified Housing Production Plan, at least 183 additional affordable units are needed to meet the Commonwealth's minimum goal of 10% housing affordability. Applications greatly outpaced available units for two recent affordable unit lotteries in Brewster. Cape Cod has long wait lists for available homes, and local businesses are challenged in hiring employees due to this low housing supply. This POAH/HAC project is a significant step toward meeting the critical need for adequate housing supply that will retain and attract a workforce as well as support youth, families, and seniors for an inclusive future for Brewster. Permanent year-round housing is key to sustaining the economy in Brewster and ensuring the town as a great community to live and work. Doc ID: 234538cd72117ba3b8b7d1ec6fa8b3e6883589b0 HAC / POAH - Page 40 Preservation of Affordable Housing (POAH) and Housing Assistance Corporation (HAC) responded to a Request for Proposals (RFP) issued by the Brewster Affordable Housing Trust (AHT) seeking a developer to design, permit, construct, and operate affordable rental housing at 0 Millstone Road, a property owned by the Town of Brewster. After a thorough review process, the Town voted to accept the proposal by POAH and HAC and designated them as developers on April 5, 2022. The Board appreciates the Applicant's efforts to craft a project that aligns with the comparative criteria outlined in the RFP. The Applicants have shown a solid track record with developing similar affordable housing projects and committing to long-term ownership and management. The development prioritizes sustainable site development by creating a compact community, preserving a maximum amount of existing native landscape, and aiming for net zero energy. We believe that Brewster will benefit from the addition of high -quality rental units which are greatly needed in our Town. Therefore, we lend our support and urge you to approve this Low -Income Housing Tax Credit Project Eligibility Application. Thank you for your consideration. Very truly yours, David Whitney Select Board Chair Doc ID:234538cd721f7ba3b8b7d1ec6fa8b3e6883589b0 HAC / POAH - Page 41 HELLOSIGN Audit Trail TITLE FILE NAME DOCUMENT ID AUDIT TRAIL DATE FORMAT STATUS Document History SENT VIEWED SIGNED COMPLETED 08/10/2022 17:12:35 UTC 08/10/2022 17:26:05 UTC 08/10/2022 17:26:19 UTC 08 1 10 1 2022 17:26:19 UTC Powered by AHELLOSIGN Updated Millstone Road Letter Select Board Supp...ster 8.10.22.docx 234538cd721f7ba3b8b7d1ec6fa8b3e6883589b0 MM / DD / YYYY Signed Sent for signature to Dave Whitney (dwhitney@brewster-ma.gov) from emawn@brewster-ma.gov IP: 131.109.131.20 Viewed by Dave Whitney (dwhitney@brewster-ma.gov) IP: 73.47.1.50 Signed by Dave Whitney (dwhitney@brewster-ma.gov) IP: 73.47.1.50 The document has been completed. HAC / POAH - Page 42 THIS PAGE IS INTENTIONALLY BLANK HAC / POAH - Page 46 THIS PAGE IS INTENTIONALLY BLANK HAC / POAH - Page 47 950 CMR: OFFICE OF THE SECRETARY OF THE COMMONWEALTH APPENDIX A MASSACHUSETTS HISTORICAL COMMISSION 220 MORRISSEY BOULEVARD BOSTON, MASS. 02125 617-727-8470, FAX: 617-727-5128 PROJECT NOTIFICATION FORM Project Name: Location / Address: 0 Millstone Road City / Town: Brewster, MA 02631 Project Proponent Name: Preservation of Affordable Housing, Inc. / Housing Assistance Corporation Address: 2 Oliver St, Suite 500 City/Town/Zip/Telephone: Boston, MA 02109 508-308-5097 Agency license or funding for the project (list all licenses, permits, approvals, grants or other entitlements being sought from state and federal agencies). Agency Name Type of License or funding (specify) Town of Brewster - Comprehensive Permit Approval Department of Housing and Community Development - Federal 9% LIHTC allocation, state LIHTC allocation, Soft debt Barnstable County HOME Consortium - Soft debt Town of Brewster Community Preservation Committee - Soft debt Project Description (narrative): POAH and HAC are proposing the development of 46 new units of affordable housing across 10 buildings, in the form of townhomes and flats. Does the project include demolition? If so, specify nature of demolition and describe the building(s) which are proposed for demolition. N/A Does the project include rehabilitation of any existing buildings? If so, specify nature of rehabilitation and describe the building(s) which are proposed for rehabilitation. N/A Does the project include new construction? If so, describe (attach plans and elevations if necessary). The community will create a small, sociable neighborhood on a naturalistic site that preserves a substantial amount of the property's existing native trees. The 45 new apartments will be designed in the style of classic Cape Cod architecture, with energy efficient updates with minimal to no onsite fossil fuel usage. The homes will be centered around a wooden island of existing trees, as well as a community center for residents. 5/31/96 (Effective 7/1/93) - corrected 950 CMR - 275 HAC / POAH - Page 48 950 CMR: OFFICE OF THE SECRETARY OF THE COMMONWEALTH APPENDIX A (continued) To the best of your knowledge, are any historic or archaeological properties known to exist within the project's area of potential impact? If so, specify. N/A What is the total acreage of the project area? Woodland 16.6 acres Wetland acres Floodplain acres Open space acres Developed 0 acres What is the acreage of the proposed new construction? What is the present land use of the project area? Woods Productive Resources: Agriculture acres Forestry acres Mining/Extraction acres Total Project Acreage acres 4.96 acres Please attach a copy of the section of the USGS quadrangle map which clearly marks the project location. This Project Notification Form has been submitted to the MHC in compliance with 950 CMR 71.00. Signature of Person submitting this form: — rj Date: 12/12/2022 Name: Vitalia Shklovsky / POAH Address: 2 Oliver St, Suite 500 City/Town/Zip: Boston, MA 02109 Telephone: 508-308-5097 REGULATORY AUTHORITY 950 CMR 71.00: M.G.L. c. 9, §§ 26-27C as amended by St. 1988, c. 254. 7/1/93 950 CMR - 276 H g ' ► 30 Rano 9A-W-rf 1 - Sand:.. W DAG3 AL b ..S93 e0U•masharea vn.mm Path: H:\ Projects\ 2022\ 22084 Millstone Road Brewster\ GIS, Maps\ U9GSmxd -�• 7 i . II 0 • �n!ice Layer'Credits 1 +A/ -111._ -a- :`O:n1I '-- / cus • Brewster 0) N Date: 12/13/2022 Data Sources: Bureau of Geographic Information (MascGIS), ESRI lhismap isfor informational purposesand may not be suitable for legal, engineering, orsurveying purposes. SJbject Property e Feet 0 600 1,200 Millstone Road Housing Brewster, MA Figure 1 USGS Locus. HAC / POAH - Page 50 THIS PAGE IS INTENTIONALLY BLANK HorsleyWitten.corn HAC / POAH - Page 51 Horsley Witten Group Sustainable Environmental Solutions i 90 Route 6A • Unit 1 • Sandwich. MA 02563 508-833-6600 • horsleywitlen.com MEMORANDUM To: Vitalia Shklovsky, Senior Project Manager Preservation of Affordable Housing, Inc. (POAH) From: Ben Wollman, Environmental Scientist Date: October 21, 2022 Re: Existing Conditions Assessment — 626 Millstone Road, Parcels 99-1 and 98-12, Brewster, MA On September 21, 2022, a Horsley Witten Group, Inc. (HW) staff wetlands biologist visited the site to review existing conditions and document the presence any wetland resource areas observed, if any. The purpose of this site visit was to follow up on a comment from the previous Conservation Agent noting the potential presence of an isolated wetland within a low-lying area in the western portion of the site. HW has prepared the following memo and site figure (Figure 1) to document our site observations relative to presence of wetland resource areas. Importantly, HW did not identify any wetland resource areas on or adjacent to the site. Purpose of Investigation In a July 9, 2019 Due Diligence Report produced by Bohler Engineering, it was noted that the Brewster Conservation Agent had observed a potential isolated wetland in a low lying area in the western portion of the site. As such, in addition to traversing the entire site, HW focused our observations in this location, investigating the soil, vegetation, and potential hydrology, to determine if the area supported any wetland resource that could be jurisdictional under Massachusetts Wetlands Protection Act (M.G.L. Ch. 131 § 40), its implementing Regulations (310 CMR 10.00), and/or the Code of the Town of Brewster Wetlands Protection, Chapter 172, Brewster Wetlands Protection By-law and associated regulations. HW followed the methodologies for wetland resource area identification and on -site delineation procedure guidelines described in the Massachusetts Department of Environmental Protection (MassDEP) handbook, entitled Delineating Bordering Vegetated Wetlands Under the Massachusetts Wetlands Protection Act (March, 1995), as well as any local regulatory guidance. Available Source Data Prior to conducting field delineations, HW reviewed existing source data, including USGS Geological Survey 7.5 minute topographic maps, Massachusetts Department of Environmental Protection (MassDEP) wetlands data available through the Massachusetts Geographic Information System (MassGIS), USDA Natural Resources Conservation Service (NRCS) soils 11(EMorsleyWittenGroup ® Horsley Witten Group, Inc. HAC / POAH - Page 52 Ms. Vitalia Shklovsky, POAH October 21, 2022 Page 2 of 8 survey data, U.S. Fish and Wildlife Service National Wetland Inventory (NWI) maps, and other source data to identify the potential presence of jurisdictional wetlands and waters of the United States within the site. General Site Observations The subject site consists of two parcels, 99-1 and 98-12, encompassing approximately 16.6 acres, located west of Millstone Road, approximately halfway between Route 137 and Route 6A. The 99-1 parcel is located along the northeastern edge of the 98-12 parcel and has frontage along the western side of Millstone Road, in between the 560 and 598 Millstone Road properties. The 98-12 parcel is located west of residential lots along Millstone Road, east of residential lots along Captains Village Lane, and extends further west along the Ocean Edge Resort and golf course (Photos 1-3). HW traversed the entire site. As seen in Photos 2 and 3, the vegetation community is uniform throughout the site. Plant Community The site vegetation is consistent with an upland Pitch Pine -Oak Forest/Woodland community. Common plant species observed include pitch pine (Pinus rigida), black oak (Quercus velutina), white oak (Quercus alba), sassafras (Sassafras albidum), black huckleberry (Gaylussacia baccata), wintergreen (Gaultheria procumbens), bracken fern (Pteridium aquilinum), hobblebush (Viburnum lantanoides), lowbush blueberry (Vaccinium angustifolium), hay -scented fern (Dennstaedtia punctilobula), and Pennsylvania sedge (Carex pensylvanica). Photo 1. Looking west from Millstone Road at the eastern side of Parcel 99-1. H:\Projects\2022\22084 Millstone Road Brewster\Reports\Wetlands\221020_Site Findings Memo_22084_Final.docx H:\Projects\2022\22084 Millstone Road Brewster\Reports\Wetlands\221020_Site Findings Memo_22084_Final.docx HAC / POAH - Page 54 Ms. Vitalia Shklovsky, POAH October 21, 2022 Page 4 of 8 Specific Observations in Western Portion of Site HW's focused observations in the western portion of the site included an assessment of the plant community, as well as data collection within an observation test pit dug with a shovel in the lowest portion of the site. The vegetation in this location is consistent with the Pine -Oak woodland/forest community observed throughout the site (Photo 4). Within the test pit, HW observed some weak mottling in the 6 to 12 -inch range of the soil profile but no evidence of hydrology that might otherwise support a wetland plant community (Photo 5). The sandy soil profile is consistent with the NRCS soil survey. As a result of these observations, HW concluded that the soils, vegetation, and hydrology were consistent with upland conditions and would not meet the state or local criteria to qualify as a jurisdictional wetland resource area. Photo 4. Looking south from the old vehicle path at the low lying area at the western side of parcel 98-12. H:\Projects\2022\22084 Millstone Road Brewster\Reports\Wetlands\221020_Site Findings Memo_22084_Final.docx HAC / POAH - Page 55 Ms. Vitalia Shklovsky, POAH October 21, 2022 Page 5 of 8 Photo 5. Soil pit showing soil profile within the low lying area at the western side of parcel 98-12. Additional Considerations FEMA Designation According to the FEMA National Flood Hazard Map (Community Panel No. 25001C0418J, effective July 16, 2014), the entire site is located within Zone X or Areas of Minimum Flood Hazard and is not located within a FEMA flood zone. State -listed Rare Species Habitat and Open Space According to the most recent version of the Massachusetts Natural Heritage Atlas (15th Edition, August 1, 2021), the project site does not fall within areas of Estimated Habitat of Rare Wildlife and Certified Vernal Pools and/or Priority Habitat of Rare Species as designated by the Massachusetts Natural Heritage and Endangered Species Program (NHESP). Presence of Invasive Plants HW observed a minor presence of invasive plant species in some sections of the 98-12 parcel as shown on Figure 1. Invasive plant classification is based on the Massachusetts Invasive Plant Advisory Group's (MIPAG) criteria. At the western side of the 98-12 parcel, an old vehicle path traverses diagonally across the property in a northeast -southwest orientation. HW observed some invasive plant species noted to be present within the footprint of this path, which included Japanese barberry (Berberis thunbergia), shrub honeysuckle (Lonicera sp.), Asian H:\Projects\2022\22084 Millstone Road Brewster\Reports\Wetlands\221020_Site Findings Memo_22084_Final.docx HAC / POAH - Page 56 Ms. Vitalia Shklovsky, POAH October 21, 2022 Page 6 of 8 bittersweet (Celastrus orbiculatus), and burning bush (Euonymus alatus) (Photo 6). Additionally, HW observed a stand of invasive common reed (Phragmites australis) in the cleared area west of the 626 Millstone property, growing from landscape debris piles present in the area (Photo 7). HW also noted one large autumn olive (Elaeagnus umbellata) growing in the southern section of the 98-12 parcel, west of the 19 Agassiz Street property (Photo 8). Photo 6. Invasive plants observed near the old vehicle path at the western side of parcel 98-12. H:\Projects\2022\22084 Millstone Road Brewster\Reports\Wetlands\221020_Site Findings Memo_22084_Final.docx HAC / POAH - Page 57 Ms. Vitalia Shklovsky, POAH October 21, 2022 Page 7 of 8 Photo 7. Invasive common reed growing in landscape debris piles west of the 626 Millstone Road property. Photo 8. Invasive autumn olive shrub west of the 19 Agassiz Street property. H:\Projects\2022\22084 Millstone Road Brewster\Reports\Wetlands\221020_Site Findings Memo_22084_Final.docx HAC / POAH - Page 58 Ms. Vitalia Shklovsky, POAH October 21, 2022 Page 8 of 8 Footpath Network HW observed a small network of well-worn footpaths at the northeastern corner of parcel 98-12. The paths are approximately 1 -2 -foot wide and appear to be leading to and from the 598, 606, and 616 Millstone road properties (Photo 9; see also Figure 1). Photo 9. Small footpath network observed along the northeast section of the 98-12 parcel. Conclusion The subject site consists of upland areas consistent with typical Cape Cod pitch -pine oak communities and well -drained sandy soils. No wetland areas were observed. The client may wish to consider the presence of invasive species at a future time. If you have any questions regarding our findings, or if HW may be of further assistance, please do not hesitate to contact me directly at bwollman(a�horslevwitten.com or at (508) 833-6600. H:\Projects\2022\22084 Millstone Road Brewster\Reports\Wetlands\221020_Site Findings Memo_22084_Final.docx HAC / POAH - Page 59 THIS PAGE IS INTENTIONALLY BLANK HAC / POAH - Page 60 17D BioMap Summary Report for 0 Millstone Road - HAC/POAH Project Area of Interest (AOI) Information Area : 23.68 acres Dec 17 2022 13:44:46 Eastern Standard Time 1:119,056 r- Permanently Protected OpenSpace Aquatic Core Buffer Fare Species Core Local Rare Species Priority Natural Communities Core Local Landscapes Wetland Core Local Wetlands Buffer IN Aquatic Core Local Wetlands Wetland Core Buffer G=J Regional Rare Species 0.4 in 0.7 km MassGrE. Exegaree oieee lY Energy ana Erevenrnernar NUM L'SGS. MassC'3 HAC / POAH - Page 61 Report run on December 17, 2022 by Housing Assistance Corporation via the online tool at https://biomap-mass-eoeea.hub.arcgis.com/ BioMap is the result of an ongoing collaboration between MassWildlife and the Massachusetts Chapter of The Nature Conservancy (TNC). BioMap conservation targets are organized into two main elements: Core Habitat and Critical Natural Landscape (CNL). BioMap identifies 2.4 M acres of Core Habitat and Critical Natural Landscapes of which approximately 44% (1.1 M acres) is protected. If fully conserved, these areas will ensure the protection of our extraordinary biological diversity and a vibrant quality of life for us today and for future generations. The Core and Critical Natural Landscape elements each contain several components. The report shows that the project parcel at 0 Millstone Road does not contain any Core Habitat a Critical Natural Landscape (CNL) area. Summary Name Count ' Area(acres) Length(ft) Core Habitat 0 0 N/A Critical Natural Landscape 0 0 N/A Aquatic Core 0 0 N/A Aquatic Core Buffer 0 0 N/A Wetland Core 0 0 N/A Wetland Core Buffer 0 0 N/A Priority Natural Communities Core 0 0 N/A Vernal Pool Core 0 0 N/A Forest Core 0 0 N/A Rare Species Core 0 0 N/A Tern Foraging Habitat 0 0 N/A Coastal Adaptation Areas 0 0 N/A Landscape Blocks 0 0 N/A Local Aquatic Habitats 0 0 N/A Local Aquatic Habitats Buffer 0 0 N/A Local Wetlands 0 0 N/A Local Wetlands Buffer 0 0 N/A Local Landscapes 0 0 N/A Local Rare Species 0 0 N/A Local Vernal Pools 0 0 N/A Regional Rare Species 0 0 N/A Regional Connectivity 0 0 N/A HAC / POAH - Page 63 0 Millstone Road: Natural Resource Analysis NHESP/TNC BioMap HAC / POAH - Page 64 0 Millstone Road: Natural Resource Analysis NHESP/TNC BioMap HESP/TNC N ; tia 1,,5; Nov. 2022 0 025 0.5 1 Miles BioMap Elements Roils - Core HaD.tat Critical Natural Landscape Q Project Parcel 110r..".41111r HAC / POAH - Page 66 0 Millstone Road: Natural Resource Analysis NHESP/TNC 6 oMaQ BioMap Regional Components Roads Regional Connective tv Q Regional Rare Species Project Parcel HESPITNC §; ,1,5; Nov. 2022 0 0.25 0.5 1 Miles 1 1 1 1 1 1 1 1 Vdetiands and 100 -Foot Buffer to Wetlands .C4; 3t f Cape Cod Commission, 2019) Vernal Pools and 350 -Foot Buffer to Vernal Pools (.I /Cape Cod Commission, 2020) HAC / POAH - Page 69 0 Millstone Road: Natural Resource Analysis Areas of Critical Environmental Concern (ACEC) r =Identifying Priority Housing Production and Natural Resource Protection Areas au w Town of Brewster a 0 a/ P norR, •Vea ror Adlordtolc Vex -Rana Mamrc APCC 1 1` • • 1 "qD 0 L.Z. ns On ra0k, r7e Prq.y • ►yl vhmlA .11• ••M ••.••s N ••q•••••••. ••I.1■ b fyWt "alp •Yu• a Sa o b••• w •/w/. •• •.•ts1•., •.•i. amber, N 0.11•... Om 10 1 Pnaty I.t .rai RcsuJ or AOU4a rs Arcs Prreectton Areas D EP Atnwl 4lrvwd Pnrralsn Rua Ca►s+m Nlto ry L Y 4 e - . le rlrri•) n * A mR n•w •1 caw ..ab, •.. .•.Sago• • t ..e % d IN V I, r i. &O • I+ ...w .1•• •.; NOt02pd Opal Space • FENA Flrl 6 A rsl Agar LA" 0 Ainey labs ll ar•arr r.1 r,s,,a hi, puts) r .r pf {M f/.• 1 HAC / POAH - Page 71 0 Millstone Road: Natural Resource Analysis DEP Approved Zone 2: Wellhead Protection Area HAC / POAH - Page 59 THIS PAGE IS INTENTIONALLY BLANK Horsley Witten Group Sustainable Environmental Solutions � ; 90 Route 6A, Unit 1 • Sandwich, MA • 02563 _ �," 4 Phone - 508-833-6600 • Fax - 508-833-3150 • www.horsleywitten.com ASTM Phase 1 Environmental Site Assessment Undeveloped Land 0 Millstone Road Rear Brewster, Massachusetts December 2022 Prepared for: Preservation of Affordable Housing, Inc. 2 Oliver Street, Suite 500 Boston, MA 02109 Prepared by: Horsley Witten Group, Inc. TABLE OF CONTENTS PHASE I ENVIRONMENTAL SITE ASSESSMENT Undeveloped Land 0 Millstone Road Rear Brewster, Massachusetts EXECUTIVE SUMMARY 3 1.0 INTRODUCTION 4 1.1 Purpose and Scope of Work 5 1.2 Detailed Scope of Services 6 1.3 Significant Assumptions 6 1.4 Limitations and Exceptions 7 1.5 Special Terms and Conditions 9 1.6 User Reliance 9 2.0 SUBJECT PROPERTY DESCRIPTION 10 2.1 Location and Legal Description 10 2.2 Subject Property and Vicinity General Characteristics 10 2.2.1 Topography 10 2.2.2 Soils/Geology 10 2.2.3 Hydrology and Constraints 10 2.2.4 Wetlands 10 2.2.5 Areas of Critical Environmental Concern 11 2.2.6 Surface Water Bodies 11 2.2.7 Flood Plains 11 2.2.8 Potential for Radon Gas 11 2.3 Current Use of the Property 11 2.4 Descriptions of Structures, Roads, Other Improvements on the Subject Property 11 2.5 Current Use of Adjoining Properties 11 3.0 USER PROVIDED INFORMATION 12 3.1 Title Records 12 3.2 Environmental Liens or Activity and Use Limitations 12 3.3 Specialized Knowledge 12 3.4 Commonly Known or Reasonably Ascertainable Information 12 3.5 Valuation Reduction for Environmental Issues 12 3.6 Owner, Property Manager and Occupant Information 12 3.7 Reason for Performing the Study 13 4.0 RECORDS REVIEW 13 4.1 Standard Environmental Record Sources 13 4.1.1 State -Listed Sites 16 Phase I Environmental Site Assessment Millstone Road Brewster, Massachusetts Horsley Witten Group, Inc. December 19, 2022 1 4.2 Additional Environmental Records 17 4.2.1 Municipal Records 17 4.3 Historical Use Information 19 4.4 Historical Use Information for Adjoining Properties 19 4.5 Previous Investigations/Assessments 19 5.0 SUBJECT PROPERTY RECONNAISSANCE 20 5.1 Methodology and Limiting Conditions 20 5.2 General Subject Property Observations 20 5.2.1 Odors 20 5.2.2 Pool of liquid 20 5.2.3 Drums 20 5.2.4 Hazardous substances and petroleum products 20 5.2.5 Floor Drains and sumps 21 5.2.6 Pits, ponds and lagoons 21 5.2.7 Stained soil and stressed vegetation 21 5.2.8 Subject Property Utilities 21 5.3 Interior Observations 21 5.4 exterior Observations 21 6.0 INTERVIEWS 21 6.1 Interview with Owner or Operator 21 6.2 Interviews with Local Government Officials 22 6.3 Interviews with Others 22 7.0 FINDINGS 22 8.0 CONCLUSION 23 8.1 Recognized Environmental Conditions 23 8.2 Historical Recognized Environmental Conditions 23 8.3 Controlled Recognized Environmental Conditions 23 8.4 Business environmental risk 24 9.0 QUALIFICATIONS OF ENVIRONMENTAL PROFESSIONALS 24 FIGURES Figure 1— USGS Locus Figure 2 — Aerial Photograph Figure 3 — Soil Survey Map Figure 4 — Existing Constraints Figure 5 — FEMA's National Flood Hazard Layer APPENDICES Appendix A — Subject Property Photographs Appendix B — Supporting Documents Appendix C— Environmental Data Resources, Inc. Report Phase I Environmental Site Assessment Millstone Road Brewster, Massachusetts Horsley Witten Group, Inc. December 5, 2022 2 PHASE I ENVIRONMENTAL SITE ASSESSMENT Undeveloped Land 0 Millstone Road Rear Brewster, Massachusetts EXECUTIVE SUMMARY The Horsley Witten Group, Inc. ("HW") has completed this Phase I Environmental Site Assessment ("Phase I") of the undeveloped land located at 0 Millstone Road Rear in Brewster, Massachusetts (the "Subject Property"). The Town of Brewster identifies the Subject Property as Parcel 98-12-0. Refer to Figures 1 and 2 for regional location and general layout of the Subject Property, respectively. The Subject Property is mostly wooded with the exception of a few paths. There are no buildings, structures, or asphalt paved roads on the Subject Property. Entry into the Subject Property was gained by following a walking path off Millstone Road. A few select areas at the Subject Property appear to have been encroached upon by the Eastern abutters along Millstone Road. Refer to Appendix A for select photographs of the Subject Property. No oil and/or hazardous materials ("OHM") were observed during the Subject Property reconnaissance. Additionally, no records relating to the storage, usage or releases of OHM at the Subject Property were reported to HW or were on file at the Town of Brewster Board of Health, Fire Department, Building Department, Conservation Commission, Planning Department, or Town Clerk. According to the EDR Radius MapTM Report (the "EDR Report"), published by Environmental Data Resources Inc. ("EDR"), the topography of the Subject Property slopes towards the northeast with an elevation of 97 feet above mean sea level. Undeveloped land and residential properties abut the Subject Property to the north, with Howland Circle and additional residences beyond. Undeveloped land and residential properties abut the Subject Property to the south with Captains Village Lane and Millstone Road beyond. Millstone Road and residential properties abut the Subject Property to the east with additional residences beyond. Undeveloped land, a golf course and residential properties abut the Subject Property to the west with Rock Marsh Road and Christopher Drive beyond. HW interviewed Ms. Jill Scalise on November 21, 2022, Housing Coordinator with the Town of Brewster regarding the history of the Subject Property. Ms. Scalise indicated that the Subject Property is undeveloped woodland and she was unaware of any Phase I Environmental Site Assessment Millstone Road Brewster, Massachusetts Horsley Witten Group, Inc. December 5, 2022 3 discharge or use of OHM at the Subject Property. She was aware of select residences abutting the Subject Property to the east that have encroached on the property and may have used the area for discarding landscape debris such as grass and leaves. Several releases of OHM have occurred at sites located within a 1.0 -mile radius of the Subject Property. Based on their regulatory status, distance from the Subject Property, and/or groundwater flow direction, these release sites appear unlikely to significantly impact the Subject Property. No specialized knowledge of Recognized Environmental Conditions (RECs) or other potential environmental concerns were identified by the Preservation of Affordable Housing, LLC (the "Client") to HW. Abutting properties were also observed for evidence of RECs from the right-of-way. At the time of HW's Subject Property reconnaissance (October 31, 2022), no evidence of RECs on adjacent properties was observed. Based on HW's review and interpretation of reasonably ascertainable information, and observations made during the Subject Property reconnaissance, HW offers the following: • No RECs as defined in Section 1.1 were identified at the Subject Property; • No Historical Recognized Environmental Conditions ("HRECs") as defined in - Section 1.1 were identified at the Subject Property; and • No Controlled Recognized Environmental Conditions ("CRECs") as defined in Section 1.1 were identified at the Subject Property. • A Business Environmental Risk as defined in Section 1.1 was identified at the Subject Property and is described above. 1.0 INTRODUCTION HW has completed this Phase I in conformance with the scope and limitations of the ASTM International Publication E 1527-13 on behalf of the Client. This report documents the results of a Phase I of the undeveloped land located at 0 Millstone Road Rear in Brewster, Massachusetts. The Phase I was performed in accordance with the guidelines set forth in the ASTM International Publication E 1527-13, and the elements of "All Appropriate Inquiries" ("AAI") within Code of Federal Regulations 40 CFR Part 312, established by the 2002 Federal Small Business Liability Relief and Brownfields Revitalization Act ("Brownfields Act") and Comprehensive Environmental Response, Conservation, and Liability Act ("CERCLA"). The United States Environmental Protection Agency ("EPA") has Phase I Environmental Site Assessment Millstone Road Brewster, Massachusetts Horsley Witten Group, Inc. December 5, 2022 4 determined that ASTM International E 1527-13 is consistent with the requirements of and may be used to comply with the provisions of AAI. HW's evaluation of the Subject Property was performed using standard protocols and technical judgment within the scope of services of this assignment. Conclusions and/or opinions are based on the conditions observed at the time of the Subject Property visit. Past conditions that could not be observed were established based on reasonably available and attainable documents and accounts from personnel contacted. 1.1 PURPOSE AND SCOPE OF WORK The objective of the Phase I was to identify RECs associated with current and historic use of the Subject Property, the physical conditions of adjacent grounds, and present operational practices. ASTM E 1527-13 defines RECs as: "the presence, or likely presence of any hazardous substances or petroleum products in, on or at a property: (1) due to release to the environment, (2) under conditions indicative of a release to the environment, or (3) under conditions that pose a material threat of a future release to the environment. De minimis conditions are not recognized environmental conditions". Opinions regarding RECs at the Subject Property are based upon the work described herein. If applicable, the Phase I will also identify HRECs, CRECs, and business environmental risk. ASTM Publication E 1527-13 defines these as follows: • HRECs: "a past release of any hazardous substances or petroleum products that has occurred in connection with the property and has been addressed to the satisfaction of the applicable regulatory authority or meeting unrestricted use criteria established by a regulatory authority, without subjecting the property to any required controls (for example, property use restrictions, activity and use limitations, institutional controls, or engineering controls)." • CRECs: "a recognized environmental condition resulting from a past release of hazardous substances or petroleum products that has been addressed to the satisfaction of the applicable regulatory authority (for example, as evidence by the issuance of a no further action letter or equivalent, or meeting risk -based criteria established by regulatory authority), with hazardous substances or petroleum products allowed to remain in place subject to the implementation of required controls (for example, property use restrictions, activity and use limitations, institutional controls, or engineering controls)." • Business Environmental Risk: "a risk which can have a material environmental or environmentally -driven impact on the business associated with the current or Phase I Environmental Site Assessment Millstone Road Brewster, Massachusetts Horsley Witten Group, Inc. December 5, 2022 5 planned use of a parcel of commercial real estate, not necessarily limited to those environmental issues required to be investigated in this practice." 1.2 DETAILED SCOPE OF SERVICES The following Phase I Scope of Work was completed during this assessment: • Reconnaissance to observe and document present conditions at the Subject Property and on the portions of abutting properties visible from the Subject Property and/or right-of-way for indications of RECs; • Reconnaissance of the general vicinity of the Subject Property from the right-of- way, within approximately a 500 -foot radius of the Subject Property, for indications of RECs (i.e., potential off -site contaminant source areas); • Interviews with the designated Subject Property contact and local regulatory agencies to document current and former operations and uses of the Subject Property. Subject Property personnel interviewed as part of the assessment included: o Ms. Jill Scalise, Housing Coordinator with the Town of Brewster (the "Owner's Representative") • Review of available environmental reports and other relevant documents regarding previously conducted assessments and/or investigations of the Subject Property (if available); • Review of relevant federal, state, and local regulatory files, records, and databases to identify RECs, HRECs, CRECs, and Business Environmental Risks at the Subject Property; • Contact with local regulatory agencies to request information regarding the environmental and regulatory history of the Subject Property; • General review of environmental conditions including geology, hydrology, topography, wetlands, flood plains; and • Preparation of this report to summarize the findings of the Phase I. 1.3 SIGNIFICANT ASSUMPTIONS While this Phase I provides an overview of potential environmental concerns, both past and present, it is limited by the availability of information at the time of the assessment. It is possible that unreported disposal of waste or illegal activities impairing the environmental status of the Subject Property may have occurred which could not be identified. The conclusions regarding environmental conditions that are presented in this Phase I are based on a scope of work authorized by the Client. Phase I Environmental Site Assessment Millstone Road Brewster, Massachusetts Horsley Witten Group, Inc. December 5, 2022 6 1.4 LIMITATIONS AND EXCEPTIONS The Phase I has been prepared in accordance with generally accepted environmental methodologies referred to in ASTM E 1527-13 and contains all the limitations inherent in these methodologies. No other warranties, expressed or implied, are made as to the professional services provided under the terms of our contract and included in this report. The conclusions of this Phase I are based in part, on information provided by others. The possibility remains that unexpected environmental conditions may be encountered at the Subject Property in locations not specifically investigated. Should such an event occur, HW must be notified to determine if modifications to our conclusions are necessary. The substance, content, and findings of documents and/or other deliverables made to the Client including but not limited to reports, data, memorandums, and facsimiles, are for the sole use of the Client. No reliance on the data or findings contained in these deliverables may be extended to any third party without the express written consent of HW. Any unauthorized use or distribution of HW's work shall be at the Client and recipient's sole risk and without liability to HW. This Phase I describes conditions observed at the Subject Property at the time of the Subject Property reconnaissance only. HW makes no conclusions regarding areas of the Subject Property that were inaccessible or obstructed from view during the reconnaissance. The information presented in this report is based on HW's observations in the field at the time of the Subject Property reconnaissance, a review of reasonably ascertainable documents and data, interviews with certain designated personnel, and a review of available agency files as referenced herein. HW does not warrant or guarantee the accuracy, completeness, and/or current status of the information contained in the environmental record sources for this Phase I. Such information is the product of independent investigation by parties other than HW and/or information maintained by government agencies. Therefore, no representation concerning agency records, other than those described herein, is expressed or implied. The scope of this Phase I did not include determining the current compliance status of the Subject Property regarding all environmental regulations and/or permitting requirements. Any comments in the report regarding compliance with environmental regulations are provided for the Client and should not be considered as a thorough review of all environmental regulatory requirements. Phase I Environmental Site Assessment Millstone Road Brewster, Massachusetts Horsley Witten Group, Inc. December 5, 2022 7 This Phase I was a limited and non-exclusive assessment that was intended to evaluate whether reasonably ascertainable information reveals the evidence of RECs, HRECs, CRECs, and Business Environmental Risk as defined by ASTM E 1527-13. HW did not assess the non -scope considerations identified in Section X5 of ASTM E1527- 13 S including but not limited to testing or analysis to determine the presence of asbestos containing materials ("ACM"), lead -based paint, or PCBs in building materials at the Subject Property, if applicable. Any comments in the report regarding these substances or materials are limited to the obvious presence of certain miscellaneous materials that are readily accessible and apparent, are provided for the Client's information only, and cannot be used to determine the actual presence of the contaminants and/or compliance with applicable regulations. Further, studies of indoor air quality, occupational health and safety, and wetlands, which require specialized expertise, were not requested, and were not included as part of this study. As a result, without a comprehensive sampling and analysis program or implementation of services beyond the original scope of work, certain potential conditions may not be revealed. Any qualitative or quantitative information regarding the Subject Property that was not available to HW at the time of this Phase I may result in a modification of the representations made in this report. HW interviewed the Client about the Subject Property including the six questions in the User Questionnaire identified in Section X3 of ASTM E1527-13. The six questions include the presence of environmental liens, Activity and Use Limitations, specialized knowledge or experience, relationship of the purchase price to the fair market value, commonly known or reasonably ascertainable information, the degree of obviousness of the presence or likely presence of contamination and the ability to detect contamination by appropriate investigation at the Subject Property. Information about the Subject Property obtained from the Client has been incorporated into this report. A copy of the User Questionnaire is included in Appendix B. The following limitations and exceptions to ASTM E 1527-13 associated with the Phase I are set forth below: • HW did not obtain any historical information prior to 1889 for the Subject Property; • HW did not evaluate the purchase price of the Subject Property in relation to the fair market value; • Current title records were obtained on-line from the Barnstable County Registry of Deeds; and Phase I Environmental Site Assessment Millstone Road Brewster, Massachusetts Horsley Witten Group, Inc. December 5, 2022 8 • Activity and Use Limitations were searched for on-line using the MassDEP Activity and Use Limitation searchable Sites database. None of the limitations and exceptions documented above are considered a significant data gap. Information provided by others is assumed to be accurate and complete. 1.5 SPECIAL TERMS AND CONDITIONS No special terms or conditions were included in the Phase I. 1.6 USER RELIANCE This report may be distributed and relied upon by the Client, its successors, and assignees. Reliance on the information and conclusions in this report by any other person or entity is not authorized without the written consent of HW. Phase I Environmental Site Assessment Millstone Road Brewster, Massachusetts Horsley Witten Group, Inc. December 5, 2022 9 2.0 SUBJECT PROPERTY DESCRIPTION 2.1 LOCATION AND LEGAL DESCRIPTION The Subject Property is identified by the Town of Brewster Assessor's Office as Parcel 98- 12-0. Refer to Figures 1 and 2 for regional location and general layout of the Subject Property, respectively. 2.2 SUBJECT PROPERTY AND VICINITY GENERAL CHARACTERISTICS The Subject Property is located within a primarily residential area of Brewster. Undeveloped land and residential properties abut the Subject Property to the north, with Howland Circle and additional residences beyond. Undeveloped land and residential properties abut the Subject Property to the south with Captains Village Lane and Millstone Road beyond. Millstone Road and residential properties abut the Subject Property to the east with additional residences beyond. Undeveloped land, a golf course and residential properties abut the Subject Property to the west with Rock Marsh Road and Christopher Drive beyond. 2.2.1 TOPOGRAPHY According to the EDR Report, the topography of the Subject Property slopes towards the northeast with an elevation of 97 feet above mean sea level. A topographical map is included as Figure 1. 2.2.2 SOILS/GEOLOGY According to the Commonwealth of Massachusetts Bureau of Geographical Information (MassGIS), soils underlying the Subject Property are primarily classified as Barnstable and Plymouth (Figure 3). According to the EDR Report, these soils are classified as sandy loam and loamy coarse sand with moderate to high infiltration rates, respectively. 2.2.3 HYDROLOGY AND CONSTRAINTS According to the MassGIS Existing Constraints data layer, the Subject Property is located within an EPA Sole Source aquifer and a Massachusetts Department of Environmental Protection (MassDEP) medium yield aquifer (Figure 4). Depth to groundwater was not included in any of the documents reviewed. 2.2.4 WETLANDS According to the MassGIS Existing Constraints Data layer, there are no wetlands located within 500 feet of the Subject Property (Figure 4). Phase I Environmental Site Assessment Millstone Road Brewster, Massachusetts Horsley Witten Group, Inc. December 5, 2022 10 2.2.5 AREAS OF CRITICAL ENVIRONMENTAL CONCERN According to the MassGIS Areas of Critical Environmental Concern ("ACEC") data layer, there are no ACEC areas on or abutting the Subject Property. ACECs are places in Massachusetts that receive special recognition because of the quality, uniqueness, and significance of their natural and cultural resources (Figure 4). These areas are identified and nominated at the community level and are reviewed and designated by the Massachusetts Secretary of Energy and Environmental Affairs. 2.2.6 SURFACE WATER BODIES The nearest surface water body is Salls Pond which is located approximately 2,300 feet northwest of the Subject Property (Figure 1). 2.2.7 FLOOD PLAINS According to the Mass GIS Flood Zone Map (Figure 5), the Subject Property is located within an area designated as Zone X (area of minimal flood hazard). 2.2.8 POTENTIAL FOR RADON GAS According to the U.S. Environmental Protection Agency's ("EPA") Map of Radon Zones for Massachusetts (https://www.epa.gov/sites/production/files/2014- 08/documents/massachusetts.pdf), Barnstable County is considered to have a moderate potential for the presence of indoor radon gas, with the most common concentration range being 2 Pico Curies per liter (pCi/L) to 4 pCi/L). 2.3 CURRENT USE OF THE PROPERTY The Subject Property is currently undeveloped woodland that is being proposed for residential development. 2.4 DESCRIPTIONS OF STRUCTURES, ROADS, OTHER IMPROVEMENTS ON THE SUBJECT PROPERTY The Subject Property is undeveloped. Several foot paths are located throughout the Subject Property. 2.5 CURRENT USE OF ADJOINING PROPERTIES Undeveloped land and residential properties abut the Subject Property to the north, with Howland Circle and additional residences beyond. Undeveloped land and residential properties abut the Subject Property to the south with Captains Village Lane and Millstone Road beyond. Millstone Road and residential properties abut the Subject Property to the east with additional residences beyond. Undeveloped land, a golf Phase I Environmental Site Assessment Millstone Road Brewster, Massachusetts Horsley Witten Group, Inc. December 5, 2022 11 course and residential properties abut the Subject Property to the west with Rock Marsh Road and Christopher Drive beyond. 3.0 USER PROVIDED INFORMATION 3.1 TITLE RECORDS Chains of title were established based on information from the property field card obtained from the Town of Brewster Assessor's Department and on-line records available from the Barnstable County Registry of Deeds. Ownership for the Subject Property is as follows: • The Town of Brewster, Book 31410 Page 84, dated July 18, 2018. Copies of the Town of Brewster Assessor's Office property field card and deed references are included in Appendix B. 3.2 ENVIRONMENTAL LIENS OR ACTIVITY AND USE LIMITATIONS The study did not identify any environmental liens or Activity and Use Limitations associated with the Subject Property. 3.3 SPECIALIZED KNOWLEDGE No other specialized knowledge of RECs or other potential environmental concerns was reported by the Client to HW. 3.4 COMMONLY KNOWN OR REASONABLY ASCERTAINABLE INFORMATION Information provided in the Phase I is based on interviews with Subject Property contacts and research of local, state, and federal databases. Commonly known or reasonably ascertainable information was utilized in conducting background research for the Subject Property but was not relied upon to support the findings, opinions, or conclusions of the Study. 3.5 VALUATION REDUCTION FOR ENVIRONMENTAL ISSUES No property valuation reduction relating to environmental concerns was identified or reported by the Client to HW. 3.6 OWNER, PROPERTY MANAGER AND OCCUPANT INFORMATION The Town of Brewster is the current owner of the Subject Property. The Subject Property was undeveloped at the time of reconnaissance. Phase I Environmental Site Assessment Millstone Road Brewster, Massachusetts Horsley Witten Group, Inc. December 5, 2022 12 3.7 REASON FOR PERFORMING THE STUDY The Phase I was performed for due diligence purposes in anticipation of a land lease of the Subject Property. 4.0 RECORDS REVIEW To evaluate environmental conditions at and abutting the Subject Property, federal, state, and local information resources were reviewed. Initial screening of regulatory records was conducted by obtaining an EDR Report. A copy of the EDR Report dated September 22, 2022 is included as Appendix C. HW staff also performed a review of available files and/or contacted personnel at the Town of Brewster Assessor's Office, Town Clerk, Fire Department, Conservation Commission, Planning Department, Board of Health, and Building Department regarding underground storage tanks (USTs), above ground storage tanks (ASTs) and the storage, usage and/or release(s) of OHM at the Subject Property. 4.1 STANDARD ENVIRONMENTAL RECORD SOURCES NPL The National Priorities List ("NPL") is a listing of confirmed disposal sites identified by the EPA that are a priority for cleanup under the Superfund Program. The NPL is a subset of Comprehensive Environmental Response Compensation and Liability Information System ("CERCLIS") maintained by the EPA. No NPL sites were identified within a 1.0 -mile radius of the Subject Property. CERCLIS-SEMS CERCLIS-Superfund Enterprise Management System ("SEMS") tracks hazardous waste sites, potentially hazardous waste sites, and remedial activities performed in support of EPA's Superfund Program. The area within a 0.5 -mile radius of the Subject Property was searched for CERCLIS-SEMS sites. Based on a review of the listings obtained from the EDR Report, there were no CERCLIS-SEMS sites located within a 0.5 -mile radius of the Subject Property. CERCLIS-SEMS ARCHIVE CERCLIS-SEMS Archive tracks sites that are no longer active under the Superfund Program. An archived status indicates that to the best of EPA's knowledge, site assessment has been completed and EPA has determined no further steps will be taken to list the site on the NPL. The area within a 0.5 -mile radius of the Subject Property was Phase I Environmental Site Assessment Millstone Road Brewster, Massachusetts Horsley Witten Group, Inc. December 5, 2022 13 searched for CERCLIS-SEMS Archive sites. Based on a review of the listings obtained from the EDR Report, there are no CERCLIS-SEMS Archive sites located within the 0.5 - mile search radius. RCRA Corrective Action (CA) Sites with Known Contamination Based on a review of the EDR Report, there are no Resource Conservation and Recovery Act ("RCRA") CA site listed within 1.0 -mile of the Subject Property. Federal RCRA Generators Resource Conservation and Recovery Act ("RCRA") - Large Quantity Generators (LQGs) Based on a review of the EDR Report, there are no RCRA-LQG site located within 0.25 - miles of the Subject Property. RCRA-Small Quantity Generators (SQGs) Based on a review of the EDR Report, there are no RCRA-SQG site located within 0.25 - miles of the Subject Property. RCRA-Very Small Quantity Generators (VSQGs) Based on a review of the EDR Report, there are no RCRA-VSQG sites located within 0.25 - miles of the Subject Property. RCRA Treatment, Storage and Disposal (TSD) Sites for Hazardous Materials Based on a review of the EDR Report, there are no RCRA TSD sites listed within 0.5 -miles of the Subject Property. Solid Waste Landfill (SWL) Based on a review of the EDR Report, there are no active SWL sites listed within 0.5 - miles of the Subject Property. State List of Leaking Aboveground Storage Tanks (LAST) Based on a review of the EDR Report, there are two LAST sites listed within 0.5 -miles of the Subject Property. The closest LAST is the Dipietro Residence located at 76 South Pond Drive, approximately 1,311 feet west northwest of the Subject Property. Additional details about the site obtained online from MassDEP are set forth below. Phase I Environmental Site Assessment Millstone Road Brewster, Massachusetts Horsley Witten Group, Inc. December 5, 2022 14 Dipietro Residence 1,311 feet west northwest 76 South Pond Drive RTN: 4-0018970 According to the report titled Immediate Response Action Completion Statement Class A-1 Response Action Outcome, prepared by Bennett O'Reilly, Inc. and dated April 25, 2005, a release of an estimated 10 gallons of #2 fuel oil occurred to the gravel driveway during the removal of an AST at the residence. Response actions included the application of absorbent materials, soil sampling, and s excavation and off -site disposal of approximately 25 tons of soil. Groundwater was reportedly not impacted by the release. A Method 1 Risk Characterization concluded that the site posed no significant risk of harm to human health, public safety and welfare or the environment. Considering the regulatory status and that groundwater was reportedly not impacted, the release associated with RTN 4-0018970 is unlikely to significantly impact the Subject Property. State List of Leaking Underground Storage Tanks (LUST) Based on a review of the EDR Report, there are no LUST sites listed within a 0.5 -mile radius of the Subject Property. State Registered Underground Storage Tank (UST) Based on a review of the EDR Report, there are no State Registered USTs at the Subject Property or within 0.25 -miles of the Subject Property. State Registered Above Ground Storage Tank (AST) Based on a review of the EDR Report, there are no State Registered ASTs listed within 0.25 -miles of the Subject Property. Emergency Response Notification System Files The Emergency Response Notification System ("ERNS") database includes incidents reported to the National Response Center for the Subject Property only. These incidents include chemical spills, accidents involving chemicals (such as fires or explosions), oil spills, transportation accidents that involve oil or chemicals, releases of radioactive materials, sightings of oil sheens on bodies of water, terrorist incidents involving chemicals, incidents where illegally dumped chemicals have been found, and drills intended to prepare responders to handle these kinds of incidents. The National Response Center is operated by the U.S. Coast Guard and has become the central point of contact used for the reporting of many different kinds of incidents involving hazardous materials. The Subject Property is not identified as an ERNS site. Phase I Environmental Site Assessment Millstone Road Brewster, Massachusetts Horsley Witten Group, Inc. December 5, 2022 15 State and Tribal Brownfields The Brownfields Act of 1998 established significant liability relief and financial incentives to spur the redevelopment of Brownfields, while ensuring that MassDEP standards are met. According to the EDR Report, there are no State and Tribal Brownfields sites listed within 0.5 -miles of the Subject Property. State Institutional Control Sites According to the EDR Report, there are no State Institutional Control Sites listed within 0.5 -miles of the Subject Property. 4.1.1 STATE -LISTED SITES State -and Tribal -equivalent CERCLIS and/or Hazardous Waste Facilities (SHWS) HW reviewed information from the EDR Report, dated September 22, 2022, and the MassDEP website to gather information, including documented releases of OHM at the Subject Property and surrounding properties. The Subject Property is not listed as a release site. According to the EDR Report, seven State -equivalent SHWS release sites with documented releases of OHM were identified within a 1.0 -mile radius of the Subject Property. Details regarding select release sites are set forth below. Map 26 Lot 14 2,593 feet north northwest 421 Lund Farm Way RTN: 4-0011221 According to the report titled Immediate Response Action Completion Statement prepared by Bennett O'Reilly, Inc. and dated July 14, 1995, a release of approximately 75-100 gallons of no. 2 fuel oil occurred from an AST to a residential basement floor. Response actions included excavation and off -site disposal of approximately 46 tons of soil, ambient air quality screening and soil sampling. Groundwater was reportedly not impacted by the release. A Method 2 Risk Assessment determined a condition of No Significant Risk exists at this site. Considering the regulatory status and that groundwater was reportedly not impacted, the release associated with RTN 4-0011221 is unlikely to significantly impact the Subject Property. No Location Aid 106 Henry Road 4,290 feet north RTN: 4-0017073 According to the report titled Class A-2 Response Action Outcome Statement prepared by Horsley Witten and dated May 29, 2003, a release of approximately 140 gallons of No. 2 fuel oil occurred from an AST located in the basement of a residential basement to Phase I Environmental Site Assessment Millstone Road Brewster, Massachusetts Horsley Witten Group, Inc. December 5, 2022 16 subsurface soil. Response actions included soil sampling, groundwater well installation and sampling, and soil excavation and disposal and the installation of a bioventing system. A Method 1 Risk Assessment determined that a Class A-2 RAO had been achieved as well as a Permanent Solution. Considering the regulatory status and groundwater flow direction, the release associated with RTN 4-0017073 is unlikely to significantly impact the Subject Property. No Location Aid 290 Freemans Way 4,785 feet north RTN: 4-0010452 According to the Oil and Hazardous Material Release Notification Form provided by MassDEP, a release of approximately 30 gallons of No. 2 heating oil occurred to a driveway and surrounding soils in April 1994. Although a closure report was not included in the file, MassDEP classifies the site as having achieved regulatory closure on June 29, 1994. Considering the quantity of petroleum relaced and the distance, the release associated with RTN 4-0010452 is unlikely to significantly impact the Subject Property. 4.2 ADDITIONAL ENVIRONMENTAL RECORDS RCRA NonGEN/NLR RCRA NonGen/NLRs are facilities, which do not presently generate hazardous waste or are no longer regulated under RCRA. Based on a review of these records, there are no RCRA NonGen/NLR site listed within 0.25 -miles of the Subject Property. Hazardous Waste Generator (HW GEN) A HW GEN is a generator of hazardous waste and waste oil that registered or notified MassDEP. Based on a review of these records, there are no HW GEN sites located within 0.25 -miles of the Subject Property. Manifest Manifest identifies sites that ship hazardous waste from the generator to a TSD facility. Based on a review of these records, there are no Manifest sites located within 0.25 - miles of the Subject Property. 4.2.1 MUNICIPAL RECORDS Readily available records relating to the past and present use of the Subject Property were obtained from select municipal offices. Information gathered is presented below and copies of relevant information are available in Appendix B. Phase I Environmental Site Assessment Millstone Road Brewster, Massachusetts Horsley Witten Group, Inc. December 5, 2022 17 Brewster Assessor's Office The Subject Property is identified by the Town of Brewster Assessor's Office as follows: Address Town of Brewster Assessor's ID Land Area (Acres) 0 Millstone Road Rear 98-12-0 16.61 Brewster Fire Department According to the Brewster Fire Department, there are no records available for the Subject Property. Brewster Board of Health According to the Brewster Board of Health, there are no records available for the Subject Property. Brewster Town Clerk According to the Brewster Town Clerk, there are no records available for the Subject Property. Brewster Building Department According to the Brewster Building Department, there are no records available for the Subject Property. Brewster Planning Department According to the Brewster Planning Department, there are no records available for the Subject Property. Brewster Conservation Commission According to the Brewster Conservation Commission, there are no records available for the Subject Property. Phase I Environmental Site Assessment Millstone Road Brewster, Massachusetts Horsley Witten Group, Inc. December 5, 2022 18 4,3 HISTORICAL USE INFORMATION Sanborn Fire Insurance Maps According to EDR, the Subject Property is located within an unmapped area. A copy of the EDR Report including the Sanborn Fire Insurance Map report dated September 22, 2022, is included as Appendix C. USGS Topographical Maps USGS topographic maps dated 1889, 1893, 1943, 1944, 1946, 1947, 1949, 1961, 1962, 1974, 1977, 2012, 2015, and 2018 were reviewed. The topographical maps depict the Subject Property as undeveloped. The Subject Property is unmapped in topographical maps between 1944 and 1947. The 1977 map is depicted as an aerial and does not show topography. A copy of the EDR Report including aerial photographs dated September 22, 2022, is included as Appendix C. Aerial Photographs Aerial Photographs dated 1938, 1952, 1960, 1973, 1977, 1985, 1995, 2008, 2012, and 2016. The aerial photographs depict the Subject Property as undeveloped. The 1960 map depicts what appears to be a dirt path/road in the western portion of the Property. A copy of the EDR Report including aerial photographs dated September 26, 2022 is included as Appendix C. City Directories City Directories dated 1984, 1989, 1992, 1995, 2000, 2005, 2010, 2014, and 2017 were reviewed for the Subject Property. The Subject Property address was not included in any of the city directories reviewed. A copy of the EDR Report including city directory dated September 23, 2022 is included as Appendix C. 4.4 HISTORICAL USE INFORMATION FOR ADJOINING PROPERTIES Topographic maps and aerial photographs depict the area surrounding the Subject Property developed as early as 1938. More substantial development of the surrounding area appears in the aerial maps after 1977 including residences and a golf course. 4.5 PREVIOUS INVESTIGATIONS/ASSESSMENTS HW was provided with a report titled Due Diligence Report, prepared by Bohler Engineering, and dated July 9, 2019 (the "2019 Report"). The 2019 Report focused on the potential construction related constraints that may be encountered during the Phase I Environmental Site Assessment Millstone Road Brewster, Massachusetts Horsley Witten Group, Inc. December 5, 2022 19 proposed development of affordable housing at the Subject Property. The report did not focus on RECs, HRECS, CRECS or Business Environmental Risks. 5.0 SUBJECT PROPERTY RECONNAISSANCE The purpose of the Subject Property reconnaissance was to observe and document features and conditions at the Subject Property and in the immediately surrounding areas. Emphasis was placed on observing any conditions that indicate the potential for RECs. Select photographs of the Subject Property are included as Appendix A. 5.1 METHODOLOGY AND LIMITING CONDITIONS On October 31, 2022, Bryan Massa of HW conducted a Subject Property reconnaissance during daylight hours. The purpose of the reconnaissance was to visually and/or physically observe features and conditions at the Subject Property and within the surrounding areas with particular focus on areas that may be the cause of RECs, such as OHM storage areas. Mr. Massa was unescorted during the reconnaissance. Questions regarding the Subject Property were answered by the Owners Representative. A copy of Mr. Massa's resume is included in Appendix B. 5.2 GENERAL SUBJECT PROPERTY OBSERVATIONS The Subject Property is undeveloped and there are no records of any utility connections. There are no buildings, structures, or driveways on the Subject Property. There are several foot paths throughout the Subject Property and evidence of some encroachment by the abutting residences to the east. 5.2.1 ODORS No odors were observed at the Subject Property during the reconnaissance. 5.2.2 POOL OF LIQUID No pools of liquid were observed at the Subject Property during the reconnaissance. 5.2.3 DRUMS No drums were observed at the Subject Property during the reconnaissance. 5.2.4 HAZARDOUS SUBSTANCES AND PETROLEUM PRODUCTS No hazardous substances or petroleum products were observed at the Subject Property during the reconnaissance. Phase I Environmental Site Assessment Millstone Road Brewster, Massachusetts Horsley Witten Group, Inc. December 5, 2022 20 5.2.5 FLOOR DRAINS AND SUMPS No floor drains or sumps were observed at the Subject Property during the reconnaissance. 5.2.6 PITS, PONDS AND LAGOONS No pits, ponds, or lagoons were observed at the Subject Property during reconnaissance. 5.2.7 STAINED SOIL AND STRESSED VEGETATION No stained soil or stressed vegetation (besides typical weather -related vegetation stress) was observed at the Subject Property during the reconnaissance. 5.2.8 SUBJECT PROPERTY UTILITIES No utilities were observed at the Subject Property during the reconnaissance. 5.3 INTERIOR OBSERVATIONS The Subject Property is undeveloped. 5.4 EXTERIOR OBSERVATIONS Exterior observations are set forth below. • The majority of the Subject Property is wooded. There are no buildings, structures, or driveways on the Subject Property. There are, however, several foot paths throughout the Subject Property. • Evidence of encroachment by several residences to the east including the placement of yard waste (leaves and grass clippings) was observed. No visual or olfactory evidence of a release of OHM was observed in the vicinity of the yard debris. 6.0 INTERVIEWS 6.1 INTERVIEW WITH OWNER OR OPERATOR HW interviewed Ms. Jill Scalise on November 21, 2022, Housing Coordinator with the Town of Brewster regarding the history of the Subject Property. Ms. Scalise indicated that the Subject Property is undeveloped woodland and she was unaware of any discharge or use of OHM at the Subject Property. She was aware of select residences abutting the Subject Property to the east that have encroached on the property and may have used the area for discarding landscape debris such as grass and leaves. Phase I Environmental Site Assessment Millstone Road Brewster, Massachusetts Horsley Witten Group, Inc. December 5, 2022 21 Information provided by the Subject Property contact is included in other sections of this report. A user questionnaire completed by the Client is included in Attachment B. 6.2 INTERVIEWS WITH LOCAL GOVERNMENT OFFICIALS HW contacted the Town of Brewster Assessor's Office, Fire Department, Board of Health, Town Clerk, Planning Department, Conservation Commission, and the Building Department to review records associated with the Subject Property. Details concerning the municipal records review is set forth above in Section 4.2.1. 6.3 INTERVIEWS WITH OTHERS No other interviews were conducted in connection with this Phase I report. 7.0 FINDINGS • HW completed this Phase I Environmental Site Assessment documenting conditions of the undeveloped land located at 0 Millstone Road Rear in Brewster, Massachusetts. • The Subject Property is mostly wooded with the exception of a few paths. There are no buildings, structures, or asphalt paved roads on the Subject Property. Entry into the Subject Property was gained by following a walking path off Millstone Road. A few select areas at the Subject Property appear to have been encroached upon by the eastern abutters along Millstone Road. Refer to Appendix A for select photographs of the Subject Property. • No oil and/or hazardous materials ("OHM") were observed during the Subject Property reconnaissance. Additionally, no records relating to the storage, usage or releases of OHM at the Subject Property were reported to HW or on file at the Town of Brewster Board of Health, Fire Department, Building Department, Conservation Commission, Planning Department, or Town Clerk. • No visual or olfactory indications of a substantial release of OHM to the environment or stressed vegetation were observed at the Subject Property during HW's reconnaissance or associated research. No specialized knowledge or other potential environmental concerns were identified by the Owner or the Client to HW. • Undeveloped land and residential properties abut the Subject Property to the north, with Howland Circle and additional residences beyond. Undeveloped land and residential properties abut the Subject Property to the south with Captains Village Lane and Millstone Road beyond. Millstone Road and residential properties abut the Subject Property to the east with additional residences Phase I Environmental Site Assessment Millstone Road Brewster, Massachusetts Horsley Witten Group, Inc. December 5, 2022 22 beyond. Undeveloped land, a golf course and residential properties abut the Subject Property to the west with Rock Marsh Road and Christopher Drive beyond. • HW interviewed Ms. Jill Scalise on November 21, 2022, Housing Coordinator with the Town of Brewster regarding the history of the Subject Property. Ms. Scalise indicated that the Subject Property is undeveloped woodland and she was unaware of any discharge or use of OHM at the Subject Property. She was aware of select residences abutting the Subject Property to the east that have encroached on the property and may have used the area for discarding landscape debris such as grass and leaves. • Several releases of OHM have occurred at sites located within a 1.0 -mile radius of the Subject Property. Based on their regulatory status, distance from the Subject Property, and/or groundwater flow direction, these release sites appear unlikely to significantly impact the Subject Property. 8.0 CONCLUSION HW offers no opinion on unreported releases which may have occurred on or adjacent to the Subject Property, releases that occurred prior to reliable documentation of releases, or releases for which no additional records or information was readily available. 8.1 RECOGNIZED ENVIRONMENTAL CONDITIONS HW performed a Phase I Environmental assessment in general conformance with the scope and limitations of ASTM International E 1527-13 of the Subject Property. Any exceptions to this practice are described in Section 1.4. This assessment has revealed no evidence of Recognized Environmental Conditions in connection with the Subject Property. 8.2 HISTORICAL RECOGNIZED ENVIRONMENTAL CONDITIONS HW performed a Phase I Environmental Site Assessment in general conformance with the scope and limitations of ASTM International E 1527-13 of the Subject Property. Any exceptions to this practice are described in Section 1.4. This assessment revealed no evidence of Historical Recognized Environmental Conditions in connection with the Subject Property. 8.3 CONTROLLED RECOGNIZED ENVIRONMENTAL CONDITIONS HW performed a Phase I Environmental Site Assessment in general conformance with the scope and limitations of ASTM International E 1527-13 of the Subject Property. Any Phase I Environmental Site Assessment Millstone Road Brewster, Massachusetts Horsley Witten Group, Inc. December 5, 2022 23 exceptions to this practice are described in Section 1.4. This assessment revealed no evidence of controlled Recognized Environmental Conditions in connection with the Subject Property. 8.4 BUSINESS ENVIRONMENTAL RISK This assessment revealed no evidence of Business Environmental Risk in connection with the Subject Property except for the following: • Several releases of OHM have occurred at sites located within a 1.0 -mile radius of the Subject Property. Based on the regulatory status, distance from the Subject Property, and/or groundwater flow direction, these release sites appear unlikely to significantly impact the Subject Property. 9.0 QUALIFICATIONS OF ENVIRONMENTAL PROFESSIONALS I declare that to the best of my professional knowledge and belief, I meet the definition of Environmental Professional as defined in Code of Federal Regulations 40 CFR 312.10, and, I have the specific qualifications based on education, training, and experience to assess a property of the nature, history, and setting of the Subject Property. I have developed and performed all appropriate inquiries in conformance with the standards and practices set forth in 40 CFR 312. Bryan Massa Senior Environmental Professional Phase I Environmental Site Assessment Millstone Road Brewster, Massachusetts Horsley Witten Group, Inc. December 5, 2022 24 FIGURES Figure 1— USGS Locus Figure 2 — Aerial Photograph Figure 3 — Soil Survey Map Figure 4 — Existing Constraints Figure 5 — FEMA's National Flood Hazard Layer Document Path: H:\Projects\2O22\22O84 Millstone Road Brewster\GIS\Maps\USGS_Locus.mxd Legend EJSubject Parcel 0 *201& NAIP imagery service A 1,250 Horsley Witten Group Sustainable Environmental Solutions 1.. BB ,11-1,1 - SabMch AIA oT%3 3BE-s33-00M' nwe..yx+Mn.Arn USGS Locus Millstone Road Brewster, MA 1" = 1,250 feet Date: 10/5/2022 Figure 1 *Bureau of Geographic Information (MassGIS), Commonwealth of Massachusetts, Executive Office of Technology and Security Services *201& NAIP imagery service Horsley Witten Group ■ 7p Sustainable Environmental Solutions ■ 9dicw SA•unt 1.Sac..1 MA 22561 Legend EJSubject Property 0 A 500 Aerial Map Phase I Environmental Site Assessment Millstone Road Brewster, MA 1" = 500 feet Date: 10/5/2022 Figure 2 *Bureau of Geographic Information (MassGIS), Commonwealth of Massachusetts, Executive Office of Technology and Security Services Document Path: H:\Projects\2022\22084 Millstone Road Brewster\GIS\Maps\Soils.mxd Legend In Subject Property Barnstable County Soils MUSYM, compname, hydgrp CJ 252A, Carver, A 435B, Plymouth, A 435D, Plymouth, A 436B, Plymouth, A 490C, Barnstable, B 493D, Plymouth, A 494C, Barnstable, B *201& NAIP imagery service A 0 450 Horsley Witten Group Sustainable Environmental Solutions 9Q Rowe 84•Ur, 1 Sa,Mrk, MA K939 114Liirt 56143161160 • NRSC Soils Map Millstone Road Brewster, MA 435C, Plymouth, A 1" = 450 feet Date: 10/3/2022 Figure 3 *Bureau of Geographic Information (MassGIS), Commonwealth of Massachusetts, Executive Office of Technology and Security Services Document Path: H: \Projects\2022\22084 Millstone Road Brewster\G!S\Maps\Existing Constraints.mxd Hoppe Ilstone"oad Conservatio Mir� -1m' Nickerson( State 500 1" = 500 feet 1 .a!! Alm; 1 %Ml MINIM J/i PATON QQ � aimann w��Jl Legend 11 Subject Property Parcels Potential Vernal Pools Community Groundwater Source Municipal Protected Open Space DEP Approved Zone II DEP Wetlands Marsh/Bog Wooded marsh Cranberry Bog Open Water NHESP c Priority Habitats of V=.� Rare Species OilEstimated Habitats of Rare Wildlife Aq U l erS2016 NAIP imagery service `7 Medium Yield Aquifer S Sole Source Aquifer Living Waters Critical Supporting Watersheds Living Waters Core Habitats Horsley Witten Group Sustainable Environmental Solutionsilik ' 99 Rm. 9A • LIM 1 • 5.00.1m. AW 92969 W • MO• Ymi.w.l.� f xm A�V Existing Constraints Phase I Environmental Site Assessment Millstone Road Brewster, MA Date: 10/5/2022 Figure 4 *Bureau of Geographic Information (MassGIS), Commonwealth of Massachusetts, Executive Office of Technology and Security Services Document Path: H:\Projects\2O22\22O84 Millstone Road Brewster\GIS\Maps\FEMA.mxd ZoneX Area of Minimal Flood Hazad Legend Subject Property FEMA National Flood Hazard Layer Flood Zone Designations A: 1% Annual Chance of Flooding, no BFE *201& NAIP imagery service A 0 750 11 1" = 750 feet Horsley Witten Group Sustainable Environmental Solutions L 90 Ra[e W• U. 1. Sarrdlm MA 02589 Yi 809.8331890 •''waM W.111a+tan FEMA's National Flood Hazard Layer Phase I Environmental Site Assessment Millstone Road Brewster, MA Date: 10/5/2022 Figure 5 *Bureau of Geographic Information (MassG15), Commonwealth of Massachusetts, Executive Office of Technology and Security Services HAC / POAH - Page 59 THIS PAGE IS INTENTIONALLY BLANK STORMWATER ANALYSIS AND DRAINAGE REPORT 0 Millstone Road Comprehensive Permit Plans Brewster, Massachusetts Prepared for: Preservation of Affordable Housing, Inc. 2 Oliver Street, Suite 500 Boston, MA 02109 Prepared by: Horsley Witten Group, Inc. December 2022 Horsley Witten Group Sustainable Environmental Solutions 90 Route 6A • Unit 1 • Sandwich. MA 02563 508-833-6600 • horsieywitten.eom TABLE OF CONTENTS 1.0 STORMWATER AND DRAINAGE NARRATIVE 1 1.1 Existing Conditions 1 1.1.1 Soils 2 1.1.2 Stormwater Management 3 1.1.3 Drainage Area 3 1.2 Proposed Conditions 4 1.2.1 Stormwater Management 5 1.2.2 Drainage Area 6 2.0 DRAINAGE DESIGN METHODOLOGY AND ANALYSIS 7 3.0 CONSTRUCTION ACTIVITIES 10 4.0 ANALYSIS OF MASSACHUSETTS STORMWATER STANDARDS 11 5.0 CONSTRUCTION PHASE POLLUTION PREVENTION PLAN 15 5.1 Structural Practices 15 5.2 Stabilization Practices 16 5.3 Other Types of Controls 16 6.0 STORMWATER OPERATION AND MAINTENANCE PLAN 19 7.0 REFERENCES 19 TABLES Table 1: Rawls Infiltration Rates 3 Table 2: Existing Land Coverage 4 Table 3: Proposed Land Coverage 6 Table 4: Peak Flow and Volume Comparison 9 APPENDICES Appendix A: Soil Data Appendix B: Drainage Area Maps Appendix C: Water Quality Volume (WQv) Sizing Calculations Appendix D: HydroCAD® Modeling Appendix E: Recharge Calculations Appendix F: Pollutant Removal Calculations Appendix G: Stormwater Operation and Maintenance 1.0 STORMWATER AND DRAINAGE NARRATIVE This Stormwater Analysis and Drainage Report provides a summary of the stormwater management system for the proposed Millstone Housing development project located at 0 Millstone Road in Brewster, Massachusetts. The purpose of this report is to describe the pre - and post -development site conditions and the practices to be used for reducing stormwater discharges and pollutants during and after construction. The proposed project has been developed to incorporate a series of stormwater infiltration and green stormwater infrastructure (GSI) practices into the overall site and landscape design. The design includes natural practices such as vegetated bioretention areas and grass swales, as well as underground chambers to store and infiltrate runoff generated within the development area. As there are no regulated wetland resource areas on or near the site, the proposed project is not subject to the requirements of the Massachusetts Stormwater Handbook (revised in January 2008), including the ten associated Stormwater Standards. However, the size of the project (disturbance of greater than 20,000 square feet) necessitates compliance with the Town of Brewster Stormwater bylaws and the project was therefore designed to meet the Stormwater Standards. The overall goal of the proposed stormwater management design is to mimic the existing hydrologic properties of the site through the use of thoughtful grading, vegetated swales, GSI practices and underground recharge chambers, to ensure that all applicable water quality and groundwater recharge standards are met and that peak rates of runoff are attenuated during the range of design storms through the 100 -year event. Refer to Section 2.0 — Drainage Design Methodology and Analysis and Section 3.0 — Analysis of Massachusetts Stormwater Standards for detailed information about the proposed design. The proposed stormwater controls will be maintained appropriately during regular operation of the site, per the Operation and Maintenance Plan (Appendix G), as well as during construction as indicated on the Drawings. 1.1 Existing Conditions The proposed project site, owned by the Town of Brewster, is undeveloped with no identified environmental contamination or hydrologic concerns. The site, designated as parcel 12 of tax assessor map 98, is a 16.6 -acre parcel located on the west side of Millstone Road, directly east of the Ocean Edge Golf Club golf course and condominium development. The other adjacent parcels are residential. The project site is currently wooded with no wetlands, and it is classified within FEMA Flood Zone X (above the 100 -year floodplain). The topography of the project site generally varies between elevation 80 and 120 feet, with natural valleys, ridge lines and depressions; landforms that were created by the dynamic glacial environment. The parent soil material varies between outwash, ablation till and glaciofluvial deposits. The site is currently densely vegetated, with the trees comprising mainly scrub oaks and pitch pines. Some large glacial erratic boulders are apparent on the site. Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. 0 Millstone Road, Brewster, MA December 2022 Page 1 of 20 The northeast part of the site drains northeast, to the natural depression and to the roadway. The rest of the site generally drains west across abutting properties toward Ocean Edge Golf Club, as depicted on the Existing Conditions Plan (Sheet C-4) and the Drainage Area Maps (Appendix B). 1.1.1 Soils The United States Department of Agriculture Natural Resource Conservation Service (USDA NRCS) Web Soil Survey indicates that the project site soils consist of very bouldery Barnstable - Plymouth -Nantucket complex (494C), Plymouth loamy coarse sand (435B), and very stony Plymouth loamy coarse sand (436B). The Plymouth -Nantucket complex underlies nearly all of the area where development is proposed, with the other two minor components lying to the east and south of the proposed development. On -site soil testing, which consisted of nine deep hole observation test pits, was conducted by Horsley Witten Group on December 6, 2022; the findings generally confirmed the information contained in the Web Soil Survey. The topsoil and subsoil horizons were classified as sand and loamy sand, while a coarse sand was encountered at the bottom of each hole. In some holes, namely TP 2, TP 6, TP 7, and TP 8, a sandy loam layer was present above the coarse sand. No indication of seasonal high groundwater was observed in any of the test holes, but redoximorphic coloration due to the sudden textural change between loamy and sandy horizons was frequently apparent. Two Title 5 percolation tests were performed, which were witnessed by the Town Board of Health. The first test was performed in TP 2 at a depth of 45", in fine sandy loam, and yielded a perc rate of 5 minutes per inch. The second test, in TP 4, was performed at a depth of 36", in medium sand and resulted in a perc rate of less than 2 minutes per inch. Design infiltration rates will be applied to the various soil textural classes according to the Rawls classification (Table 1). The background soils information for the project site can be found in Appendix A of this report. Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. 0 Millstone Road, Brewster, MA December 2022 Page 2 of 20 Table 1: Rawls Infiltration Rates Texture Class Sand Loamy Sand Sandy Loam Loam Silt Loam Sandy Clay Loam Clay Loam Silty Clay Loam Sandy Clay Silty Clay Clay NRCS Hydrologic Soil Infiltration Rate Group (HSG) A A B B C c D D D D D Inches/Hour 8.27 2.41 1.02 0.52 0.27 0.17 0.09 0.06 0.05 0.04 0.02 Source: Rawls. Brakensiek and Saxton, 1982. 1.1.2 Stormwater Management There is no existing stormwater management on site. Due to the underlying soils (Hydrologic Soil Group A), undeveloped condition of the site, and topography, very little stormwater runoff is generated. The majority of runoff generated eventually drains to the south, toward a forested valley flowing west through the open space associated with the Captain's Village Lane development. A natural ridgeline on the northerly portion of the property prevents runoff from flowing in that direction toward Ocean Edge. HW has carefully reviewed the previous Watershed Study prepared by Bohler for the project site (dated January 4, 2021), and generally concurs with their findings. Existing drainage problems were documented at the low point of Fletcher Lane, which appear to be the result of poorly designed drainage infrastructure or improper maintenance at this natural low point. The proposed Millstone Road housing development, as designed, is not expected to negatively affect the Ocean Edge property due to the mitigation provided for all storm events up to and including the 100 -year storm. Rainfall amounts for the specified storm recurrence intervals are based on the 90th percentile precipitation estimates from the National Oceanic and Atmospheric Administration (NOAA) Atlas 14 Point Precipitation Frequency Estimates for the area. These rainfall numbers are the most conservative values used in the industry and are meant to account for the increased storm intensities that have been experienced in recent years. 1.1.3 Drainage Area The existing drainage analysis was performed on 6.85 acre (298,458 sf) section of the subject property, focused only on the area within and around the proposed limit of work. The areas outside the limit of work will not be disturbed and will maintain their existing drainage conditions. The existing drainage analysis is based on the following land cover breakdown: Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. 0 Millstone Road, Brewster, MA December 2022 Page 3 of 20 Table 2: Existing Land Coverage Coverage Area (sq ft) Area (acres) % Paved 115 0.003 0.1% Gravel 0 0.000 0.0% 0 0.000 0.0% 1 Water 0 0.000 0.0% Woods 297,667 6.834 99.7% Grass 676 0.016 0.2% TOTAL 298,458 6.852 100% The study area was delineated into four catchment areas. A small area, DAO, in the northeast section of the site drains towards Millstone Road. DA1 drains north towards the adjacent property at 560 Millstone Road. DA2a consists of the central area of the site and drains to a local low point within the limit of work. DA2 is the largest of the drainage areas, comprising the southern section of the site and draining to a forested valley which continues sloping downhill to the south and west of the project site. The drainage area map for existing conditions is provided in Appendix B. 1.2 Proposed Conditions The Applicant proposes to construct the following: • Ten multi -family buildings containing 93 total bedrooms, as follows: o Building 2: Nine 1 -Bedroom, two 2 -Bedroom, and two 3 -Bedroom units (13 units) o Buildings 4, 6, & 10: Two 1 -Bedroom and two 2 -bedroom units (12 units) o Buildings 3, 5, 7, & 9: Four 2 -Bedroom units (16 units) o Buildings 8 & 11: Two 3 -Bedroom units (4 units) • One community building (Building 1), one maintenance building (Building 12), and common green space; • All roof areas equipped with gutters and downspouts to convey stormwater runoff directly to underground recharge systems via drain pipes; • Approximately 325 linear feet of paved access driveway leading to a circular paved site roadway with attached paved parking; • ADA accessible paved sidewalks • Landscaped areas, open spaces, and lighting; • Underground electric/communication and public water utility infrastructure; • Centralized on -site sanitary wastewater disposal system; Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. 0 Millstone Road, Brewster, MA December 2022 Page 4 of 20 The proposed development envelope is limited to approximately 4.88 acres of the 16.6 acre property. The remaining 11.72 acres will remain undeveloped in its current wooded condition. 1.2.1 Stormwater Management The proposed stormwater management design is based upon a GSI approach to capture, treat, infiltrate, and detain runoff by using the following BMPs: Bioretention Areas (BIO AREA) A bioretention area (also referred to as a "rain garden" or a "biofilter") is a stormwater management practice used to treat stormwater runoff using a conditioned planting soil bed or "filter" media and plants to filter runoff captured in a shallow depression. The method combines physical filtering and adsorption with bio-geochemical processes to remove pollutants. The system consists of an inflow component, a pretreatment element, an overflow structure, and shallow ponding area. Infiltration Basins An infiltration basin is a stormwater management practice meant to infiltrate stormwater by capturing runoff and directing it towards a depression in the ground, similar to a bioretention area. The bottom of the depression contains planting soil used to improve the infiltration of the stormwater runoff and filter out pollutants. The system consists of an inflow component, a spillway structure, and shallow ponding area. Underground Recharge Chambers (URC) Underground recharge chambers are intended to store and infiltrate stormwater collected from surrounding drainage areas. The proposed bioretention areas are equipped with grated drain inlets to direct surface stormwater to the subsurface recharge systems. Treated stormwater is infiltrated directly into the ground, mimicking pre -development conditions. Use of stormwater recharge chambers provides an effective and low -maintenance means of storing excess stormwater, allowing it to infiltrate and recharge groundwater. Rain Guardian Inlets Rain Guardian "Turret" pretreatment structures are proposed as the inlet to all stormwater bioretention areas, which are designed to filter sediment from the incoming stormwater runoff using a screen system. A Rain Guardian "Fortress" unit is specified for pre-treatment at the surface infiltration basin, which allows for the proposed sidewalk crossing. Due to the lack of a sump for sediment storage, these structures require more frequent cleaning as described in the Stormwater Operation and Maintenance Plan. Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. 0 Millstone Road, Brewster, MA December 2022 Page 5 of 20 1.2.2 Drainage Area The proposed drainage area is 6.852 acres (298,458 sf) with the following land cover: Table 3: Proposed Land Coverage Coverage Area (sq ft) Area (acres) Paved 62,826 1.442 21.0% Gravel 0 0.000 0.0% .k_ 0.717 10.5% Water 1,973 0.045 0.7% Woods 89,149 2.047 29.9% Grass 113,280 2.601 37.9% TOTAL 298,458 6.852 100% The proposed site drainage is divided into 15 subcatchments: DA0 is comprised of a small area that drains directly to Millstone Road (SPO). DA1 and DA1a drain to a surface infiltration basin which has been sized for zero discharge during the 100 -year storm (8.53 inches of rain in 24 hours), eventually draining to SP1. DA2 through DA2k are routed through green stormwater infrastructure and underground recharge chamber systems which have all been sized for zero discharge during the 100 -year storm. The underground recharge systems are equipped with catch basin "bubbler" overflows, which will only see flow during storm events greater than the 100 -year storm and are intended to provide a controlled, low velocity outflow. The study point for DA2 through DA2k is SP2, which is the forested valley to the south. The remaining area comprises rooftops which drain directly to underground recharge chambers via gutters and downspouts. Pre- and Post -Development Drainage maps can be found in Appendix B and the routing of all drainage areas can be found in the HydroCAD modeling in Appendix D. Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. 0 Millstone Road, Brewster, MA December 2022 Page 6 of 20 2.0 DRAINAGE DESIGN METHODOLOGY AND ANALYSIS The drainage design was completed by performing the following series of tasks: • Site soil evaluation. See Section 1.1.1 and Appendix A for the description of soils and infiltration rates based on NRCS data and results from the on -site soils investigations conducted by Horsley Witten Group on December 6, 2022. • Delineation of existing and proposed drainage areas (Appendix B) • Sizing the bioretention areas (Appendix C) • Modeling the proposed drainage and infiltration system with HydroCAD® software (Appendix D) • Recharge Calculations (Appendix E) • Pollutant Removal Calculations (Appendix F) • Operations and Maintenance Manual (Appendix G) The proposed stormwater management system has been designed in accordance the Massachusetts Stormwater Handbook, to accomplish the following major objectives: • To capture and treat, the "first flush" water quality volume from the impervious surfaces to provide water quality treatment for the proposed development. Treatment is achieved with a combination of aboveground treatment practices for the first half -inch of runoff, followed by underground recharge chamber systems which are sized to completely store and infiltrate the 100 -year event. • To provide groundwater recharge in conformance with the Massachusetts Department of Environmental Protection groundwater recharge criteria. • To evaluate runoff discharging off -site from the post -development conditions at the study points located along the site periphery to ensure no off -site flooding or erosion will occur. These objectives are met using the following stormwater management measures: • GSI practices, as described in Section 1.2.1, sized to provide water quality treatment for the roads, walkways, and parking area runoff. Each practice is designed with overflow structures to convey runoff from larger storm events into proposed underground recharge chambers. • Underground recharge chambers sized to retain and infiltrate onsite runoff during all design storm events up to and including the 100 -year events, which ensures that predevelopment rates of runoff with be maintained or reduced in the developed condition. Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. 0 Millstone Road, Brewster, MA December 2022 Page 7 of 20 The proposed stormwater management system was designed to accommodate pre - development site hydrologic conditions as well reduce stormwater pollution from the proposed site conditions. Stormwater runoff rate and volume was evaluated for the WQV, 2 -year, 10 -year, 25 -year and 100 -year Type I I I, 24 -hour storm events for both pre -development and post - development conditions. Pre- and post -development conditions were modeled using HydroCAD software, which combines USDA Soil Conservation Service hydrology and hydraulic techniques (commonly known as SCS TR-55 and TR-20) to generate hydrographs (See Appendix B for both "Pre - development" and "Post -development" Drainage Area Maps). Rainfall amounts for the specified storm recurrence intervals are based on the 90th percentile precipitation estimates from the National Oceanic and Atmospheric Administration (NOAA) Atlas 14 Point Precipitation Frequency Estimates for the area (accessed September 2022). Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. 0 Millstone Road, Brewster, MA December 2022 Page 8 of 20 Table 4: Peak Flow and Volume Comparison SPO MILLSTONE ROAD Event Pre -development Post -development Change Flow, cfs Volume, cf Flow, cfs Volume, cf Flow Volume 2-yr 0.01 32 0.05 163 0.04 131 10-yr 0.01 62 0.07 252 0.06 190 25-yr 0.02 99 0.09 328 0.07 229 100-yr 0.04 178 0.12 461 0.08 283 *Note: The minor increase in runoff toward Millstone Road is considered negligible and is not expected to create any adverse off -site impacts. The proposed driveway was graded such that the majority of the runoff flows toward the surface infiltration basin. SP1 NORTHEAST Event Pre -development Post -development Change Flow, cfs Volume, cf Flow, cfs Volume, cf Flow Volume 2-yr 0.00 0 0.00 0 0.00 0 10-yr 0.00 52 0.00 70 0.00 18 25-yr 0.02 464 0.01 330 -0.01 -134 100-yr 0.18 1868 0.16 1373 -0.02 -495 SP2 SOUTH Event Pre -development Post -development Change Flow, cfs Volume, cf Flow, cfs Volume, cf Flow Volume 2-yr 0.00 0 0.02 75 0.02 75 10-yr 0.01 216 0.03 479 0.02 263 25-yr 0.07 1934 0.09 1578 0.02 -356 100-yr 0.67 7783 0.58 4676 -0.09 -3107 *Note: The minor increase of 0.02 cfs in the 2-yr, 10-yr, and 25-yr event is considered negligible and is not expected to create any adverse off -site impacts. All underground recharge systems are sized to completely attenuate runoff from the 100-yr event, and the results document a decrease in both peak rate and volume during that event. Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. 0 Millstone Road, Brewster, MA December 2022 Page 9 of 20 3.0 CONSTRUCTION ACTIVITIES Construction activities will involve site preparation and earthwork necessary for construction of the proposed project. These activities primarily include the following: • Erosion control installation • Clearing and grubbing of existing vegetation within the proposed limits of work • Excavation stockpiling, and hauling of excavated topsoil, and subsoils • Rough grading of all disturbed areas • Construction of new housing units • Construction of stormwater management system • Installation of utilities • Paving • Finish grading, final site stabilization and landscaping Erosion and sediment control (ESC) measures will be installed per the construction plans and specifications prior to commencement of any soil disturbing activities. ESC measures will remain in place until final site stabilization is complete. Topsoil will be separated from the remaining soil and stockpiled on -site for use during site finish grading. The stockpiled topsoil will be protected to prevent erosion and sedimentation. Refer to Section 5.0 — Construction Phase Pollutant Controls for more detailed guidelines to be followed during construction. Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. 0 Millstone Road, Brewster, MA December 2022 Page 10 of 20 4-. s ANALYSIS OF MASSACHUSETTS STORMWATER STANDARDS The Massachusetts Stormwater Standards were revised in February 2008 to include ten stormwater management standards, established jointly by the DEP and the Office of Coastal Zone Management, and published in the 2008 update of the Stormwater Management Handbook. Projects that are within the jurisdiction of the Wetlands Protection Act Regulations, 310 CMR 10.00 are subjected to these Stormwater Management Standards. For this Project, adherence to the Handbook is not required as the Project is not within the jurisdiction of the Wetlands Protection Act. The Massachusetts Stormwater Handbook, Volume 1 Chapter 1, provides ten Stormwater Management Standards, which have been reproduced below. The stormwater management systems proposed for this project were designed to comply with these standards to the maximum extent practicable. Standard 1: No new stormwater conveyances (e.g. outfalls) may discharge untreated stormwater directly to or cause erosion in wetlands or waters of the Commonwealth. No new untreated stormwater will discharge to wetland areas. The proposed GSI practices and underground recharge chambers have been sized to exceed the water quality volume (WQV) storage requirements. Stormwater runoff will flow through the GSI practices before being infiltrated or reaching the site's study points. There are no wetlands or waters within or adjacent to the site that could be impacted. Standard 2: Stormwater management systems shall be designed so that the post - development peak discharge rates do not exceed pre -development peak discharge rates. Discharge rates for pre- and post -development were calculated using HydroCAD® 2010, a SCS-TR20 based stormwater modeling computer program (Appendix D). The existing site is 99% wooded and comprised of HSG A soils, therefore any landcover changes (i.e., woods to grass) generally result in an increase in runoff. The proposed surface infiltration basin and underground recharge chambers systems were each designed to capture and infiltrate all runoff generated during the 100-yr event from new pavement, roof and yard areas. As documented in Tabll 4, there are negligible increases of 0.02 cfs in the post - development condition, which is a result of the existing site being entirely wooded with HSG A soils in its existing condition. HW feels that all practical measures have been taken to ensure that there will be no adverse off -site impacts during all design storm events. Standard 3: Loss of annual recharge to groundwater shall be eliminated or minimized through the use of infiltration measures including environmentally sensitive site design, low impact development techniques, stormwater best management practices, and good operation and maintenance. At a minimum, the annual recharge from the post - development site shall approximate the annual recharge from pre -development conditions based on soil type. This Standard is met when the stormwater management Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. 0 Millstone Road, Brewster, MA December 2022 Page 11 of 20 system is designed to infiltrate the required recharge volume as determined in accordance with the Massachusetts Stormwater Handbook. The proposed project was designed with low impact development techniques and green stormwater infrastructure (GSI) practices to mimic the groundwater recharge potential of the site under existing, undeveloped conditions. The majority of stormwater runoff generated is being directed to bioretention systems and underground recharge chambers to recharge groundwater as required by Standard 3. The project recharges more than is required. See Appendix E for recharge calculations. Standard 4: Stormwater management systems shall be designed to remove 80% of the average annual post -construction load of Total Suspended Solids (TSS). This Standard is met when: • Suitable practices for source control and pollution prevention are identified in a long-term pollution prevention plan, and thereafter are implemented and maintained; • Structural stormwater best management practices are sized to capture the required water quality volume determined in accordance with the Massachusetts Stormwater Handbook; and • Pretreatment is provided in accordance with the Massachusetts Stormwater Handbook For infiltration of stormwater runoff from land uses with higher potential pollutant loads, discharges to the ground within an area with a rapid infiltration rate (greater than 2.4 inches per hour), a Zone II or Interim Wellhead Protection Area, and discharges to the ground near any of the following critical areas: Special Resource Waters, Outstanding Resource Waters, bathing beaches, shellfish growing areas, or cold -water fisheries, at least 44% of the total suspended solids must be removed prior to discharge to the infiltration structure. The stormwater management pretreatment and treatment systems for the sites have been selected and sized for the most removal of the average annual load of TSS possible. These removal rates were obtained from the MA Stormwater Handbook and based on the use of a pretreatment practice for each GSI (sediment forebay or Rain Guardian Fortress units). Rain Guardian Turret or Foxhole structures: Bioretention: Underground Rechargers: Infiltration Basin: Recommended design rate: 25% Recommended design rate: 90% for 1" WQV Assumed design rate: 50% (min.) for 1/2" WQV Recommended design rate: 80% Recommended design rate: 80% Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. 0 Millstone Road, Brewster, MA December 2022 Page 12 of 20 TSS calculations are provided in Appendix F. The proposed Operation and Maintenance Plan was developed to ensure that the stormwater system continues to function as it was designed into the future. Standard 5: For land uses with higher potential pollutant loads, source control and pollution prevention shall be implemented in accordance with the Massachusetts Stormwater Handbook to eliminate or reduce the discharge of stormwater runoff from such land uses to the maximum extent practicable. Not applicable. Standard 6: Stormwater discharges within the Zone II or Interim Wellhead Protection Area of a public water supply, and stormwater discharges near or to any other critical area, require the use of the specific source control and pollution prevention measures and the specific structural stormwater best management practices determined by the Department to be suitable for managing discharges to such areas, as provided in the Massachusetts Stormwater Handbook. Not applicable. Standard 7: A redevelopment project is required to meet the following Stormwater Management Standards only to the maximum extent practicable: Standard 2, Standard 3, and the pretreatment and structural best management practice requirements of Standards 4, 5, and 6. Not applicable. Standard 8: A plan to control construction -related impacts including erosion, sedimentation and other pollutant sources during construction and land disturbance activities (construction period erosion, sedimentation, and pollution prevention plan) shall be developed and implemented. An Erosion and Sediment Control Plan is included in the design plans, and a Construction Phase Pollutant Prevention Plan is included in this Report. Silt fence and/or silt socks are proposed at the limit of work; silt socks are proposed along the downgradient edges of the area of disturbance. Disturbed areas will be stabilized with seeding and/or erosion control blankets, if necessary, as soon as possible to minimize erosion and sedimentation. A Stormwater Pollution Plan (SWPPP) is required as part of the NPDES Construction General Permit and will be submitted prior to construction. The contractor will be required to establish erosion controls prior to beginning any other project - related work. The Erosion and Sediment Control Plan will also establish the limit of work, beyond which the contractor will not be allowed to perform any project work. It is the contractor's responsibility to monitor and correct erosion control practices throughout the duration of the project. Erosion control measures will not be removed until the project reaches completion as directed by the project engineer or landscape architect. Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. 0 Millstone Road, Brewster, MA December 2022 Page 13 of 20 Standard 9: A Long -Term Operation and Maintenance Plan shall be developed and implemented to ensure that stormwater management systems function as designed. An Operation and Maintenance Plan (O&M) is provided with specific needs for each best management practice. See Appendix G. Standard 10: All illicit discharges to the stormwater management system are prohibited. There will be no illicit discharges to the proposed system. The Long -Term Pollution Prevention Plan provided includes measures to prevent illicit discharges. Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. 0 Millstone Road, Brewster, MA December 2022 Page 14 of 20 5.0 CONSTRUCTION PHASE POLLUTION PREVENTION PLAN A phased approach will be used to reduce erosion and increase sediment control during the construction period. Perimeter controls and sediment settling devices will be installed during construction to minimize sediment movement in stormwater and to protect the adjacent property. 5.1 Structural Practices The following are the structural practices that will be implemented as part of the construction activity. • Silt Fence & Sediment Silt Sock Barrier will be installed prior to commencement of construction. This type of practice creates erosion control barriers to intercept sediment in diffuse runoff. The Town will be informed upon installation so that it may inspect these barriers prior to construction. Portions of the erosion control barriers will be replaced and/or repaired as necessary to prevent erosion. Barriers will be installed parallel to land slope at the perimeter of the work site. In addition, silt fence barriers will be installed around the bioretention areas during construction. • Silt Sacks (or approved equivalent) will be installed at identified existing catch basins and structure following construction of the proposed catch basins to prevent sedimentation during the any additional construction. The Silt Sack will be replaced and disposed of off -site if damage is observed. • Stormwater Management areas will be graded to within one foot of design elevations until the site is fully stabilized to capture sediment during construction. Heavy equipment will not be allowed to operate on the surface location where the systems are planned because soil compaction would adversely impact their long-term performance. Silt fence will be utilized around the perimeter of the bioretention systems during construction. Light earth -moving equipment will be used for excavation and construction of the systems. All excavated materials from the area will be removed and disposed of in an approved location. All bioretention areas will be inspected at least once every seven calendar days and immediately after storm events by the Site Superintendent. • Slope Stabilization will be installed immediately upon obtaining final grades as shown on the project site plans. Areas that fail to stabilize will be re -graded to final grade and stabilized, as necessary. Amount of land disturbed will be minimized to reduce potential for erosion and sedimentation. Stabilization measures shall be initiated within 14 days following the end of construction at each portion of the site and as soon as practicable. The entire stormwater management system will be inspected upon completion of construction. Sediment will be removed from all elements of the stormwater management system. All control measures must be installed and maintained in accordance with manufacturer's specifications, good engineering practices, and in accordance with this report (every seven -calendar days and Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. 0 Millstone Road, Brewster, MA December 2022 Page 15 of 20 after storm events). If inspections show that a control has failed or been installed incorrectly, the Contractor must replace or modify it within 24 hours. 5.2 Stabilization Practices The amount of land disturbed during construction will be minimized to reduce the potential for erosion and sedimentation. Prompt surface stabilization will be practiced thereby controlling erosion in areas where disturbances cannot be avoided during construction. Stabilization measures will be initiated within 14 days following the end of construction at each portion of the site. Exceptions to this requirement will be allowed allowable when snow cover prevents the initiation of stabilization within 14 days, in which case such measures shall be undertaken as soon as possible. Stabilization measures that may be used during construction are described below: • Temporary Seeding — Temporary seeding of disturbed surfaces with fast-growing grasses (annual rye) to provide greater resistance to stormwater runoff and/or wind erosion for areas where construction has temporarily ceased. • Permanent Seeding — Permanent seeding of surfaces with vegetation, including but not limited to grass, trees, bushes, and shrubs, to stabilize the soil. Establishing a permanent and sustainable ground cover at a site stabilizes the soil while reducing the sediment content in runoff. • Permanent Planting — the contractor shall install and adequately establish all planting as required at the completion of the project. • Mulching/Hydro mulching — hydro mulch will be placed on the soil surface to cover and hold in place disturbed soils. Temporary seeding or other soil stabilization measures will be provided where construction activities have ceased at the site. Topsoil stockpiles will be temporarily seeded or covered to prevent erosion and will be surrounded with silt fence. When the site's final grade has been established, permanent vegetation will be planted on the disturbed areas. The vegetation will consist of grass, shrubs, bushes, and trees. 5.3 Other Types of Controls Additional controls/practices will be undertaken to reduce pollution in stormwater runoff flows which include, but are not limited to, control of off -site mud tracking from construction site, dust suppression, proper sanitary waste disposal, earthwork procedures timed and conducted in manners aimed to minimize erosion and sedimentation, snow removal plans, proper management of waste materials, proper management of hazardous waste, proper material stockpiling, and spill prevention and control measures. • Dust Suppression — Water sprays shall be used to control dust during extended dry periods during construction. Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. 0 Millstone Road, Brewster, MA December 2022 Page 16 of 20 • Sanitary Wastes — All sanitary wastes will be collected from the portable units by a licensed sanitary waste management contractor (as required by local regulations). • Earthwork — The exposure of disturbed surfaces to stormwater and potential stormwater erosion will be minimized by well -organized earthwork procedures. Stabilization procedures shall be undertaken in accordance with this report. Grubbing during wet seasons will be avoided if feasible. • Snow Removal Plan — Plowed snow collected from the parking areas will be deposited onto free draining, pervious surfaces, away from the site's drainage conveyance structures to maximize infiltration. Snowmelt runoff that is not infiltrated will be directed to the site's stormwater management system. Snow is not to be plowed or piled onto the stormwater management facilities. • Waste Materials — Dumpsters rented from a licensed solid waste management company will be used to store solid waste and debris that cannot be recycled, reused, or salvaged. The dumpsters will meet all local and state solid waste management regulations. Dumpsters will be covered when refuse is not being directly deposited or withdrawn from them. Potentially hazardous wastes will be separated from normal wastes, including segregation of storage areas and proper labeling of containers. Removal of all waste from the site will be performed by licensed contractors in accordance with applicable regulatory requirements and disposed of at either local or regional approved facilities. Waste materials will not be buried on -site. All site personnel will be instructed regarding the correct procedures for waste disposal. Notices stating these procedures will be posted at the site. Solvents and flushing materials used during construction and pre- operational cleaning will be provided, handled, managed, and removed by the contractor for appropriate off -site disposal. • Hazardous Waste Materials — Any disposal of hazardous materials will be completed using the required paperwork. Copies will be provided to the Engineer and to the Town. • Spill Prevention and Control Measures — To minimize the risk of spills or other accidental exposure of materials and substances to stormwater runoff, the following material management practices will be used throughout the project: o An effort will be made to store only enough products required to do the job. o All materials stored on -site will be stored in a neat, orderly manner in their appropriate containers and, if possible, under a roof or other enclosure. o Products will be kept in their original containers with the original manufacturer's label. o Substances will not be mixed with one another unless recommended by the manufacturer. o Whenever possible, the maximum amount of a product will be used before disposing of the container. o Manufacturers' recommendations for proper use and disposal will be followed. Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. 0 Millstone Road, Brewster, MA December 2022 Page 17 of 20 o The site superintendent will conduct daily inspections to ensure proper use and disposal of materials. To reduce the risk associated with hazardous materials used on the site, the following practices will be used: o Products will be kept in original containers unless they are not resealable. o Original labels and material safety data sheets will be retained and kept on -site; they contain important product information. o If surplus product must be disposed of, manufacturers' or local and state recommended methods for proper disposal will be followed. • Materials List - Materials or substances listed below are expected to be present on -site during construction: - Concrete Fertilizers - Asphalt - Petroleum Based Products - Paints (enamel and latex) Cleaning Solvents - Metal Studs - Wood - Concrete - Tar - Sealants - Adhesives The following product -specific practices will be followed on -site: • Petroleum Products - All on -site vehicles will be monitored for leaks and receive preventative maintenance to reduce the chance of leakage. Petroleum products will be stored in tightly sealed containers which area clearly labeled. Any asphalt substances used on -site will be applied according to the manufacturers' recommendations. • Fertilizers — Fertilizers used will be applied only in the minimum amounts recommended by the manufacturer. Once applied, fertilizer will be worked into the soil to limit exposure to stormwater. Products will be stored in a covered shed. The contents of any partially used bags of fertilizer will be transferred to a sealable plastic bin to avoid spills. • Paints — All containers will be tightly sealed and stored indoors when not required for use. Excess paint will not be discharged to the storm sewer system but will be properly disposed of according to the manufacturers' instructions or state and local regulations. • Concrete Trucks — Concrete trucks will not be allowed to wash out or discharge surplus concrete or drum wash water on the site. In addition to the good housekeeping and material management practices discussed in the previous sections of this plan, the following practices will be followed for spill prevention and cleanup: Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. 0 Millstone Road, Brewster, MA December 2022 Page 18 of 20 • Manufacturers' recommended methods for spill cleanup will be clearly posted, and site personnel will be made aware of the procedures and location of the information and cleanup supplies. • Materials and equipment necessary for spill cleanup will be kept in the material storage area on -site. Equipment and materials will include, but not be limited to, brooms, dustpans, mops, rags, gloves, goggles, speedi-dry, sand, sawdust, and plastic and metal trash containers specifically for this purpose. • All spills will be cleaned up immediately after discovery. Spills large enough to reach the storm water system will be reported to the National Response Center at 1-800-424- 8802. • The spill area will be kept well ventilated, and personnel will wear appropriate protective clothing to prevent injury from contact with a hazardous substance. • Spills of toxic or hazardous material will be reported to the appropriate state or local government agency, regardless of the size. • The site superintendent responsible for the day-to-day site operations will be the spill prevention and clean-up coordinator. He will designate at least three other site personnel who will receive spill prevention and cleanup training. These individuals will each become responsible for a particular phase of prevention and cleanup. The names of responsible spill personnel will be posted in the material storage area and in the on -site office trailer. 6.0 STORMWATER OPERATION AND MAINTENANCE PLAN All stormwater management measures and controls identified in this Drainage Report shall be operated and maintained appropriately during the construction phase of the project and during regular operation of the site in the post -construction period as required on the construction drawings and a separate Stormwater Management Maintenance Plan (Appendix H). 7.0 REFERENCES 1. MADEP (Massachusetts Department of Environmental Protection). 2008. Massachusetts Stormwater Standards Manual. 2. NOAA's National Weather Service: Hydrometeorological Design Studies Center, Precipitation Frequency Data Server for Atlas 14 Point Precipitation Frequency Estimates: MA https://hdsc.nws.noaa.gov/hdsc/pfds/pfds map cont.html?bkmrk=ma 3. Northeast Regional Climate Center and Natural Resources Conservation Service. 2010- 2018. Extreme Precipitation for New York and New England. Version 1.12. http://precip.eas.cornell.edu/ Stormwater Analysis and Drainage Report Horsley Witten Group, Inc. 0 Millstone Road, Brewster, MA December 2022 Page 19 of 20 APPENDIX A Site Soil Evaluations Memo NRCS Soils Report 41° 45 28" N 8 41° 45'8"N Fn 412790 4127W 412800 412900 413000 413100 413200 413300 413400 413500 413000 8 rn 412890 412900 413000 Map Scale: 1:4,390 if printed on A Landscape (11" x 8.5") sheet 0 50 100 200 300 Feet 0 200 400 800 1200 Map projection: Web Merca tor Comer coordinates: WGS84 Edge tics: UTM Zone 19N WGS84 Custom Soil Resource Report Soil Map 413100 9 413200 413300 413400 413533 413800 8 fV 41 ° 45 28" N 41 ° 45'8"N Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AO1 Percent of AOI 435B Plymouth loamy coarse sand, 3 to 8 percent slopes 436B Plymouth loamy coarse sand, 3 to 8 percent slopes, very stony 494C Barnstable -Plymouth -Nantucket complex, rolling, very bouldery Totals for Area of Interest Map Unit Descriptions 10.9 1.4 19.6 32.0 The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate 34.2% 4.4% 61.4% 100.0% 11 Custom Soil Resource Report pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 12 Custom Soil Resource Report Barnstable County, Massachusetts 435B —Plymouth loamy coarse sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2zggz Elevation: 0 to 290 feet Mean annual precipitation: 40 to 52 inches Mean annual air temperature: 52 to 59 degrees F Frost -free period: 190 to 250 days Farmland classification: Not prime farmland Map Unit Composition Plymouth, loamy coarse sand, and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Plymouth, Loamy Coarse Sand Setting Landform: Outwash plains, hills, moraines Landform position (two-dimensional): Summit, shoulder, backslope, footslope Landform position (three-dimensional): Head slope, side slope, crest, tread Down -slope shape: Linear, concave, convex Across -slope shape: Linear, concave, convex Parent material: Siliceous sandy and gravelly glaciofluvial deposits and/or sandy and gravelly supraglacial meltout till Typical profile Oi - 0 to 1 inches: slightly decomposed plant material Oe - 1 to 2 inches: moderately decomposed plant material A - 2 to 3 inches: loamy coarse sand E - 3 to 5 inches: coarse sand Bhs - 5 to 7 inches: cobbly loamy coarse sand Bw1 - 7 to 11 inches: cobbly loamy coarse sand Bw2 - 11 to 22 inches: gravelly coarse sand BC - 22 to 31 inches: gravelly coarse sand CI - 31 to 43 inches: gravelly coarse sand C2 - 43 to 66 inches: coarse sand Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: More than 80 inches Drainage class: Excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to very high (1.42 to 14.17 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Maximum salinity: Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 5.3 inches) Interpretive groups Land capability classification (irrigated): None specified 13 Custom Soil Resource Report Land capability classification (nonirrigated): 2e Hydrologic Soil Group: A Ecological site: F149BY005MA - Dry Outwash Hydric soil rating: No Minor Components Carver Percent of map unit: 5 percent Landform: Outwash plains, moraines Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Side slope, crest, tread Down -slope shape: Linear, convex Across -slope shape: Linear Ecological site: F149BY005MA - Dry Outwash Hydric soil rating: No Montauk, sandy variant Percent of map unit: 5 percent Landform: Moraines Landform position (two-dimensional): Shoulder, summit Landform position (three-dimensional): Crest, side slope Down -slope shape: Convex, linear Across -slope shape: Convex Ecological site: F149BY009MA - Well Drained Dense Till Uplands Hydric soil rating: No Barnstable Percent of map unit: 5 percent Landform: Moraines on outwash plains Landform position (two-dimensional): Summit, shoulder, backslope, footslope Landform position (three-dimensional): Head slope, side slope, crest, tread Down -slope shape: Linear, concave, convex Across -slope shape: Linear, concave, convex Ecological site: F149BY011 MA - Well Drained Till Uplands Hydric soil rating: No Riverhead Percent of map unit: 5 percent Landform: Outwash plains, moraines Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional): Crest, side slope, tread Down -slope shape: Linear, convex Across -slope shape: Linear Ecological site: F149BY006NY - Well Drained Outwash Hydric soil rating: No 436B —Plymouth loamy coarse sand, 3 to 8 percent slopes, very stony Map Unit Setting National map unit symbol: 98rw 14 Custom Soil Resource Report Elevation: 0 to 1,000 feet Mean annual precipitation: 35 to 50 inches Mean annual air temperature: 45 to 55 degrees F Frost -free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Plymouth and similar soils: 70 percent Minor components: 30 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Plymouth Setting Landform: Ice -contact slopes Landform position (two-dimensional): Shoulder Landform position (three-dimensional): Side slope Down -slope shape: Convex Across -slope shape: Convex Parent material: Loose sandy glaciofluvial deposits and/or loose sandy ablation till; loose sandy glaciofluvial deposits and/or loose sandy ablation till Typical profile H1 - 0 to 3 inches: loamy coarse sand H2 - 3 to 29 inches: gravelly loamy coarse sand H3 - 29 to 64 inches: gravelly coarse sand Properties and qualities Slope: 3 to 8 percent Surface area covered with cobbles, stones or boulders: 2.0 percent Depth to restrictive feature: More than 80 inches Drainage class: Excessively drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat): High to very high (6.00 to 20.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Low (about 3.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: A Ecological site: F149BY005MA - Dry Outwash Hydric soil rating: No Minor Components Carver Percent of map unit: 10 percent Hydric soil rating: No Hinckley Percent of map unit: 10 percent Hydric soil rating: No Custom Soil Resource Report Nantucket Percent of map unit: 5 percent Hydric soil rating: No Barnstable Percent of map unit: 5 percent Hydric soil rating: No 494C —Barnstable -Plymouth -Nantucket complex, rolling, very bouldery Map Unit Setting National map unit symbol: 98q2 Elevation: 0 to 1,000 feet Mean annual precipitation: 40 to 50 inches Mean annual air temperature: 45 to 55 degrees F Frost -free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Barnstable and similar soils: 35 percent Plymouth and similar soils: 30 percent Nantucket and similar soils: 20 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Barnstable Setting Landform: Moraines Landform position (two-dimensional): Shoulder Landform position (three-dimensional): Side slope Down -slope shape: Convex Across -slope shape: Convex Parent material: Friable loamy ablation till over reworked sandy glaciofluvial deposits; loamy ablation till over reworked sandy outwash Typical profile H1 - 0 to 1 inches: sandy loam H2 - 1 to 23 inches: sandy loam H3 - 23 to 64 inches: coarse sand Properties and qualities Slope: 8 to 15 percent Surface area covered with cobbles, stones or boulders: 2.0 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): High (2.00 to 6.00 in/hr) Depth to water table: More than 80 inches 16 Custom Soil Resource Report Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Low (about 4.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: A Ecological site: F149BY011 MA - Well Drained Till Uplands Hydric soil rating: No Description of Plymouth Setting Landform: Moraines Landform position (two-dimensional): Shoulder Landform position (three-dimensional): Side slope Down -slope shape: Convex Across -slope shape: Convex Parent material: Loose sandy glaciofluvial deposits and/or loose sandy ablation till Typical profile H1 - 0 to 3 inches: loamy coarse sand H2 - 3 to 29 inches: gravelly loamy coarse sand H3 - 29 to 64 inches: gravelly coarse sand Properties and qualities Slope: 8 to 15 percent Surface area covered with cobbles, stones or boulders: 1.6 percent Depth to restrictive feature: More than 80 inches Drainage class: Excessively drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): High to very high (6.00 to 20.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Low (about 3.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: A Ecological site: F149BY005MA - Dry Outwash Hydric soil rating: No Description of Nantucket Setting Landform: Moraines Landform position (two-dimensional): Shoulder Landform position (three-dimensional): Side slope Down -slope shape: Convex Across -slope shape: Convex Parent material: Friable coarse -loamy eolian deposits over dense loamy lodgment till Custom Soil Resource Report Typical profile H1 - 0 to 5 inches: sandy loam H2 - 5 to 27 inches: sandy loam H3 - 27 to 64 inches: loam Properties and qualities Slope: 8 to 15 percent Surface area covered with cobbles, stones or boulders: 1.6 percent Depth to restrictive feature: 20 to 34 inches to densic material Drainage class: Well drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.60 in/hr) Depth to water table: About 24 to 30 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Low (about 3.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: B Ecological site: F149BY009MA - Well Drained Dense Till Uplands Hydric soil rating: No Minor Components Boxford Percent of map unit: 5 percent Hydric soil rating: No Carver Percent of map unit: 5 percent Hydric soil rating: No Merrimac Percent of map unit: 3 percent Hydric soil rating: No Hinckley Percent of map unit: 2 percent Hydric soil rating: No 18 Commonwealth of Massachusetts City/Town of Brewster Form 11 - Soil Suitability Assessment for On -Site Sewage Disposal C. On -Site Review Deep Observation Hole Number: 1 (529) 12/6/22 845A 50F Overcast 41°45'25.07"N 70°02'41.40"W Hole # Date Time Weather Latitude Longitude 1. Land Use: Vacant lot Oak -pine scrub Few cobbles; few glacial erratics (e.g. woodland, agricultural field, vacant lot, etc.) Vegetation Description of Location: 2. Soil Parent Material: Ablation till; glaciofluvial; outwash Moraine 3. Distances From: Open Water Body > 300 Property Line 75 4. Unsuitable Materials Present: ❑ Yes 5. Groundwater Observed: ❑ Yes 0 No If Yes: E No If Yes: feet feet Surface Stones (e.g. cobbles, stones, boulders, etc.) Slope (%) Shoulder Landform Position on Landscape (SU, SH, BS, FS, TS) Drainage Way Drinking Water Well Disturbed Soil ❑ Fill Material Depth weeping from pit Soil Log > 200 > 200 feet feet Wetlands > 200 Other ❑ Weathered/Fractured Rock ❑ Bedrock Depth standing water in hole feet feet Depth P (in) Soil Horizon/ Layer Soil Texture (USDA) Soil Matrix: Color- Moist (Munsell) Redoximorphic Features Coarse Fragments % by Volume Soil Structure Soil Consistence (Moist) Other Depth Color Percent Gravel Cobbles/Stones 0-3 E MS 10YR 4/1 0-20 B LS 10YR 5/6 20-84 C1 LS 10YR 5/4 84-120 C2 CS 10YR 8/4 Redox at top Additional Notes: Redoximorphic coloration is due to textural change between horizons and not due to the presence of a high groundwater table. 12-18" boulders in C2 Commonwealth of Massachusetts City/Town of Brewster Form 11 - Soil Suitability Assessment for On -Site Sewage Disposal C. On -Site Review Deep Observation Hole Number: 2 (525) 12/6/22 905A 50F Overcast 41°45'23.58"N 70°02'40.96"W Hole # Date Time Weather Latitude Longitude 1. Land Use: Vacant lot Oak -pine scrub Few cobbles; few glacial erratics (e.g. woodland, agricultural field, vacant lot, etc.) Vegetation Description of Location: 2. Soil Parent Material: Ablation till; glaciofluvial; outwash Moraine 3. Distances From: Open Water Body > 300 Property Line 30 4. Unsuitable Materials Present: ❑ Yes 5. Groundwater Observed: ❑ Yes No If Yes: E No If Yes: feet feet Surface Stones (e.g. cobbles, stones, boulders, etc.) Slope (%) Shoulder Landform Position on Landscape (SU, SH, BS, FS, TS) Drainage Way Drinking Water Well Disturbed Soil ❑ Fill Material Depth weeping from pit Soil Log > 200 > 200 feet feet Wetlands > 200 Other ❑ Weathered/Fractured Rock ❑ Bedrock Depth standing water in hole feet feet Depth P (in) Soil Horizon/ Layer Soil Texture (USDA) Soil Matrix: Color- Moist (Munsell) Redoximorphic Features Coarse Fragments /o o by Volume Soil Structure Soil Consistence (Moist) Other Depth Color Percent Gravel Cobbles/Stones 0-3 E MS 10YR 5/2 3-28 B LS 10YR 4/6 28-108 C1 FSL 10YR 5/6 Few 6" cobbles 108-156 C2 CS 10YR 6/6 7.5YR 4/6 12" Redox band at top Additional Notes: Redoximorphic coloration is due to textural change between horizons and not due to the presence of a high groundwater table. Perc test #1 performed at 45" depth. Commonwealth of Massachusetts City/Town of Brewster Form 11 - Soil Suitability Assessment for On -Site Sewage Disposal C. On -Site Review Deep Observation Hole Number: 3 (563) 12/6/22 920A 50F Overcast 41°45'23.77"N 70°02'39.84"W Hole # Date Time Weather Latitude Longitude 1. Land Use: Vacant lot Oak -pine scrub Few cobbles; few glacial erratics (e.g. woodland, agricultural field, vacant lot, etc.) Vegetation Description of Location: 2. Soil Parent Material: Ablation till; glaciofluvial; outwash Moraine 3. Distances From: Open Water Body > 300 Property Line 40 4. Unsuitable Materials Present: Li Yes 5. Groundwater Observed: ❑ Yes ❑� No If Yes: E No If Yes: feet feet Surface Stones (e.g. cobbles, stones, boulders, etc.) Slope (%) Shoulder Landform Position on Landscape (SU, SH, BS, FS, TS) Drainage Way Drinking Water Well Disturbed Soil ❑ Fill Material Depth weeping from pit Soil Log > 200 > 200 feet feet Wetlands > 200 Other ❑ Weathered/Fractured Rock ❑ Bedrock Depth standing water in hole feet feet Depth P (in) Soil Horizon/ Layer Soil Texture (USDA) Soil Matrix: Color- Moist (Munsell) Redoximorphic Features Coarse Fragments % by Volume Soil Structure Soil Consistence (Moist) Other Depth Color Percent Gravel Cobbles/Stones 0-6 E MS 10YR 5/1 6-24 B FS 10YR 4/6 24-60 C1 G -MS 10YR 6/6 15 Few 12-18" cobbles 60-102 C2 LS 10YR 5/6 Redox band on top 102-126 C3 CS 10YR 7/3 Redox band on top Additional Notes: Redoximorphic coloration is due to textural change between horizons and not due to the presence of a high groundwater table. 4. Unsuitable Materials Present: ❑ Yes 5. Groundwater Observed: ❑ Yes Commonwealth of Massachusetts City/Town of Brewster Form 11 - Soil Suitability Assessment for On -Site Sewage Disposal C. On -Site Review Deep Observation Hole Number: 4 (531) 12/6/22 945A 50F Overcast 41°45'25.26"N 70°02'40.31"W Hole # Date Time Weather Latitude Longitude 1. Land Use: Vacant lot Oak -pine scrub Few cobbles; few glacial erratics (e.g. woodland, agricultural field, vacant lot, etc.) Vegetation Surface Stones (e.g. cobbles, stones, boulders, etc.) Slope (%) Description of Location: 2. Soil Parent Material: Ablation till; glaciofluvial; outwash Moraine Shoulder Landform Position on Landscape (SU, SH, BS, FS, TS) 3. Distances From: Open Water Body > 300 feet Drainage Way > 200 feet Wetlands > 200 Property Line feet Drinking Water Well > 200 feet Other ❑� No If Yes: ❑ Disturbed Soil ❑ Fill Material Depth weeping from pit Soil Log E No If Yes: ❑ Weathered/Fractured Rock ❑ Bedrock Depth standing water in hole feet feet Depth P (in) Soil Horizon/ Layer Soil Texture (USDA) Soil Matrix: Color- Moist (Munsell) Redoximorphic Features Coarse Fragments % by Volume Soil Structure Soil Consistence (Moist) Other Depth Color Percent Gravel Cobbles/Stones 0-6 E MS 10YR 5/2 6-30 B FS 10YR 5/6 18" cobbles 30-54 C1 MS 10YR 6/6 48" boulder 54-72 C2 G -CS 10YR 5/6 15 72-120 C3 CS 10YR 8/2 Additional Notes: Perc test #2 performed at 36" depth Commonwealth of Massachusetts City/Town of Brewster Form 11 - Soil Suitability Assessment for On -Site Sewage Disposal C. On -Site Review Deep Observation Hole Number: 5 (527) Hole # 1. Land Use: Vacant lot 12/6/22 1255P 50F Overcast 41°45'24.44"N 70°02'40.58"W Date Time Weather Latitude Longitude Oak -pine scrub Few cobbles; few glacial erratics (e.g. woodland, agricultural field, vacant lot, etc.) Vegetation Description of Location: 2. Soil Parent Material: Ablation till; glaciofluvial; outwash Moraine 3. Distances From: Open Water Body Property Line 4. Unsuitable Materials Present: Li Yes 5. Groundwater Observed: ❑ Yes > 300 > 100 0 No If Yes: E No If Yes: feet feet Surface Stones (e.g. cobbles, stones, boulders, etc.) Slope (%) Shoulder Landform Position on Landscape (SU, SH, BS, FS, TS) Drainage Way Drinking Water Well Disturbed Soil ❑ Fill Material Depth weeping from pit Soil Log > 200 > 200 feet feet Wetlands > 200 Other ❑ Weathered/Fractured Rock ❑ Bedrock Depth standing water in hole feet feet Depth P (in) Soil Horizon/ Layer Soil Texture (USDA) Soil Matrix: Color- Moist (Munsell) Redoximorphic Features Coarse Fragments % by Volume Soil Structure Soil Consistence (Moist) Other Depth Color Percent Gravel Cobbles/Stones 0-3 E MS 10YR 5/1 3-30 B MS 10YR 4/6 30-51 C1 MS 10YR 4/5 51-72 C2 FS 10YR 7/4 Redox band on top 72-120 C3 CS 10YR 4/4 Redox band on top Additional Notes: Redoximorphic coloration is due to textural change between horizons and not due to the presence of a high groundwater table. Commonwealth of Massachusetts City/Town of Brewster Form 11 - Soil Suitability Assessment for On -Site Sewage Disposal C. On -Site Review Deep Observation Hole Number: 6 (543) Hole # 1. Land Use: Vacant lot 12/6/22 100P 50F Overcast 41°45'26.10"N 70°02'37.09"W Date Time Weather Latitude Longitude Oak -pine scrub Few cobbles; few glacial erratics (e.g. woodland, agricultural field, vacant lot, etc.) Vegetation Description of Location: 2. Soil Parent Material: Ablation till; glaciofluvial; outwash Moraine 3. Distances From: Open Water Body Property Line 4. Unsuitable Materials Present: Li Yes 5. Groundwater Observed: ❑ Yes > 300 > 100 0 No If Yes: E No If Yes: feet feet Surface Stones (e.g. cobbles, stones, boulders, etc.) Slope (%) Shoulder Landform Position on Landscape (SU, SH, BS, FS, TS) Drainage Way Drinking Water Well Disturbed Soil ❑ Fill Material Depth weeping from pit Soil Log > 200 > 200 feet feet Wetlands > 200 Other ❑ Weathered/Fractured Rock ❑ Bedrock Depth standing water in hole feet feet Depth P (in) Soil Horizon/ Layer Soil Texture (USDA) Soil Matrix: Color- Moist (Munsell) Redoximorphic Features Coarse Fragments % by Volume Soil Structure Soil Consistence (Moist) Other Depth Color Percent Gravel Cobbles/Stones 0-3 E MS 10YR 4/1 3-30 B MS 10YR 4/6 30-64 C1 SL 10YR 6/4 Fi Lenses of sand 64-104 C2 CS 10YR 7/1 Redox band on top 104-120 C3 CS 10YR 8/2 Additional Notes: Redoximorphic coloration is due to textural change between horizons and not due to the presence of a high groundwater table. Commonwealth of Massachusetts City/Town of Brewster Form 11 - Soil Suitability Assessment for On -Site Sewage Disposal C. On -Site Review Deep Observation Hole Number: 7 (533) Hole # 1. Land Use: Vacant lot 12/6/22 150P 50F Overcast 41°45'24.20"N 70°02'37.44"W Date Time Weather Latitude Longitude Oak -pine scrub Few cobbles; few glacial erratics (e.g. woodland, agricultural field, vacant lot, etc.) Vegetation Description of Location: 2. Soil Parent Material: Ablation till; glaciofluvial; outwash Moraine 3. Distances From: Open Water Body > 300 Property Line 50 4. Unsuitable Materials Present: ❑ Yes 5. Groundwater Observed: ❑ Yes ❑� No If Yes: E No If Yes: feet feet Surface Stones (e.g. cobbles, stones, boulders, etc.) Slope (%) Shoulder Landform Position on Landscape (SU, SH, BS, FS, TS) Drainage Way Drinking Water Well Disturbed Soil ❑ Fill Material Depth weeping from pit Soil Log > 200 > 200 feet feet Wetlands > 200 Other ❑ Weathered/Fractured Rock ❑ Bedrock Depth standing water in hole feet feet Depth P (in) Soil Horizon/ Layer Soil Texture (USDA) Soil Matrix: Color- Moist (Munsell) Redoximorphic Features Coarse Fragments % by Volume Soil Structure Soil Consistence (Moist) Other Depth Color Percent Gravel Cobbles/Stones 0-3 E MS 10YR 4/1 3-26 B LS 10YR 5/6 26-40 C1 MS 10YR 4/6 40-76 C2 FS 10YR 7/4 76-120 C3 G -CS 10YR 7/3 15 Redox band on top Additional Notes: Redoximorphic coloration is due to textural change between horizons and not due to the presence of a high groundwater table. Commonwealth of Massachusetts City/Town of Brewster Form 11 - Soil Suitability Assessment for On -Site Sewage Disposal C. On -Site Review Deep Observation Hole Number: 8 (541) 12/6/22 205P 50F Overcast 41°45'25.14"N 70°02'35.01°W Hole # Date Time Weather Latitude Longitude 1. Land Use: Vacant lot Oak -pine scrub Few cobbles; few glacial erratics (e.g. woodland, agricultural field, vacant lot, etc.) Vegetation Description of Location: 2. Soil Parent Material: Ablation till; glaciofluvial; outwash Moraine 3. Distances From: Open Water Body Property Line 4. Unsuitable Materials Present: ❑ Yes 5. Groundwater Observed: ❑ Yes > 300 > 100 0 No If Yes: E No If Yes: feet feet Surface Stones (e.g. cobbles, stones, boulders, etc.) Slope (%) Shoulder Landform Position on Landscape (SU, SH, BS, FS, TS) Drainage Way Drinking Water Well Disturbed Soil ❑ Fill Material Depth weeping from pit Soil Log > 200 > 200 feet feet Wetlands > 200 Other ❑ Weathered/Fractured Rock ❑ Bedrock Depth standing water in hole feet feet Depth P (in) Soil Horizon/ Layer Soil Texture (USDA) Soil Matrix: Color- Moist (Munsell) Redoximorphic Features Coarse Fragments % by Volume Soil Structure Soil Consistence (Moist) Other Depth Color Percent Gravel Cobbles/Stones 0-4 E FS 10YR 4/1 4-32 B MS 10YR 6/8 9-12" cobbles 32-48 C1 MS 10YR 4/8 48-84 C2 FSL 10YR 5/6 84-120 C3 CS 7.5YR 4/6 10 Additional Notes: Commonwealth of Massachusetts City/Town of Brewster Form 11 - Soil Suitability Assessment for On -Site Sewage Disposal C. On -Site Review Deep Observation Hole Number: 9 (549) 12/6/22 230P 50F Overcast 41°45'27.93"N 70°02'31.12"W Hole # Date Time Weather Latitude Longitude 1. Land Use: Vacant lot Oak -pine scrub Few cobbles; few glacial erratics (e.g. woodland, agricultural field, vacant lot, etc.) Vegetation Description of Location: 2. Soil Parent Material: Ablation till; glaciofluvial; outwash Moraine 3. Distances From: Open Water Body > 300 Property Line 50 4. Unsuitable Materials Present: ❑ Yes 5. Groundwater Observed: ❑ Yes ❑� No If Yes: E No If Yes: feet feet Surface Stones (e.g. cobbles, stones, boulders, etc.) Slope (%) Shoulder Landform Position on Landscape (SU, SH, BS, FS, TS) Drainage Way Drinking Water Well Disturbed Soil ❑ Fill Material Depth weeping from pit Soil Log > 200 > 200 feet feet Wetlands > 200 Other ❑ Weathered/Fractured Rock ❑ Bedrock Depth standing water in hole feet feet Depth P (in) Soil Horizon/ Layer Soil Texture (USDA) Soil Matrix: Color- Moist (Munsell) Redoximorphic Features Coarse Fragments % by Volume Soil Structure Soil Consistence (Moist) Other Depth Color Percent Gravel Cobbles/Stones 0-4 E MS 10YR 4/1 4-8 A SL 10YR 4/3 8-20 Bw LS 10YR 5/4 20-84 C1 LS 10YR 5/6 84-102 C2 MS 10YR 6/8 102-120 C3 CS 5YR 5/6 Additional Notes: APPENDIX B Drainage Area Maps If1O1NO0 IONA 9 1 m c) m z last modified: 12/23/22 printed: 12/23/22 by ml H:\Proj ects\2022\22084 Millstone Road Brewster\Drawings\ Misc\22084-DR_FINAL.dwg I I I l I t I i 1 1 I' 1 X111 11I 1 1"\\\\\\\\\ \ 1 \ 1 1 1 1 1 I 1 \\1\\\\\ \ I I I I I\ \ l\1\1\ \ \ \ \\ \ \\\\\ \ I I I \\``\\\\\\\\* \ \ \ \\ \\ \ \ \ \ \ \ \\\\ \I\\\\ \ \\\ \\\ \\ 1 \ 1 A \ 11A I IIII \\ 1 1 1 1 1 1 1 1 1 11\ \\\ \ N / / / 1 / / 1 1 1 11111\ \ 1 1/ 1 1( 1 1 1 1 1 1 1 1 I , // /l l /I l l l l I I 1\`- /// ///////1 I 7/ //// // / / / / / i / // / ',�/ // / / // / / l sVA(/// //I AI \\\ I 1 / / / I\\II I / 7/ / 7/ \\ \\\ \ I 1 / / \\\\\\\\\\\\\\\ \\ \\\ \ \ \ \ \\\\\\\\\\\\\\\'\ \. co o � Dm IN3IN3AVd lfO1NO0 2iONIW ,I. co co C7 0> E Z XD co A r M I D Z "< G7 � 0 c c� D z c m TIME OF CONCENTRATION FLOW PATH In D z 0 W co 0 m to 0 D k JvoNf1O8IIOS W 3S2JVOO AINVOI H1f1OWA1d II I \ 1 \\ \ \ \ \ 1 1 1 I 1 7\ \ \ 1 \\ I I I I 1 1 1 H I / A \ \ 1 I I 1 \ I \ I1 I / \ / I IIII \ \11 \ 1 III \ \ 1 I Ill I II\ 7 \ �'�i III \\\\ V 1I / 1\\ 7 V I I 1 1 \\'—\------\ I i t- 1\\\ X90 k. \ \ \ ? \\\ \ \ \ \ \\ \ \\ \ \\ \ \ i \ \\\\N \\ N \\\,, \\ \ \ SURVEY TOPOG RAPHY ,'po \ \ \ \ \ \ \ \ \ L_\ \ \ \ \ \ \ \ \ \\ N. \ ` \ \ t \ \\ \\\ 7 \ \ I \ — \ \ �_f. .� mil..,...s\���� I 1I I I I( 1 \ \\ .moo N A\ v 11 v V A\ \\ �\ \\\== \ \ �\ \\ \ \ \ \\ \ \ (✓I r - \ \\\\- \ N �,�_;—_-- \ \ \\ \ \ \\\� / \\\\, ) \\\\\ \ \\\ \ / \ \ / I \ 1 \ I W (( / ( I l ( ) 1 v ._, / W \_� . .. \ \ 7 N \ 7 1 '1 1 _�L __ ,__-_-----,,N ,, \\ \\ \ , , 7 , , , (,-„--- >--____-:_--- _- _,._, ,__, , __,...N..____....... „-. ... NN,,,, ___ , , , , , 7 \ , \ , \ , , ,, 7 7,7 ,„._. .. , ___„„ \\\ \ \ \\\ / _. \\\\\\ \\\ \ \\ \\ \ \\ \\ \ ,/,,, /1 Il \\\ \\ .... .,,,„. -... „ __ N. ,,,, , \ \ ▪ NN / �� ))Avg; AVA lll, r j\� �AA \ / /// L \\\\\✓ III •I \\\N -7 / / \1111 III I //i \_ \ ( --\\\\\ '11 1\ 1 � � � J� 1 _ ,,v 7- \\ll\\II/ \ I\\\ m�', . \ \II \ ) o° IIIIII \ �\ \ / -0o (III / v \ i• j• ,. _—J\ 1111111 I `� \\ 2-� \IIIIII 11 \ I/II�III\ I /\ /—i • I I l f l \ � / / \ / \\\1(\\ -- / \III\ \ \ \II\l\\\\\ \N\ III \ N r\ \\\\\\ \ \\ ) I II\\ \ \ 1 I I \�\\\\ \ , ,,, l 1 \ \ 1\�/ / \ \1 \\ -\ i I \ \\\\ L \ \\ •.. ..,:i \ \\\ \N N \__ .„ N '—',.31111 --------- ----- co 0 LIDAR TOPOGRAPHY Prepare d Fo r: Preservation of Affordable Housing, Inc. 2 Oliver Street, Suite 500 Boston, MA 02109 Phone: - Fax: --- Plan Se t. Plan Title : MILLSTONE HOUSING PERMITTING SET BREWSTER, MASSACHUSETTS EXISTING DRAINAP MAP Horsley Witten Gro up, In c. Sus tain able Environmental So lutions 90 Route 6A Sandwich, MA 02563 horsleywittengrou p. com Da te: Des ign By: Drawn By. 12/20/22 EWH M CL Checke d By. ML J Z LL 9 2 m a cc w 0 E N N 0 E / i// URVEYOPOGRA PHY— — — — — SURVEY TOPOGRA —s��__ _ _ _�i� 1 — / / - - — — \ \ N \ 7 DRAINAGE AREA BOUNDARY BLDG 2 WOODS WATER ROOFTOP GRASS PAVEMENT BOUNDARY BETWEEN SURVEY AND LIDAR TOPOGRAPHY 1 <DA2e> BLDG 4 BIO 11, BLDG 1 0 BLDG 10 STUDY POINT POND BLDG 5 BLDG 6 BLDG 7 BLDG 8 SOIL BOUNDARY 5' MAJOR CONTOUR 1' MINOR CONTOUR 435B 494C j 7/ / / 435B PLYMOUTH LOAMY COARSE SAND, 3-8% SLOPE (HSG A) BARNSTABLE-PLYMOUTH-NANTUCKET COMPLEX, ROLLING (HSG A) LEGEND (DA1) DRAINAGE AREA SOIL TYPES Project Number. 22084 Sheet Number 2 of 2 APPENDIX C Water Quality Volume Sizing Calculations Horsley Witten Group ,co A Sustainable Environmental Solutions Project: Project Location: Brewster, MA Millstone Road Project No: 22084 Calculated By: Checked By: Date : KF EWH 12/20/2022 Water Quality Volume (WQv) Based upon 1 -inch of rainfall times the contributing impervious area contributing impervious area WQv (cf) = (1" rainfall/12) * Imp. Area (sf) Storm Type: 0.5 Inch Instructions: Enter values in cells only. All other cells are formul and do not need to be edited. See cell comments for descriptions and formulas NOTE: NOT INCLUDING ROOFS Site DA Description % Imp. Drainage Area Imp. Area WQv Required* WQv required % sf ac sf ac cf of 1 Infil Basin 1 30% 22,997 0.53 6,908 0.16 288 0.007 2f Bio 1 84% 7,702 0.18 6,473 0.15 270 0.006 2d Bio 2 60% 21,126 0.48 12,575 0.29 524 0.012 2c Bio 3 45% 13,018 0.30 5,832 0.13 243 0.006 2b Bio 4 51% 8,447 0.19 4,346 0.10 181 0.004 2g Bio 5 32% 22,575 0.52 7,192 0.17 300 0.007 2a Bio 6 73% 16,799 0.39 12,205 0.28 509 0.012 2h Bio 7 76% 3,475 0.08 2,650 0.06 110 0.003 2i Bio 8 45% 7,088 0.16 3,174 0.07 132 0.003 TOTALS 112,664 0.53 55,531 0.16 2,314 0.053 H:\Projects\2022\22084 Millstone Road Brewster\Design\Calculations\Stormwater\Sizing\Bioretention Worksheet -22084 1 of 3 Horsley Wittt ii Group lot Sustainable Environn 1 Solutions Project: Project Location: Brewster, MA Millstone Road Project No: 22084 Calculated By: Checked By: KF EWH Bioretention Sizing Calculations Sizing Equations: Bioretention Required Surface Area (sf) = (WQv) (df) / [(k) (hf + df) (tf)] Where: df = Filter bed depth (ft) k = Coefficient of permeability of filter media (ft/day) hf = Ave. height of water above filter bed (ft) tf = Design filter bed drain time (days) BIORETENTION SIZING: Instructions: Enter values in cells only. All other cells are formul and do not need to be edited. See cell comments for descriptions and formulas NOTE: NOT INCLUDING ROOFS Bio Area Drainage Area Name WQv Required (af) df (ft) K (ft/day) hmax- Height of water above filter (in.) hf=avg of above (ft) tf (days) Surface Area Required (sf) Surface Area Provided (sf) Sediment Forebay Required 10% WQv (cf) Sediment Forebay Provided (cf) WQV Treatment Provided (af) 0 Infil Basin 1 0.007 2.50 1 6 0.25 1.67 157 450 29 N/A 0.019 1 Bio 1 0.006 2.50 1 6 0.25 1.67 147 147 27 N/A 0.006 2 Bio 2 0.012 2.50 1 8 0.3333 1.67 277 280 52 N/A 0.012 3 Bio 3 0.006 2.50 1 6 0.25 1.67 132 153 24 N/A 0.006 4 Bio 4 0.004 2.50 1 6 0.25 1.67 99 204 18 N/A 0.009 5 Bio 5 0.007 2.50 1 6 0.25 1.67 163 175 30 N/A 0.007 6 Bio 6 0.012 2.50 1 8 0.3333 1.67 269 275 51 N/A 0.012 7 Bio 7 0.003 2.50 1 8 0.3333 1.67 58 60 11 N/A 0.003 8 Bio 8 0.003 2.50 1 8 0.3333 1.67 70 70 13 N/A 0.003 TOTALS 0.101 1243 1684 231 0 0.072 Percentage of Treatment Provided 135% 0% 71% H:\Projects\2022\22084 Millstone Road Brewster\Design\Calculations\Stormwater\Sizing\Bioretention Worksheet -22084 2of 3 Horsley Witten Group, Inc. Sustainable Environmental Solutions www.horsleywitten.com Date: Dec -22 UNDERGROUND RECHARGE CHAMBER (URC) - SCHEDULE Project: Millstone Housing Project No: 22084 Calculated By: EWH Checked By: UNDERGROUND RECHARGE CHAMBER SCHEDULE SPECIFICATIONS ELEVATIONS HydroCAD _ DESIGN CALCULATIONS ONLY -DO NOT INCLUDE ON DETAIL SHEET RECHARGE AREA # COVER TYPE NUMBER OF UNITS CHAMBER TYPE/ MODEL CHAMBER HEIGHT (IN.) STONE TOP OF CHAMBER (IN.) BOTTOM OF CHAMBER TO INVERT IN (IN.) STONE UNDER CHAMBER (IN.) DIAMETER HEADER MANIFOLD (IN.) DIAMETER CHAMBER INLET STUB (IN.) # OF MANIFOLD INLETS STUBS ELEV. A INVERT HEADER MANIFOLD (FT) ELEV. B MANIFOLD STUB INVERT (FT) ELEV. C BOTTOM OF CHAMBER S (FT) ELEV. D BOTTOM OF STONE (FT) ELEV. E TOP OF CHAMBER (FT) ELEV. F TOP OF STONE (FT) WQv El. (ft) 25-yr El. (ft) 100-yr El. (ft) MAXIMUM FINISH GRADE (FT) MINIMUM FINISH GRADE (FT) ESTIMATED SHGW (FT) MAXIMUM COVER OF CHAMBER S (FT) MINIMUM COVER OF CHAMBERS (FT) SEPARATION FROM SHGW (FT) URC-1 PAVE 36 STORMTECH MC -4500 45.00 12 1.35 12 24 12 3 90.36 91.36 91.25 90.25 95.00 96.00 89.46 94.08 98.73 100.00 98.20 45.00 5.00 3.20 45.25 URC-2 PAVE 20 STORMTECH MC -4500 45.00 12 1.35 12 24 12 2 89.86 90.86 90.75 89.75 94.50 95.50 90.02 93.67 96.31 99.00 97.60 45.00 4.50 3.10 44.75 URC-3 PAVE 30 STORMTECH MC -4500 45.00 12 1.35 12 24 12 3 88.36 89.36 89.25 88.25 93.00 94.00 87.71 96.13 96.71 97.30 96.15 45.00 4.30 3.15 43.25 URC-4 PAVE 6 STORMTECH MC -4500 45.00 12 1.35 12 24 12 2 90.66 91.66 91.55 90.55 95.30 96.30 89.76 93.37 95.34 99.80 98.30 45.00 4.50 3.00 45.55 ISOLATOR ROW 12" HDPE PIPE ISOLATOR NLET SET AT BOTTOM OF END CAP IN FROM DRAINAGE NETWORK MANHOLE 4'0 MIN. IN FROM DRAJN.AGE NETWORK MANIFOLD PIPE (SEE SCHEDULE) STORMTECH SC -744 -. CHAMBER A B OVERFLOVV WEIR PLACE WOVEN GEOTEXTILI OVER BEDDING STONE FOF SCOUR PROTECTION AT AL CHAMBER INLET ROWS PLACE LINDER FIRST TWO CHAMBERS ONLY -SEE MAJNFOLD DETAIL HDPE MANIFOLD INLET PIPE -SEE SCHEDULE WEIR PLATE ELEVATION SET EVEN W1TH THE TOP OF CHAMBERS (SEE SCHEDULE: ISOLATOR ROW \STORM TE CH SC -740 STUB PREFABRICATED END CAP INLET PIPE SET AT BOTTOM OF END CAP SECTION A -A ISOLATOR ROW IN FROM DRAINAGE NETWORK MANHOLE 4'0 MIN. IN FROM DRAINAGE -I- N ETWO RK MANIFOLD PIPE (SEE SCHEDULE) A STORMTECH SC -740 CHAMBER B PLACE WOVEN GEOTEXTILE OVER BEDDING STONE FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS PLACE UNDER FIRST TWO CHAMBERS ONLY- SEE MAINFOLD DETAIL STORMTECH SC -740 CHAMBERS STORMTECH SC -740 STUB PREFABRICATED END CAP INLET PIPE SET AT BOTTOM OF END CAP SECTION A -A NO ISOLATOR ROW HOPE MANIFOLD INLET PIPE -SEE SCHEDULE TOP OF CHAMBERS ELEV. E TOP OF STONE ELEV. F INLET PIPE INV. ELEV. B INV. ELE V. A FVIBHED GRADE 1 BC'TTOM OF CHAMBER BOTTOM OF ELEV. C FOUNDATION STONE ELEV.D SECTION 6-6 STORMTECH SYSTEM DETAIL NOT TO SCALE H:\Projects\2022\22084 Millstone Road Brewster\Design\Calculations\Stormwater\Sizing\22084_Stormtech Worksheet APPENDIX D HydroCAD® Drainage Calculations EXISTING CONDITIONS 2 -YEAR EVENT 10 -YEAR EVENT 25 -YEAR EVENT 100 -YEAR EVENT PROPOSED CONDITIONS 2 -YEAR EVENT 10 -YEAR EVENT 25 -YEAR EVENT 100 -YEAR EVENT SP1 Q (DA1) <DAO> D A Study Point 1 DA1 DA0 Study Point 0 <DA2> D 2 Nat. De ression S P2 DA2A Study Point 2 Subcat Reach DA2A Link Routing Diagram for 22084 -PRE Prepared by {enter your company name here}, Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC 22084 -PRE Prepared by {enter your company name here} HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Event# Event Name Rainfall Events Listing (selected events) Printed 12/23/2022 Page 2 Storm Type Curve Mode Duration B/B Depth AMC (hours) (inches) 1 2-YR NOAA+ 2 10-YR NOAA+ 3 25-YR NOAA+ 4 100-YR NOAA+ Type III 24 -hr Type III 24 -hr Type III 24 -hr Type III 24 -hr Default Default Default Default 24.00 24.00 24.00 24.00 1 1 1 1 3.61 5.27 6.52 8.53 2 2 2 2 22084 -PRE Prepared by {enter your company name here} HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 676 39 >75% Grass cover, Good, HSG A (DAO) 115 98 Paved parking, HSG A (DAO) 297,324 30 Woods, Good, HSG A (DAO, DA1, DA2, DA2A) 298,115 30 TOTAL AREA Printed 12/23/2022 Page 3 22084 -PRE Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 4 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentDAO: DAO Runoff Area=1,201 sf 9.58% Impervious Runoff Depth=0.32" Tc=5.0 min CN=36/98 Runoff=0.01 cfs 32 cf Subcatchment DA1: DA1 Runoff Area=40,854 sf 0.00% Impervious Runoff Depth=0.00" Flow Length=135' Tc=8.0 min CN=30/0 Runoff=0.00 cfs 0 cf SubcatchmentDA2: DA2 RunoffArea=170,184 sf 0.00% Impervious Runoff Depth=0.00" Flow Length=396' Tc=14.8 min CN=30/0 Runoff=0.00 cfs 0 cf Subcatchment DA2A: DA2A Runoff Area=85,876 sf 0.00% Impervious Runoff Depth=0.00" Flow Length=200' Tc=10.7 min CN=30/0 Runoff=0.00 cfs 0 cf Pond 1P: Nat. Depression Peak Elev=93.00' Storage=0 cf Inflow=0.00 cfs 0 cf Outflow=0.00 cfs 0 cf Pond SPO: Study Point 0 Inflow=0.01 cfs 32 cf Primary=0.01 cfs 32 cf Pond SP1: Study Point 1 Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Pond SP2: Study Point 2 Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Total Runoff Area = 298,115 sf Runoff Volume = 32 cf Average Runoff Depth = 0.00" 99.96% Pervious = 298,000 sf 0.04% Impervious = 115 sf 22084 -PRE Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment DAO: DA0 Runoff = 0.01 cfs @ 12.07 hrs, Volume= 32 cf, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 410 30 Woods, Good, HSG A 115 98 Paved parking, HSG A 676 39 >75% Grass cover, Good, HSG A 1,201 42 Weighted Average 1,086 36 90.42% Pervious Area 115 98 9.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.01 0.009,T- 0.0097:- 0.008=, 0.008 0.007 0.007- o.006- w 0.006= 0.005= a 0.005= LL 0.0041 0.004- 0.003- o.003= 0.002- o.002- 0.001 0.001 = 0.0000=� Subcatchment DAO: DAO Hydrograph 1 1 4 1 L L 1 L L 1 1 I, 1 1 1 L L L 1 L 1 r r 1 1 T T r r 1 1 1 1 1 1 1 1 1 1 L L k -r- T J_ 1 1_ 1_ L I 1 1 1 1 -1--I-1-1 r T _-_1 1 1 1 L +-+-4 2-IR 1 1 1 L 1 1 1 1 1 L 1 1 1 1 1 1 1 1 1 1, I 1 Type 11%12* -1h r} - NOAA+ Rainfaft=3.61" - 1 1 r 1 I r 1 r T T r 1 r 1 1 1 r Runoff Area=1,201. si.. Runoff Volume=3I2 1,Lcf - J 1 I Runoff De th=0132-" - 11 p 1 1 1 1 Tc=5."0 +min - 1 1 -1 T T r r CN=36/98 I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 L 1 1 1 1 1 L L I 1 I 1 1 I 1 1 1 I 1 I 1 1 _ L L 1 1 L 1 1 1 L 1-rt-rt-r 1 - I 1 -1111 1 L 1 I 1 111 L L 1 1 1 1 1 1 I- -I -+-+-+ 1 I I I I 1 I 1 1 1 T r 1 1 1 1 1 1- Y I 4 - + I I I I 1 T T r 1 1 I 1 T T r 0 1 2 3 4 5 6 7 8 9 101112131415161718192021222324252627282930313233343536 Time (hours) • Runoff 22084 -PRE Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment DA1: DA1 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 40,854 30 Woods, Good, HSG A 40,854 30 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.1 45 0.0500 0.11 Sheet Flow, A to B Woods: Light underbrush n= 0.400 P2= 3.89" 0.9 90 0.1000 1.58 Shallow Concentrated Flow, B to C Woodland Kv= 5.0 fps U 0 0 8.0 135 Total Subcatchment DA1: DA1 Hydrograph 0.00 cfs 0 0 1 2 3 4 2-YR NOI A+ Type IIIj24=hr Rainfall=3.61" Runoff Area=40,$54'sf Runoff Volume=0 cf Runoff Depth=000" Flow Length=1135' Tc=8.0 min CN=30/0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Runoff 22084 -PRE Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment DA2: DA2 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 170,184 30 Woods, Good, HSG A 170,184 30 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 50 0.0300 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.89" 5.3 346 0.0470 1.08 Shallow Concentrated Flow, A to B Woodland Kv= 5.0 fps 14.8 396 Total Subcatchment DA2: DA2 Hydrograph U 0 u 0 Runoff 0.00 cfs 0 2-YR NO4A+ Type IIIj24=hr Rainfall=3.61" Runoff Area=170,184 sf Runoff Volume=0 cf Runoff Flow Depth=0600" Length=396' Tc=14.8 min CN=30/0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 22084 -PRE Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment DA2A: DA2A Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 85,876 30 Woods, Good, HSG A 85,876 30 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 50 0.0400 0.10 2.2 150 0.0500 1.12 Sheet Flow, A to B Woods: Light underbrush n= 0.400 P2= 3.89" Shallow Concentrated Flow, B to C Woodland Kv= 5.0 fps 10.7 200 Total Subcatchment DA2A: DA2A Hydrograph U 0 0 0.00 cfs 0 0 1 2 3 4 Type IIIj24=hr 2-YR NOAA+ Rainfall=3.61" Runoff Area=85,876 sf Runoff Volume=0 cf Runoff Depth=0.00" Flow Length=200' Tc=10.7 min CN=30/0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Runoff 22084 -PRE Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 9 Summary for Pond 1P: Nat. Depression Inflow Area = 85,876 sf, 0.00% Impervious, Inflow Depth = 0.00" for 2-YR NOAA+ event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 93.00' © 0.00 hrs Surf.Area= 40 sf Storage= 0 cf Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 93.00' 15,320 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 93.00 40 0 0 94.00 2,100 1,070 1,070 95.00 6,700 4,400 5,470 96.00 13,000 9,850 15,320 Device Routing Invert Outlet Devices #1 Primary 95.80' 20.0' long x 10.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=93.00' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 22084 -PRE Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 10 Pond 1P: Nat. Depression Hydrograph 0 LL 0.00 cfs Inflow Area=85,876 sf Peak Elev=93.00' Storage=0 cf 0 fv((e 2 . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 7/ ❑ Inflow ❑ Primary 22084 -PRE Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61 " Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 11 Summary for Pond SPO: Study Point 0 Inflow Area = 1,201 sf, 9.58% Impervious, Inflow Depth = 0.32" for 2-YR NOAA+ event Inflow = 0.01 cfs @ 12.07 hrs, Volume= 32 cf Primary = 0.01 cfs @ 12.07 hrs, Volume= 32 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond SPO: Study Point 0 Hydrograph 0.01- 0.009= 0.009- 0.008= 0.008- 0.007- 0.007- 0.006 0.006= 0.005 0.005- 0.004- 0.004- 0.003= 0.003 0.002 0.002- 0.001 0.001 0.000- 0 nn1 rf - 0.01 cfs Inflow Area 1 I I- I L T r 1,201 sf 1-1 _L _L_I __ I I 1- I I 1 -y -r -r -r -I-- I I I 1I I I I L- J 1 L L I I I I 1- 1 + r r I I I r r 1 r r r I I I 1 1 I LL I J I L 1 I I L -I J 1 L L r 1 7 t r 1 I I I I I 1 1 1 I 1 1_1-L -. 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Inflow ❑ Primary 22084 -PRE Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 12 Summary for Pond SP1: Study Point 1 Inflow Area = 40,854 sf, 0.00% Impervious, Inflow Depth = 0.00" for 2-YR NOAA+ event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond SP1: Study Point 1 Hydrograph 0 LL 0. nnnr 01 cfs 71 7 1 Inflow Area=40,854 sf 7// 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Inflow ❑ Primary 22084 -PRE Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 13 Summary for Pond SP2: Study Point 2 Inflow Area = 256,060 sf, 0.00% Impervious, Inflow Depth = 0.00" for 2-YR NOAA+ event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond SP2: Study Point 2 Hydrograph 0 LL nnnr 0.00 cfs 7 1 f riflovy Area=256,060 sf Fc 0 14,./././ r 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Inflow ❑ Primary 22084 -PRE Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 14 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentDAO: DA0 SubcatchmentDA1: DA1 SubcatchmentDA2: DA2 SubcatchmentDA2A: DA2A Pond 1P: Nat. Depression Pond SPO: Study Point 0 Pond SP1: Study Point 1 Pond SP2: Study Point 2 Runoff Area=1,201 sf 9.58% Impervious Runoff Depth=0.62" Tc=5.0 min CN=36/98 Runoff=0.01 cfs 62 cf Runoff Area=40,854 sf 0.00% Impervious Runoff Depth=0.02" Flow Length=135' Tc=8.0 min CN=30/0 Runoff=0.00 cfs 52 cf Runoff Area=170,184 sf 0.00% Impervious Runoff Depth=0.02" Flow Length=396' Tc=14.8 min CN=30/0 Runoff=0.01 cfs 216 cf Runoff Area=85,876 sf 0.00% Impervious Runoff Depth=0.02" Flow Length=200' Tc=10.7 min CN=30/0 Runoff=0.00 cfs 109 cf Peak Elev=93.31' Storage=109 cf Inflow=0.00 cfs 109 cf Outflow=0.00 cfs 0 cf Inflow=0.01 cfs 62 cf Primary=0.01 cfs 62 cf Inflow=0.00 cfs 52 cf Primary=0.00 cfs 52 cf Inflow=0.01 cfs 216 cf Primary=0.01 cfs 216 cf Total Runoff Area = 298,115 sf Runoff Volume = 438 cf Average Runoff Depth = 0.02" 99.96% Pervious = 298,000 sf 0.04% Impervious = 115 sf 22084 -PRE Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment DAO: DA0 Runoff = 0.01 cfs @ 12.07 hrs, Volume= 62 cf, Depth= 0.62" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 410 30 Woods, Good, HSG A 115 98 Paved parking, HSG A 676 39 >75% Grass cover, Good, HSG A 1,201 42 Weighted Average 1,086 36 90.42% Pervious Area 115 98 9.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.015 0.014= 0.013= 0.012= 0.011- 0.01= 0.0097 N 0.0081 a 0.007- LL 0.006- 0.005- 0.004- o.003= 0.002- 0.0017 0 Subcatchment DAO: DAO Hydrograph 1 1 1 1 1 1 1 _It T T 1 1 1 1 1 1 1 1 1 1 1 1 L L 1 1 1 1 1 1 J 1 1 1 _. _. _.I 1 1 1 1 1 1 1 I 1 T I 1 1 I 1 1 T T 1 I 1 1 1 1 1 1 L I 1 1 1 + 1 111 24 -hr 110-YR NOAA#-Ralinfall*5.27" Runff-A-rlea=1 X201 sf - Runof 17c1ume=62 c - Runoff depth_01.62" 1 1, 1 1 1 L I I I I T It_ + + I I I I Tc=5.0 min CN=36/98 I I I I -,- -h 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Runoff` 22084 -PRE Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment DA1: DA1 Runoff 0.00 cfs @ 22.26 hrs, Volume= 52 cf, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 40,854 30 Woods, Good, HSG A 40,854 30 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.1 45 0.0500 0.11 Sheet Flow, A to B Woods: Light underbrush n= 0.400 P2= 3.89" 0.9 90 0.1000 1.58 Shallow Concentrated Flow, B to C Woodland Kv= 5.0 fps 8.0 135 Total Subcatchment DA1: DA1 Hydrograph 0.003-/ 0.002'_ 0-002= 0.002 0.002- 0.002- 0.002 0.002 0.002 0.0021 0.002 w 0.001 3 0.001 0 a 0.001= 0.001 0.001- 0.001- 0.001- 0.001= 0.001 0.000- 0.000 0.000- 0.000- 0 1 1 1 1 1 1 1 II I_ _' -I _' 'I' _' 1- _' , _- I_- I I 1 T I I I I r I I I I Type III,24-hr----I- 1 L 10-YR NOAA+ -Rainfall=5.27" T 1 Runoff Area=40,854 sf Runoff Volume=52 cf L C Runoff Depth=0.02" 1 Flow Length=135' - t r 1 1 I I Tc=8.0 min CN=30/0 1- L . 1 1 1 T r 1 1 1 1 L 1 1 1 1 1 1 7 t t r I I I II I 1 1 1 1 4._ _l_ I 1 1 1 1 I I 1 1 1 I I J 1 L I I 1 1 I I 1 T T r 1 I J 1 1 L I 1 1 1 I I 1 t t r I 1 1 1 1 i + + 1 1 1 1 1 1 r 1 1 1 1 I I I 1 1 1 I 1 1 I 1 1 -I + + + 1 I I + + 1 I I 1 1 I I I I 1 T 0.00 cfs 7 7 T r r -_ J _ 1 _ 1 _ L _ 1_ ' 1 1 1 1 1 1-t- t -r-Y' 1 1 1 1 1 7 T r I 1 L I I I I - 1 T 1 4- 1 1 1 1 I 7 4 I 1 I I I I I I 1 1 7 r I" 1 I I 1 I -1 + +. I- -4 + 1 1 1 1 1 1 1 1 I 1 1 + + !- -1 + 4- L 1 1 1 1 I I I 1 I -1 7 7 1- f 7 7 1- 1- 1 1 L I J 4 L 1- 1 1 1 1 I I I 1 I 7 r I -1 7 T T J 1 1 L I J 1 L L 1 1 1 1 I I I 1 I 7 7 1- r I I 1 1 1 I 1 1 + r t 1 1 1 1 I I I 1 I 1 1 I I I 1 I 4 1 -L I- I -4 I. 4- 1 1 1 I 1 I 1 I I 1 1 1 I 1 I 1 1 J 1 1 L I J J. L L 1 1 1 I 1 I 1 1 7 T T r 1- 7 7 T r J 1 1 L I J 1 L L 1 1 1 1 I I I 1 I -1 -t t r r -1 1 r r 1 1 1 1 I 1 I I 1 I 1 + + h 1 1 1 + 1- h 1 I 1 1 1 1 1 - + + + I I 1 + + + + 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Runoff 22084 -PRE Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment DA2: DA2 Runoff 0.01 cfs @ 22.40 hrs, Volume= 216 cf, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 170,184 30 Woods, Good, HSG A 170,184 30 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 50 0.0300 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.89" 5.3 346 0.0470 1.08 Shallow Concentrated Flow, A to B Woodland Kv= 5.0 fps 14.8 396 Total 0.01- 0.009 0.009. 0.008t. 0.008 0.007- 0.007 0.006- H 0.006= • 0.005= 3 0.005iT 0 a 0.004- 0.004- 0.003 0.003= 0.002- 0.002- 0.001. 0.001. 0.000- 0 Subcatchment DA2: DA2 Hydrograph I 1 I 1 1 1 1 I 1 I I I 1 1 1 I 1 .- _1 - _r 1 1 L 1_ I I -1 1 1 I- 1 1 -1 I I I 1 1 1 1 1 Type 111124 -hr 1 1 10-YR NOAA+ Rainfall=5.27" Runoff Area=170,184 sf Runoff Volume=216 cf - 111 Runoff Depth=0.02" Flow Length=396' ,- I I I I Tc=14.8 min - CN=30/0 I- I I I I 1 1 1 1 L I J J 1 1 L -1- 1- I- I I I I 1 T T 1 J 1 1 J 1 1 L Jr I I I I -4 4 I - -1- - I I I T t T 1 1 I 1 T 1 T T T T 0.01 cfs 1 1 L I J 1 1 L I I -4 T -I- 4- 4-- -1 T T r ' 1 1 T 1 1 H 1 1 1 1 1 4 4 1 I I I I I I I Jr I I 1 1 I I 1 L I I -1 _4 1 !- 1 -1 T T T f I I I J 1 LI L 1 I- 4 J- 4- 1 1 1 t -T -r -r 1 1 1 1 t r r 1 T T 1 1 1 I 1 1 1 J _ 1 1 L I I I J 1 1 L L 1 t T r 1 I I I I T -T -T -T -r - J 1 -4 tl Ir-r-r T -T -T T I I I 11I- L 111- - 4 4- 1- f..��M1 / 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Runoff 22084 -PRE Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment DA2A: DA2A Runoff 0.00 cfs @ 22.29 hrs, Volume= 109 cf, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 85,876 30 Woods, Good, HSG A 85,876 30 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 50 0.0400 0.10 Sheet Flow, A to B Woods: Light underbrush n= 0.400 P2= 3.89" 2.2 150 0.0500 1.12 Shallow Concentrated Flow, B to C Woodland Kv= 5.0 fps 10.7 200 Total 0.0051 0.005 0.005- 0.005= 0.004= 0.0041 0.004- 0.004 0.004t - 0.003i H 0.003 v 0.003- 3 0.003- 0 0.002's - 0.002- 0.002 0.002i 0.002- 0.001- 0.001 0.001- 0.001 0.001 0.000- 0.000 0 Subcatchment DA2A: DA2A Hydrograph 1 1 1 T I L 1 I 1 1 I -1 - 1 1- 1 1 1 1 Type 11124 -hr l i r- 10-YR NOAA+ _Rainfall=5.27" Runoff Area=85,876 sf Runoff Volume=109 cf Runoff Depth=0.02" t t r 11 Flow Length=200' 17 T Tr I Tc=10.7 min CN=30/0 11 1 J 1 I L I I I I I I I 1 J 1 1 L I I I I I I T T I 1 J L 1 L 1 1 1 1 1 L 1 1 1 1 1 11 1 1 1 1 1 1 , -1 T T r1 1 4- T T f I_ -I J 1 J 1 L 1 1 J J 1 1 L I I I 11 1 1 1 1 1 1 I- I T T 1- T 1 1 1 T T T I_ -I J 1 1 1 L 1 1 J 1 1 1 L 1 I I 11 I 1 1 1 1 I 1 1 7 T T Ti 1 -1 1 1 1 -1 1 1 7 L 1 I 1 1 1 0.00 cfs I I I 1 1 I ▪ - 1- 1 I I I I I 1 t - t I I I I I I -1-t- t -Y -F' 1 7 1- 1 7 7 7 7 1 1 L 1 1 1 4 4 4 1- I I I 1 1 1 I I 11 11 1 1 1- 1 11 1 1 1- I- 1 I -1 4 L 1- 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 T 1 1 1 1 !- 7 1 1 -1 4 T A- I I I 1 1 r 1 1 1 1 7--F 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 11 1 1 1 -I-+- t- r -I--I-- 1 7 -1 7 1- 1 1 1 1 1 1 11 1 1 1 -1 -t t Y 4- 1 7 1 7 7 1 1 1 1 11 1 1 1 1 1 1 11 1 1 1 1- J 1 1 L I J 1 L L 1 1 1 11 1 1 1 -I T T T r 1 T T T 4- .J_1 1 L 1 1 J 1 L L 1 1 1 1 1 1 1 I 1 T T T 1_1 1 I 1 1 1 1 11 1 1 7 7 7 7 1 1 1 -1 T T 1" 1 1 1 L L I 1 1 1 1 T T 1- 1 1 1 1 7' 1- - 1 1 1 1 4 L- I- 1 1 1.-1 L I I I T 71 1 7 7 T T 4 -4 1- 1- 1 1 1 1 1- L 7 1 1 1 7 7 7 7 11 1 L L 11 1 11 1 1 1 11 1 11 1 1 1 2 3 4 5 6 7 8 9 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) IN Runoff 22084 -PRE Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 19 Summary for Pond 1P: Nat. Depression Inflow Area = 85,876 sf, 0.00% Impervious, Inflow Depth = 0.02" for 10-YR NOAA+ event Inflow = 0.00 cfs @ 22.29 hrs, Volume= 109 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 93.31' © 24.65 hrs Surf.Area= 670 sf Storage= 109 cf Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 93.00' 15,320 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 93.00 40 0 0 94.00 2,100 1,070 1,070 95.00 6,700 4,400 5,470 96.00 13,000 9,850 15,320 Device Routing Invert Outlet Devices #1 Primary 95.80' 20.0' long x 10.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=93.00' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 22084 -PRE Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 20 Pond 1P: Nat. Depression Hydrograph 0.005- 0.005- 0.004 0.004- ,- 0.003- 0 - a 0.003- E 0.002- 0.002- 0.001- n nnl- Inflow Area=85,876 sf Peak EIev=93.31' Storage=109 cf I I I I I I �-t-r-r 0 cfs7 0.00 _ 1 y t r y ///////////////////// / / / / / // 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Inflow 0 Primary 22084 -PRE Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 21 Summary for Pond SPO: Study Point 0 Inflow Area = 1,201 sf, 9.58% Impervious, Inflow Depth = 0.62" for 10-YR NOAA+ event Inflow = 0.01 cfs @ 12.07 hrs, Volume= 62 cf Primary = 0.01 cfs @ 12.07 hrs, Volume= 62 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond SPO: Study Point 0 Hydrograph 0 LL 0.015= 0.014= 0.013= 0.012 0.011= 0.01= 0.0092- 0.0082. 0.007 0.006= 0.005= 0.004= 0.003 0.002= 0.001. 0 1 4 4- 4 4- 1 1 1 + {- 1 1 -I + ! 1 1 1 I I I I 11nfIowArea=1,2Oi1; --1- -r I I 1 1 1 1 1 I I I r I 1-1 I I I I I 1 L I I I 1 I-i-r-r 1 L L 1 I 1 7 1 7 I 1 1 I 1 1 1 1 1 1 1 1 1 1 1 �-T-r-: I I I I I I 1 1 1 T r I I I I I I 1 1 1 1 1 1 I I 1 I -1-1-1-4-- 1 I 1 1 1 7 1 7 I I 1 1 1 I I I I J 1 1. L I I 1 1 1 1 T 1 1 1 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Inflow ❑ Primary 22084 -PRE Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 22 Summary for Pond SP1: Study Point 1 Inflow Area = 40,854 sf, 0.00% Impervious, Inflow Depth = 0.02" for 10-YR NOAA+ event Inflow = 0.00 cfs @ 22.26 hrs, Volume= 52 cf Primary = 0.00 cfs © 22.26 hrs, Volume= 52 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond SP1: Study Point 1 Hydrograph 0.003/ 0.002- 0.002 0.002is 0.002- 0.002- 0.002- 0.0024 0.002- 0.002 0.002- w 0.001 .E 0.001 3 0.001- LL 0.001= 0.001 0.001 0.001 0.001- 0.0014 0.001 0.000i 0.000- 0.000= 0.000- 0 Inflow Area=40,854 sf _ 1 _ L _L _I_ J _ 1 _ L _L _1_ J _ 1_ L _1_ _1- J 1 1 1 1 I I I 1 1 I 1 1 I I I 1-7-r-r-I-7--r-r---I-7-T-I-I--I- 4 1 J_ 1_ L_ L_ I_ 1_ 1 L_ I__1 1 1 1 1 I I I 1 1 I 1 1 I I _1-7-r-r I _ T r I-1-7-T-I-I -1 _ 4 - J- - L _I - J _ 4 _ L _ 4 -1 _ J _ 1 _ 4 _ I 1 1 1 1 I I I 1 1 I 1 1 I I 4 4- 1 1 4 1 T1 I T T I -1-4-4-4-1 4 4 L V- I 1 I I 1 1 1 1 1 1 I I 1 I I 1 1 1 1 1 1 I 1- 4 -1 -1 4 1- 4 1- -I - 4- 4 I 1 I I 1 1 1 1 1 1 I I 1 I I 1 1 1 1 1 1 I - 4- - 4. -1- .4 - 4 - 4- - 4 -1- .4 - 4 - I 1 I I 1 1 1 1 1 1 I I 1 I I 1 1 1 1 1 1 I 4_ 4_ I 4 4 L 4 1_ 4_ 4_ 4 I 1 I I 1 1 1 1 1 I 1 I I 1 1 1 1 1 1 I - - 4 -4-4-1-4-4-4-4-1-'4-4 _ 4 I I 1 I I 1 I I I I I 1 1 1 1 1 1 1 1 1 1 1 - 4 -4-4-1-4-4-4-4-1-.4-4- 1 1 1 1 1 1 1 1 1 I nnnrf 0.00 cfs I_ __ _I . I I 11 L. 1 1 1 1 rI 7 T 1- 1 L L 1 J 1 L L 1 I I - I T T- I I 1 T 1- - � I I -1 -L -L _I -J-1 _L _I I T r I 1 7 T r r 1 1 1 1 1 1 I -f - 1'--I--1-1-T- r I- 1_ L -L-1 J 1 L L 1 1 1 1 - T r -I 1-7-T-7-i I_ J. L_ 1 _1 J 4 L L I I I I I I T 1 T 1 1 T 1 1 1 1 1 1 1 I 1 1 1 I 1 I- 4 - 1- 1 1 -I 4 4- I I I I 1 1 1 I I 1 I I-4-4-4-1 4 4 I I I 1 1 1 I 1 I I_ 4_ 4_ 1 _I J 4 I I I 1 1 1 I 4 4 4 L 1 I I I-4 _ 4-1 -1 4 4 1- 1- I I I 1 1 1 I I 1 1 1 I - 4- 1--1--I 4 4 1- 1- I I I 1 1 I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Inflow ❑ Primary 22084 -PRE Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 23 Summary for Pond SP2: Study Point 2 Inflow Area = 256,060 sf, 0.00% Impervious, Inflow Depth = 0.01" for 10-YR NOAA+ event Inflow = 0.01 cfs @ 22.40 hrs, Volume= 216 cf Primary = 0.01 cfs © 22.40 hrs, Volume= 216 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond SP2: Study Point 2 Hydrograph 0.01 0.009= 0.009- 0.008= 0.008- 0.007- 0.007= 0.006= y 0.006- w • 0.005 ' 33 0.005 LL 0.004 0.004= 0.003= 0.003 0.002 0.002' 0.001 0.001= 0.000" 0 Inflow Area=256,060 sf _4_4-. 1_ J_ 1_ L_ L_ I 1 I I I I T r - r - r I I I I I I - I I H t 4- I I I I I i f 1 -I I I I I 1 1 1 I L_ L 1 1 L 1 I II I J 1 I I 1 1 1 1 1 1 1 1 -4--L _4_L_ - _1_4 _1- 1_ - I +-+-r-I-+-+-i-----1-+-H-l- -+-r 1111 1 T T-r-r--J-T-r-1 -T-i -1 I nnl rf 0.01 cfs 1 L 1 J L L J 1 L 1 1 1 1 1 1 I L L 1 4 4 !- I 4 I I J 4 I I I 1 - t r1 r 1 t r t- 11 1 1 1 1 1 1 T r r 1 T T r 1 7, T r 7- 1 1 1 1 1 1 1 1 1 1 J I L L I J 1 L 1 _ L _ _ J _ 1 _ 1. . 4-r r I I 4 - 4 - 4- - - 1 -4-t- r-1- I I I 1 I 1 1 I I I _ L 1 !- - -F I I T r 7 T TT I I I 1 L 4 _ L r r 1 I I T - r - - - - - T _ r I I I I 1 I I JI 4 I 1 L J 4 L I I I 1 r r 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Inflow ❑ Primary 22084 -PRE Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 24 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentDAO: DA0 Subcatchment DA1: DA1 SubcatchmentDA2: DA2 Subcatchment DA2A: DA2A Pond 1P: Nat. Depression Pond SPO: Study Point 0 Pond SP1: Study Point 1 Pond SP2: Study Point 2 Runoff Area=1,201 sf 9.58% Impervious Runoff Depth=0.98" Tc=5.0 min CN=36/98 Runoff=0.02 cfs 99 cf Runoff Area=40,854 sf 0.00% Impervious Runoff Depth=0.14" Flow Length=135' Tc=8.0 min CN=30/0 Runoff=0.02 cfs 464 cf Runoff Area=170,184 sf 0.00% Impervious Runoff Depth=0.14" Flow Length=396' Tc=14.8 min CN=30/0 Runoff=0.07 cfs 1,934 cf Runoff Area=85,876 sf 0.00% Impervious Runoff Depth=0.14" Flow Length=200' Tc=10.7 min CN=30/0 Runoff=0.04 cfs 976 cf Peak Elev=93.95' Storage=976 cf Inflow=0.04 cfs 976 cf Outflow=0.00 cfs 0 cf Inflow=0.02 cfs 99 cf Primary=0.02 cfs 99 cf Inflow=0.02 cfs 464 cf Primary=0.02 cfs 464 cf Inflow=0.07 cfs 1,934 cf Primary=0.07 cfs 1,934 cf Total Runoff Area = 298,115 sf Runoff Volume = 3,473 cf Average Runoff Depth = 0.14" 99.96% Pervious = 298,000 sf 0.04% Impervious = 115 sf 22084 -PRE Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment DAO: DAO Runoff = 0.02 cfs @ 12.07 hrs, Volume= 99 cf, Depth= 0.98" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 410 30 Woods, Good, HSG A 115 98 Paved parking, HSG A 676 39 >75% Grass cover, Good, HSG A 1,201 42 Weighted Average 1,086 36 90.42% Pervious Area 115 98 9.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Ul 0 LL 5.0 Direct Entry, Direct 0.019- 0.017 =' 0.016= 0.015= 0.014 0.013- 0.012= 0.011 0.01 0.009= 0.008- 0.007=, 0.006= 0.005=: 0.004= 0.003= 0.002 0.001= 0 Subcatchment DAO: DA0 Hydrograph L - 4- ▪ I i � a� 25 Y€r L L __ II- _-L-L _L LL j ; Type III 24hr - NOAA+ Rainfal1. 6.-52" - � LQ_ _L_ Runoff Area=1, 1L'_sf Runoff Volume-109-cf - Runoff [depth= -0.98" _ Tc=5.0 mini CN=36/9$ - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ■ Runoff 22084 -PRE Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment DA1: DA1 Runoff 0.02 cfs @ 14.92 hrs, Volume= 464 cf, Depth= 0.14" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 40,854 30 Woods, Good, HSG A 40,854 30 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.1 45 0.0500 0.11 Sheet Flow, A to B Woods: Light underbrush n= 0.400 P2= 3.89" 0.9 90 0.1000 1.58 Shallow Concentrated Flow, B to C Woodland Kv= 5.0 fps 71) - LT. 8.0 135 Total 0.019- 0.018- 0.017= 0.016 0.015 0.014= 0.013 0.0127 0.0117, 0.01 0.009- 0.008- 0.007= 0.006- 0.005= 0.004- 0.003= 0.002- 0.001 0 Subcatchment DA1: DA1 Hydrograph 7 7 -1 7 -1 4 J J 4 4 T T r T t J J t t1 J J 1 II II 0.02 cfs 1 T 1 T T r 1 7 T r r 4 14 7 r r r- 1 17 7 1 1 1 1 1 I I I I I 7 7 7 7 7 4 1 7 7 1 I 1 1 7 t 7 7 I I 7 Type 11124 -hr + 25-YR NOAA+ Rainfall=6.52" -1 -+- Runoff Area=40,854 sf Runoff Volume=464 cf L Runoff Depth=0.14" Flow Length=135' Tc=8.0 min CN=30/0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Runoff 22084 -PRE Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment DA2: DA2 Runoff = 0.07 cfs @ 15.02 hrs, Volume= 1,934 cf, Depth= 0.14" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 170,184 30 Woods, Good, HSG A 170,184 30 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 50 0.0300 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.89" 5.3 346 0.0470 1.08 Shallow Concentrated Flow, A to B Woodland Kv= 5.0 fps 14.8 396 Total 0 u_ 0.075= 0.07 0.065= 0.06- 0.055= 0.057. 0.045- 0.04=: 0.035= 0.03- 0.025 0.02- 0.015 0.01 0.005= 0 Subcatchment DA2: DA2 Hydrograph L r r �i I I 1 I I I 1 I I I 1 • r r I I I 1 J- L- 1- 1- L I I I I I 1 I I 1 4 1 L 4- I I I I I I I ▪ I I I I I 1 T 1 1 L I I I 1 1 1 1 7 T r r 1 1 L 0.07 cfs 2 3 4 5 6 7 8 r I I I 1 1 L I I _I - Type 14 24 -hr 25-YRNOAA+ Rainfallr6.52" - RunoffArea,=170,184sf - Runoff Volurne=1,984cf- Runoff depth=O.- 4" - Flow Length=396` - Tc=1/►_4, 8 Iem ink L CiW=3Q�d 1 1 T r 1 1 1 r T 1 1 1 1 1 1 L 1 I I I I I I 1 I I I I I ▪ _ I I I I 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Runoff 22084 -PRE Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment DA2A: DA2A Runoff = 0.04 cfs @ 14.96 hrs, Volume= 976 cf, Depth= 0.14" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 85,876 30 Woods, Good, HSG A 85,876 30 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 50 0.0400 0.10 Sheet Flow, A to B Woods: Light underbrush n= 0.400 P2= 3.89" 2.2 150 0.0500 1.12 Shallow Concentrated Flow, B to C Woodland Kv= 5.0 fps 10.7 200 Total Subcatchment DA2A: DA2A Hydrograph 0 LL 0.038- 0.036- 0.034+ 0.032= 0.03- 0.028- 0.026- 0.024- 0.022- 0.02 0.018 0.016 0.014= 0.012- 0.01= 0.008- 0.006+ 0.004 0.002= T T I 1 1 1 1 i t I 4 T T1 -1 7 T TT T T 1 ------1-+-+-+-4--I- I I I I 1 I I I I I -1 t t r Y' 1 4. 1 1 1 r Type- III 24 -hr 25-YR NOAA+ Rainfall=6.52" Runoff Area=85,876 sf - L L 1, Runoff Volume=976 cf Runoff Depth=0.14" - Flow Length=200' - Tc=10.7 min CN=30/0 1 I I 1 I I r I I I I 1 1 1 1 4- 1 1 1 1 1 ---1-T-T-r-r" I I I I I -1 T T r r 1 1 1 1 1 1 1 T T r I 1 1 1- 1 1 + 1 1 1 -1 t 1- 1- -1 t t 1- 1 t t t r 1 1 1 1 1 1 1 1 1 -r, I I I I I I I I T T r T 4 1 T r r T T r 1 1 r r r r 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Runoff 22084 -PRE Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 29 Summary for Pond 1P: Nat. Depression Inflow Area = 85,876 sf, 0.00% Impervious, Inflow Depth = 0.14" for 25-YR NOAA+ event Inflow = 0.04 cfs @ 14.96 hrs, Volume= 976 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 93.95' © 24.65 hrs Surf.Area= 2,005 sf Storage= 976 cf Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 93.00' 15,320 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 93.00 40 0 0 94.00 2,100 1,070 1,070 95.00 6,700 4,400 5,470 96.00 13,000 9,850 15,320 Device Routing Invert Outlet Devices #1 Primary 95.80' 20.0' long x 10.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=93.00' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 22084 -PRE Prepared by {enter your company name here} HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC 0 LL 0.038 0.036- 0.034-1 0.032= 0.03 0.028_ 0.026= 0.024= 0.022= 0.02 0.018= 0.016 0.014= 0.012- 0.01 0.008= 0.006= 0.004= Pond 1P: Nat. Depression Hydrograph Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Printed 12/23/2022 Page 30 I I I 1 L I I I 1 _ L _ L I I I I I + J- 4- I -r-r I 7 r 1 I 1 1 I 1 1 I I I _J I L L I 1 I J L _I 1 � 1 11 L 1-nflow Aroa=85,876i sf I I I Storage=97k6rcf- r T I I I L V I I I I I I Peak EIeV=93:95` 0.00 cfs 0 Viiiii I I I I I L I I II I I I J 1 L I I I -4 + L 4- 1- I- I I I -1, - I I r - r - r - I 4 r r I I 1 I I I I J _ -II- .J I I 1 L L I z JV'il/r 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) n Inflow ❑ Primary 22084 -PRE Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 31 Summary for Pond SPO: Study Point 0 Inflow Area = 1,201 sf, 9.58% Impervious, Inflow Depth = 0.98" for 25-YR NOAA+ event Inflow = 0.02 cfs @ 12.07 hrs, Volume= 99 cf Primary = 0.02 cfs @ 12.07 hrs, Volume= 99 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond SPO: Study Point 0 Hydrograph 0 LL 0.019- 0.018= 0.017= 0.016= 0.015= 0.014= 0.013= 0.012= 0.011. 0.01 0.009= 0.008 0.0077 0.006= 0.005= 0.004= 0.003 0.002= 0.001 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Inflow ❑ Primary 22084 -PRE Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 32 Summary for Pond SP1: Study Point 1 Inflow Area = 40,854 sf, 0.00% Impervious, Inflow Depth = 0.14" for 25-YR NOAA+ event Inflow = 0.02 cfs @ 14.92 hrs, Volume= 464 cf Primary = 0.02 cfs @ 14.92 hrs, Volume= 464 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond SP1: Study Point 1 Hydrograph 0.019, 0.018 0.017= 0.016 0.015= 0.014 0.013= 0.012- 0.011= 0.011 0.009= 0.008' 0.007- 0.0061 0.005 0.004- 0.003= 0.002= 0.001 o,• r.�„ 0 1 2 3 4 5 6 7 8 9 10 11 12 4 1_1 1 1 _1_ 1 _ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Inflow Area=40,854 sf 1 i 1 L L _ L _ L _ J 1 1 _ J _ 1 _ L _ L _ J 1 L L -I 1 J- 1- ❑ Inflow ❑ Primary 22084 -PRE Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 33 Summary for Pond SP2: Study Point 2 Inflow Area = 256,060 sf, 0.00% Impervious, Inflow Depth = 0.09" for 25-YR NOAA+ event Inflow = 0.07 cfs @ 15.02 hrs, Volume= 1,934 cf Primary = 0.07 cfs @ 15.02 hrs, Volume= 1,934 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond SP2: Study Point 2 Hydrograph 0.075 0.07= 0.055- 0.05 0.045= 0 U 0.04= ° LL 0.035= 0.03 0.025= 0.02= 0.015= 0.01 0.005= 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Inflow Area=256,06Q sf ❑ Inflow ❑ Primary 22084 -PRE Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 34 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentDAO: DA0 Subcatchment DA1: DA1 SubcatchmentDA2: DA2 Subcatchment DA2A: DA2A Pond 1P: Nat. Depression Pond SPO: Study Point 0 Pond SP1: Study Point 1 Pond SP2: Study Point 2 Runoff Area=1,201 sf 9.58% Impervious Runoff Depth=1.78" Tc=5.0 min CN=36/98 Runoff=0.04 cfs 178 cf Runoff Area=40,854 sf 0.00% Impervious Runoff Depth=0.55" Flow Length=135' Tc=8.0 min CN=30/0 Runoff=0.18 cfs 1,868 cf Runoff Area=170,184 sf 0.00% Impervious Runoff Depth=0.55" Flow Length=396' Tc=14.8 min CN=30/0 Runoff=0.67 cfs 7,783 cf Runoff Area=85,876 sf 0.00% Impervious Runoff Depth=0.55" Flow Length=200' Tc=10.7 min CN=30/0 Runoff=0.36 cfs 3,927 cf Peak Elev=94.75' Storage=3,927 cf Inflow=0.36 cfs 3,927 cf Outflow=0.00 cfs 0 cf Inflow=0.04 cfs 178 cf Primary=0.04 cfs 178 cf Inflow=0.18 cfs 1,868 cf Primary=0.18 cfs 1,868 cf Inflow=0.67 cfs 7,783 cf Primary=0.67 cfs 7,783 cf Total Runoff Area = 298,115 sf Runoff Volume = 13,757 cf Average Runoff Depth = 0.55" 99.96% Pervious = 298,000 sf 0.04% Impervious = 115 sf 22084 -PRE Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 35 Summary for Subcatchment DAO: DA0 Runoff = 0.04 cfs @ 12.10 hrs, Volume= 178 cf, Depth= 1.78" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type 11124 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 410 30 Woods, Good, HSG A 115 98 Paved parking, HSG A 676 39 >75% Grass cover, Good, HSG A 1,201 42 Weighted Average 1,086 36 90.42% Pervious Area 115 98 9.58% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.044- 0.042 0.04- 0.038= 0.036 0.034' 0.032= 0.03= 0.028- 0.026- 0.024= 0.022 0.02 0.0181 0.016 0.014-1 0.012-1 0.01 0.008 0.006= 0.004 0.002= 0 Subcatchment DAO: DAO Hydrograph . T 11 1 1 1 1 1 1 1 1 1 1 J 1 1 1 L 1 I 1 +- -1-1, 1 1 I I I I I 1 1 T T r 1 I I I I I I 1 1 1 1 1 1 1 1 1 1 L 1 I I I I I I I -+-+-+- f- - I I I I I I - T- T- T- r 1 I I I 1 I I I 1 1 1 1 , r T T 7 r 1 1 1 1, 1 1 1 1 1 T T_ 1 1 1 1 0.04 cfs - 11 1 1 1 1 I 1 1 I1 1 1 1 1 1 1 1 1I I L L 1 JI 1- Type III 24 -hr I I I I I I T 1 1 1 1 T 1 1 ' 100-YR NOAA+ Rainfall=8.53" 1 1 - J 1 1 1 L 1 I I I I I -1 I I I I I I 1 T T rI I I I 1 I I I 1 1 17 1 1 4 + + + + I I I I- I I I I I 1 11 1 1 1 1 1 I + 1 1 1 1 1 1 1 1 1 1 I Runoff Area=1,201 sf 1 L 1 1 1 1 1 1 L L. T -- +-+- Runoff Volume=178 cf 1 1 1 1 1 1 1 ,- - TI - r- 1 -1- 1 Runoff Pepth=1.78" I I I I I I I I I 1 1 1 1 1 1 1 1_L 1 1 1 L 11 1 1 L 1 Tc 5.0 m i n 1 1 - CN=36/98 T- f I 1 T T r 11 T T r- 1- 1 li mil II mil 1 1 1 1 1- 1 mil 1 I 1 1 1 1 1 1 L 1 1 I 1 L I 1 1 1 L L 1 I 1 I 1 1 1 1 1 1 I 1 11 1 1 1 1 I + -L---I-� + + + - - - -+-+-I-- ----+-+-+-+ 1 1 1 T-I------1-r T-T1 I -r -r -I ---1-T- -11- - I- - - - 1 1 1 1 T I 1 r1 T1 Y r 1 I 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 I 1 1 - = - I- - 1- -I- -1 -I - 1 - J- I 1 11 I 1 1 1 1 1 -I- I 1 1 1' -t -t 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Runoff 22084 -PRE Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment DA1: DA1 Runoff 0.18 cfs @ 12.41 hrs, Volume= 1,868 cf, Depth= 0.55" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 40,854 30 Woods, Good, HSG A 40,854 30 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.1 45 0.0500 0.11 Sheet Flow, A to B Woods: Light underbrush n= 0.400 P2= 3.89" 0.9 90 0.1000 1.58 Shallow Concentrated Flow, B to C Woodland Kv= 5.0 fps 8.0 135 Total 0.19 0.18 0.17= 0.16= 0.15 0.14 0.13= 0.12 0.11= 0.1t. 0.09= 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 Subcatchment DA1: DA1 J_1_1_L_L L i_L_L__ I 1 1 L L 0.18 cfs 1 4 4 4 1 I 1 - 4 1 1- 1- I I --1-r-r-rt-t-r-r-r 1 I 1 -7-7-4-r-I- 71 I I -I- -- -7 1 -r -r 1 1 I 1 -1 1 1 r r 1 1 1 I 1 1 1 4 1 1 I 1 7 T r i Hydrograph 1 1 1 1 L L L 1- Type 11124 -hr 100-YR NOAA+Rainfall=8.53" Runoff Area=40,854 sf Runoff Volume=1,868 cf J J 1 i Runoff Depth=0.55" Flow Length=135' Tc=8.0 min 1 y-� -1 rt r 7 7 r 1 7 r- r- r 1 I I I t r F 1 I I I I r r 1 I I I CN ;30/0 1 1 1 1 1 -1 r r r 1 H Y 4 r r I- I I I I I I I 7 7 I I I I 1 1 -1 1 1 r r 1 I I I I I I 1 Tr - r I 1 1 1 7 7 T1 1 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Runoff 22084 -PRE Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 37 Summary for Subcatchment DA2: DA2 Runoff 0.67 cfs @ 12.51 hrs, Volume= 7,783 cf, Depth= 0.55" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 170,184 30 Woods, Good, HSG A 170,184 30 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 50 0.0300 0.09 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.89" 5.3 346 0.0470 1.08 Shallow Concentrated Flow, A to B Woodland Kv= 5.0 fps 14.8 396 Total 0.75- 0.7- 0.657 0.6- 0.55- 0.5= 0.45- • 0.4 = 0 0.35= LL 0.3- 0.25= 0.2- 0.15= 0.1- 0.05= Subcatchment DA2: DA2 Hydrograph 1 I I 1 I I 1 I I 4 i I 1 I I 1 I i I 1 J_ L_ i i I 1 7 T 1 1 i i I 1 I I I I I I i I 1 1 1 I I 1 1 I I 0.67 cfs 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 Time (hours) 29 30 31 32 33 34 35 36 0 1 2 3 4 5 6 7 8 9 10 11 12 I I L I 1 - -(- 1 I I 1 I I 1 1 t r r 1 +-+-4--r � i 1 � i 1 Type III 24 -hr 100-YR NOAA+ Rainfall=8.53" - Runoff Area=170;184 sf 1 Runoff Volume=7,783 cf Runoff Depth=0.55" Flow Length=396' i i I I 1 1 1 t i i I I i i I I i i I I i i I I 1 1 t T i 1 I L ✓ Tc=14.8 min CN ;30/0 l 7 T 1 1 1 1 I I I I 1 1 1 1 t Y t Y 1 1 1 I I I I I I I I I - - + - + 4- ❑ Runoff 22084 -PRE Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment DA2A: DA2A Runoff 0.36 cfs @ 12.45 hrs, Volume= 3,927 cf, Depth= 0.55" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 85,876 30 Woods, Good, HSG A 85,876 30 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 50 0.0400 0.10 Sheet Flow, A to B Woods: Light underbrush n= 0.400 P2= 3.89" 2.2 150 0.0500 1.12 Shallow Concentrated Flow, B to C Woodland Kv= 5.0 fps 10.7 200 Total 71) - LT. 0.4 0.38 0.36= 0.34 0.32 0.3= 0.28- 0.26= 0.24 0.22 0.2 0.18= 0.16 0.14= 0.12= 0.1 0.08 0.06 0.04 0.02 0 Subcatchment DA2A: DA2A Hydrograph L _ I tl 4 a- 1- I 1 I 1 .4-4- I 1 -r1 T T 1 T 1 a L L 1- L 1 1 1 i 1 1 T 1 T i r T r -4 -1 J 1 4- L. L 4 I 4- I 1 4 + L ti � I ( I I I I Type III -24 -hr 100 YR NOAA+'Rainfall=8.53" Runoff Area=85,876_sf - 4. Runoff Volume=3,927 cf L L 1 L L 1 T _ I T 7 T T r L L L L L T r Runoff Depth=0.55" - FIow-Length=200' - � I L L I I L L I I L 1 I I 4- 4- 4- r L 1 I I r -I I I r I r Tc=10.7 min CSI ;_3010 I I 1 1 1 1- 1 -+-.4 I I I I I I 1 1 r r I 1 I 1 1 I I 1 T T r 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Runoff 22084 -PRE Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 39 Summary for Pond 1P: Nat. Depression Inflow Area = 85,876 sf, 0.00% Impervious, Inflow Depth = 0.55" for 100-YR NOAA+ event Inflow = 0.36 cfs @ 12.45 hrs, Volume= 3,927 cf Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 94.75' @ 24.65 hrs Surf.Area= 5,540 sf Storage= 3,927 cf Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 93.00' 15,320 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 93.00 40 0 0 94.00 2,100 1,070 1,070 95.00 6,700 4,400 5,470 96.00 13,000 9,850 15,320 Device Routing Invert Outlet Devices #1 Primary 95.80' 20.0' long x 10.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=93.00' (Free Discharge) L1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 22084 -PRE Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 40 Pond 1P: Nat. Depression Hydrograph 0.4 0.38 0.36=' 0.34 I 1 0.32- 0.3 0.28 0.26 _ ----1-T-r-r • 0.24� --- T r 0.227'. • 0.18-? 0.16 0.14 0.12- 0.1 0.08 _ 1 0.06J 1 1 L .4 0.0 cfs:%//�/� t -r -r T 1 r Inflow Area=85,876 sfl- Peak Elev=94.75'11- _1 1 L 1 J 1 1 J. _ :. 1_ J. _ + 111 ' 1+ 1 Sto rage=3,92-7 cf� - _, r r -l „ r r 1 + , r r , 1 1 1 1 1 1 1 r r 1 7 r r I I I I 1 1 1 1 I I I I I I --i--1 - } I- " T r I 1 i 11 41 1 1 L -1-T-r-r -1 4 4 I- - 1 - 1- r J 1 L L J 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Li Inflow ❑ Primary 22084 -PRE Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 41 Summary for Pond SPO: Study Point 0 Inflow Area = 1,201 sf, 9.58% Impervious, Inflow Depth = 1.78" for 100-YR NOAA+ event Inflow = 0.04 cfs @ 12.10 hrs, Volume= 178 cf Primary = 0.04 cfs @ 12.10 hrs, Volume= 178 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond SPO: Study Point 0 Hydrograph 0.044 0.042- 0.04- 0.038 0.036- 0.034 0.032 0.03- 0.028 0.026 u 0.024 0.022 0 0.02 LL 0.018 0.016- 0.014 0.012 0.01 0.008= 0.006= 0.004 0.002 0 01 I I I I I I _L_L_I_4- 1 1 1 ' 41 1- 41 I 7 r 1 1 nnarf 0.04 cfs 1 1 /. 1 I I I I I 1 - 1 1 1 - + - - - + - + - - -I- � - + - - - + - + - i- - - - - - - + - + - - - - - + I 1 ,1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 rr I I _ _1. _ 7 7 1 -1 1 ; 1 1 7 1 1 1 7 1 1__1_,_�._r_1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 I 1 1 7 r rI -1 7 1 1 1 1 1 1 1 +-L-L-1---+ 1 1 1 t r r 1 r 4 1 1 I I I I I 4_1 -L_1 -J_1 4 4 r 1 r t -1-4 - l - L - 1- -1 1 - 1 - 1 1 1 1 1 1 1 1 1 1 1 1 1 7 7 1 1 7 7 r 1 1 7 7 1 1 7 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 L----J-1-L----1-L-L----1-1-L-I J 1 L L ✓ I I '1 -7 -I---t---r-I---t-4-1--1-7 -4-7-1- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I_1_L_ L _I__I_ 1_ L_ I 1 1 1 1 1 1 1 1 1 1 11 ✓ ----y-t-r---I-t-r-r -1--I- t- r - I1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 , 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 _ _I _ _. I L I I I L _ e I J 1 L L L _ L I_ _I _ J 1 L 1 1 I 1 1 I I 1 I--I-+-?--F-I-+ I -I -+- t - ---I--r-+-F-I--I-+-+-H-I--I-+-+-I--I--1-+-*-I I l i l l i , 1 1 1 1 1 1 1 1 1 1 1 1 1 m ---1 L 1 1J ,�i It j 1 I 1 1 I i i l l i l 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Inflow ❑ Primary 22084 -PRE Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 42 Summary for Pond SP1: Study Point 1 Inflow Area = 40,854 sf, 0.00% Impervious, Inflow Depth = 0.55" for 100-YR NOAA+ event Inflow = 0.18 cfs @ 12.41 hrs, Volume= 1,868 cf Primary = 0.18 cfs @ 12.41 hrs, Volume= 1,868 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond SP1: Study Point 1 Hydrograph 0.19= 0.18 0.17 0.16= 0.15 0.14= 0.13 0.12 0.11 0.1t. 0 0.09- u. 0.08- 0.07- 0.06- 0.05 0.04 0.03- 0.02 0.01 0 0 1 2 3 4 5 6 7 8 910 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) (1 1R rfs 0.18cfs I Inflow Area=40,854 sf ❑ Inflow ❑ Primary 22084 -PRE Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 43 Summary for Pond SP2: Study Point 2 Inflow Area = 256,060 sf, 0.00% Impervious, Inflow Depth = 0.36" for 100-YR NOAA+ event Inflow = 0.67 cfs @ 12.51 hrs, Volume= 7,783 cf Primary = 0.67 cfs @ 12.51 hrs, Volume= 7,783 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond SP2: Study Point 2 Hydrograph 0.75- 0.7= 0.65= 0.6= 0.55 0.57 0.45= (q = 0.4 0 0.35 LL 0.3= 0.25 0.2- 0.15H' 0.1- 0.05= 0 5 6 7 8 910 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 1 2 3 4 (1 R7 rfs 0.67 cfs I ❑ Inflow ❑ Primary (DA2d) (B3) (B4) (B5) DA2d Build i 3 Bu ding 4 Building 5 KDA2e)DA2e (DA2i) D�PP�4 DA2i (B2) DA2c URC 2 Subcat URC 1 Reach (DA1 a) SP1 DA1a Stud"ant 1 <DA2f) (DA1) D 5P DA2f (B1) (B10) Building 1 DA1 Surface Infiltration Basin (B9 Building 10 \ / Building 9 <DA2g) DA2g Study Point 2 URC 3 (DA2) DA2 URC 4 /6N34 (:)A2I Grass Depression DA2k (DAO) (DA2a) (DA2h) DAO SP0 (DA2I (B6) DA2a DA2 h \\,6A2j Building 6 \B7> 4P �S Building 7 (B8) Building 8 Routing Diagram for 22084 -POST Prepared by {enter your company name here}, Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC 22084 -POST Prepared by {enter your company name here} HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Event# Event Name Rainfall Events Listing (selected events) Printed 12/23/2022 Page 2 Storm Type Curve Mode Duration B/B Depth AMC (hours) (inches) 1 2-YR NOAA+ 2 10-YR NOAA+ 3 25-YR NOAA+ 4 100-YR NOAA+ Type III 24 -hr Type III 24 -hr Type III 24 -hr Type III 24 -hr Default Default Default Default 24.00 24.00 24.00 24.00 1 1 1 1 3.61 5.27 6.52 8.53 2 2 2 2 22084 -POST Prepared by {enter your company name here} HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) Printed 12/23/2022 Page 3 96,571 39 >75% Grass cover, Good, HSG A (DAO, DA1, DA1a, DA2, DA2a, DA2b, DA2c, DA2d, DA2e, DA2f, DA2g, DA2h, DA2i, DA2j, DA2k) 16,858 30 Meadow, non -grazed, HSG A (DA2) 62,561 98 Paved parking, HSG A (DAO, DA1, DA2a, DA2b, DA2c, DA2d, DA2e, DA2f, DA2g, DA2h, DA2i, DA2j, DA2k) 3,701 98 Roofs, HSG A (B2, DA2c) 265 98 Unconnected pavement, HSG A (DA2) 26,435 98 Unconnected roofs, HSG A (B1, B10, B11, B2, B3, B4, B5, B6, B7, B8, B9) 1,973 98 Water Surface, HSG A (DA1, DA2a, DA2b, DA2c, DA2d, DA2f, DA2g, DA2h, DA2i, DA2k) 89,149 30 Woods, Good, HSG A (DAO, DA1, DA1a, DA2, DA2c, DA2d, DA2e, DA2g, DA2i, DA2j) 297,513 55 TOTAL AREA 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61 " Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 4 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment B1: Building 1 SubcatchmentB10: Building 10 SubcatchmentB11: Building 11 Subcatchment B2: Building 2 Subcatchment B3: Building 3 Subcatchment B4: Building 4 Subcatchment B5: Building 5 Subcatchment B6: Building 6 Subcatchment B7: Building 7 Subcatchment B8: Building 8 Subcatchment B9: Building 9 SubcatchmentDAO: DA0 Subcatchment DA1: DA1 Subcatchment DA1 a: DA1 a Subcatchment DA2: DA2 SubcatchmentDA2a: DA2a Runoff Area=2,250 sf 100.00% Impervious Runoff Depth=3.38" Tc=5.0 min CN=0/98 Runoff=0.18 cfs 633 cf Runoff Area=2,380 sf 100.00% Impervious Runoff Depth=3.38" Tc=5.0 min CN=0/98 Runoff=0.19 cfs 670 cf Runoff Area=1,700 sf 100.00% Impervious Runoff Depth=3.38" Tc=5.0 min CN=0/98 Runoff=0.14 cfs 478 cf Runoff Area=6,730 sf 100.00% Impervious Runoff Depth=3.38" Tc=5.0 min CN=0/98 Runoff=0.55 cfs 1,893 cf Runoff Area=2,380 sf 100.00% Impervious Runoff Depth=3.38" Tc=5.0 min CN=0/98 Runoff=0.19 cfs 670 cf Runoff Area=2,570 sf 100.00% Impervious Runoff Depth=3.38" Tc=5.0 min CN=0/98 Runoff=0.21 cfs 723 cf Runoff Area=2,570 sf 100.00% Impervious Runoff Depth=3.38" Tc=5.0 min CN=0/98 Runoff=0.21 cfs 723 cf Runoff Area=2,570 sf 100.00% Impervious Runoff Depth=3.38" Tc=5.0 min CN=0/98 Runoff=0.21 cfs 723 cf Runoff Area=2,380 sf 100.00% Impervious Runoff Depth=3.38" Tc=5.0 min CN=0/98 Runoff=0.19 cfs 670 cf Runoff Area=1,700 sf 100.00% Impervious Runoff Depth=3.38" Tc=5.0 min CN=0/98 Runoff=0.14 cfs 478 cf Runoff Area=2,570 sf 100.00% Impervious Runoff Depth=3.38" Tc=5.0 min CN=0/98 Runoff=0.21 cfs 723 cf Runoff Area=1,201 sf 48.21% Impervious Runoff Depth=1.63" Tc=5.0 min CN=37/98 Runoff=0.05 cfs 163 cf Runoff Area=21,422 sf 34.53% Impervious Runoff Depth=1.17" Tc=5.0 min CN=35/98 Runoff=0.60 cfs 2,081 cf Runoff Area=18,078 sf 0.00% Impervious Runoff Depth=0.00" Tc=5.0 min CN=32/0 Runoff=0.00 cfs 0 cf Runoff Area=65,271 sf 0.41% Impervious Runoff Depth=0.01" Flow Length=228' Tc=6.5 min CN=33/98 Runoff=0.02 cfs 75 cf Runoff Area=16,853 sf 74.14% Impervious Runoff Depth=2.51" Tc=5.0 min CN=39/98 Runoff=1.01 cfs 3,520 cf 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61 " Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 5 SubcatchmentDA2b: DA2b Subcatchment DA2c: DA2c Subcatchment DA2d: DA2d SubcatchmentDA2e: DA2e Subcatchment DA2f: DA2f SubcatchmentDA2g: DA2g SubcatchmentDA2h: DA2h SubcatchmentDA2i: DA2f Su bcatchment DA2j: DA2j SubcatchmentDA2k: DA2k Pond 1P: URC 1 Pond 2P: URC 2 Pond 3P: URC 3 Pond 4P: URC 4 Runoff Area=8,485 sf 54.67% Impervious Runoff Depth=1.85" Tc=5.0 min CN=39/98 Runoff=0.38 cfs 1,310 cf Runoff Area=13,038 sf 42.77% Impervious Runoff Depth=1.45" Tc=5.0 min CN=37/98 Runoff=0.45 cfs 1,571 cf RunoffArea=21,166 sf 60.90% Impervious Runoff Depth=2.06" Tc=5.0 min CN=37/98 Runoff=1.05 cfs 3,628 cf Runoff Area=40,408 sf 0.86% Impervious Runoff Depth=0.03" Tc=5.0 min CN=33/98 Runoff=0.03 cfs 97 cf Runoff Area=7,710 sf 85.76% Impervious Runoff Depth=2.90" Tc=5.0 min CN=39/98 Runoff=0.54 cfs 1,862 cf Runoff Area=22,572 sf 33.12% Impervious Runoff Depth=1.12" Tc=5.0 min CN=34/98 Runoff=0.61 cfs 2,103 cf Runoff Area=3,473 sf 80.54% Impervious Runoff Depth=2.72" Tc=5.0 min CN=39/98 Runoff=0.23 cfs 788 cf Runoff Area=7,087 sf 45.87% Impervious Runoff Depth=1.55" Tc=5.0 min CN=35/98 Runoff=0.26 cfs 915 cf Runoff Area=17,624 sf 2.80% Impervious Runoff Depth=0.10" Tc=5.0 min CN=37/98 Runoff=0.04 cfs 142 cf Runoff Area=3,325 sf 9.62% Impervious Runoff Depth=0.34" Tc=5.0 min CN=39/98 Runoff=0.03 cfs 94 cf Peak Elev=91.44' Storage=2,670 cf Inflow=2.67 cfs 9,251 cf Discarded=0.37 cfs 9,251 cf Primary=0.00 cfs 0 cf Outflow=0.37 cfs 9,251 cf Peak Elev=91.66' Storage=0.030 af Inflow=1.51 cfs 5,252 cf Discarded=0.27 cfs 5,252 cf Primary=0.00 cfs 0 cf Outflow=0.27 cfs 5,252 cf Peak Elev=89.95' Storage=2,179 cf Inflow=2.02 cfs 7,016 cf Discarded=0.24 cfs 7,016 cf Primary=0.00 cfs 0 cf Outflow=0.24 cfs 7,016 cf Peak Elev=91.19' Storage=0.015 af Inflow=0.81 cfs 2,801 cf Discarded=0.16 cfs 2,801 cf Primary=0.00 cfs 0 cf Outflow=0.16 cfs 2,801 cf Pond 5P: Surface Infiltration Basin Peak Elev=100.63' Storage=832 cf Inflow=0.60 cfs 2,081 cf Discarded=0.05 cfs 2,081 cf Primary=0.00 cfs 0 cf Outflow=0.05 cfs 2,081 cf Pond 6P: Grass Depression Pond SPO: SPO Pond SP1: Study Point 1 Peak Elev=95.06' Storage=3 cf Inflow=0.03 cfs 94 cf Discarded=0.02 cfs 94 cf Primary=0.00 cfs 0 cf Outflow=0.02 cfs 94 cf Inflow=0.05 cfs 163 cf Primary=0.05 cfs 163 cf Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 6 Pond SP2: Study Point 2 Inflow=0.02 cfs 75 cf Primary=0.02 cfs 75 cf Total Runoff Area = 297,513 sf Runoff Volume = 26,732 cf Average Runoff Depth = 1.08" 68.09% Pervious = 202,578 sf 31.91% Impervious = 94,935 sf 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment B1: Building 1 Runoff = 0.18 cfs @ 12.07 hrs, Volume= 633 cf, Depth= 3.38" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 2,250 98 Unconnected roofs, HSG A 2,250 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) U 0 0 5.0 Direct Entry, Direct 0.2 0.19= 0.18 0.16= 0.15= 0.14- 0.13= 0.12 0.11. 0.1' 0.09= 0.08- 0.07- 0.05 0.04=' + +• 0.035 0.025 0.01 0' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) Subcatchment B1: Building 1 Hydrograph 1 type IiI 24-.h. - 2-YR NOAA+ R'iOnfall=3�61'- - ' Runoff Area=2,2-50 sf - Runoff Volume=633 cf RunoffDepth=3:38" - Tc=5.Ornln _ CN=0f98 - 24 25 26 27 28 29 30 31 32 33 34 35 36 ■ Runoff 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment B10: Building 10 Runoff = 0.19 cfs @ 12.07 hrs, Volume= 670 cf, Depth= 3.38" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 2,380 98 Unconnected roofs, HSG A 2,380 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.21 0.2 = 0.19= 0.18= 0.17= 0.16 0.15 0.14-1 0.13 0.12 0.08 0.07 0.06 0.05 0.047T- 0 Subcatchment B10: Building 10 Hydrograph 1 I-1 1 L 1 4- - 7 1- I J 1 L L I t- 11- r I I f 1 I I I - L L 4- I- I 1 r r r 1 L L I I L -I I T r r I I 1 7 7 T r r r 1 I 1 I" 1 I I 1 I I 1 I I I I L L I I ; 4- 4- I I I I I I T r r Type Ilai24-hrs 2=YR NOAA+�R11ai1nfalF=3161" 1 t- t- r- r I -I -- Rtrncif# Area=2,38'0 I I I 1 L L I I I I r + r r I I I I Runoff Volume=670 cf - I I I I I I I Runoff Depth=3.38" I I I I I I I I J 1 1 L L I 1 1 1 L L 1 I I I 1 1 41 1- 1- -I a .F L I 1 I I I 1 T r r r I 7 7 T r r I I I 1 1 I L I I ✓ I Tc=5.0 mi n - C h1=0/98- 1 I I L I I I I I L L 1 F I- L -I -I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment B11: Building 11 Runoff = 0.14 cfs @ 12.07 hrs, Volume= 478 cf, Depth= 3.38" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 1,700 98 Unconnected roofs, HSG A 1,700 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) a 0 5.0 Direct Entry, Direct 0.157_ 0.1 0.09 0.087' 0.07 0.06 0.05= 0.04 0.03- 0.02 0.01- 0 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) 24 25 26 27 28 29 30 31 32 33 34 35 36 Subcatchment B11: Building 11 Hydrograph - it 4- f type III 24 -hr- - 2-YFt NOAA+ Rainfall=3.61" - Runoff Area=1,70;0 ;sf 4- Runoff Volume=478 cf Runoff Depth=3.38" Tc=55.0 min - C N=0198- - 4- ■ Runoff 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment B2: Building 2 Runoff = 0.55 cfs @ 12.07 hrs, Volume= 1,893 cf, Depth= 3.38" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 3,365 98 Unconnected roofs, HSG A 3,365 98 Roofs, HSG A 6,730 98 Weighted Average 6,730 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment B2: Building 2 Hydrograph 0.6 0.55- 0.5 0.45 0.4- , 0.35_ U - 0.3- o - u 0.25- 0.05- r + L J r r r I I 1 T r r I I I I I I 1 1 L L I I I I I I 1 7 r r j r r r type 11(24 -hr NOAA+'R'lainfall=361' 1 !Runoff Area=6,73'0 sf Runoff Volume=1,89''3 cf Runoff Depth=338" r I I I I I r T r r 1 r r r r I 1 1 1 I I I I I I 1 1 1 I I I I I 1 + + I- 'r - - - J -4 + 4- H L 1 1 1 1 I I I I I J 1 1 1 LL I I Tc=5.0 'Imin ✓ C M=0/98- - L 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ■ Runoff 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment B3: Building 3 Runoff = 0.19 cfs @ 12.07 hrs, Volume= 670 cf, Depth= 3.38" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 2,380 98 Unconnected roofs, HSG A 2,380 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.21 0.2 = 0.19= 0.18= 0.17= 0.16 0.15 0.14-1 0.13 0.12 0.08 0.07 0.06 0.05 0.047T- 0 Subcatchment B3: Building 3 Hydrograph 1 I_1 I 1 1 L L I I I J 1 L L I t- " 11- r I I f 1 L L 4- I- I 1 r r r r 1 1 L L I I 1-I I T r r I I 1 l 7 T r r r 1 I 1 I" I I I 1 I ; 4- 4- I I I t" I T r r I I 1 Type Ilai24-hrs 2=YR NOAA+�RIlailnfalF=3161" 1 t- t- r- r 1 1 -I -- Rtrncif# Area=2,38'0 E. _ 1.. r + r r I I I I Runoff Volume=670 cf - I I I I I I I Runoff Depth=3.38" -t tr t --I-- I 1 1 I I I I J 1 1 L L I 1 14 1 1 L 1 I I 1 1 41 1- 1- 1 -1 -1 .F L I 1 I I 1 T r r r 1 7 7 T r r 1 I I 1 1 1 L I I r I Tc=5.0 mi n- CN=0/98- 1 1 L I I I I L L 1 1-I -I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment B4: Building 4 Runoff = 0.21 cfs @ 12.07 hrs, Volume= 723 cf, Depth= 3.38" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 2,570 98 Unconnected roofs, HSG A 2,570 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment B4: Building 4 Hydrograph 0.23 is II I 0.22 0.21 0.2 0.19 0.18 0.17 0.16 ri 0.15 0.14 0.137; r T 0.12= 0.1- 0.09- 0.08 0.07- I I 1 L L L - 1, 0.05=' 0.04 0.03= 0.02 0.01 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) L + - + 1 11- r r 1 1 1 1 1 7 T tyipe 1II 214 hi� 2-YR-NOAA+ Rainfall=3.69'�— I I 1 1 1 1 1 F 1 E L 1 L 1 H H 1 T r L L I F F 1 I Runoff Area=2,570'sf Runoff Volume=723 cf - Runoff Depth=3.38" Tc=5.0 min + T T CN=0/98- - L 1 I 1 1 I I I I I I I I L 1 1 1 1 1 1 1 L -4 T F 1 T L L F F 1 1 ✓ I 1 1 I 1 1 1 1 1 1 1 t - 4--1- - 24 25 26 27 28 29 30 31 32 33 34 35 36 ■ Runoff 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment B5: Building 5 Runoff = 0.21 cfs @ 12.07 hrs, Volume= 723 cf, Depth= 3.38" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 2,570 98 Unconnected roofs, HSG A 2,570 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment B5: Building 5 Hydrograph 0.231 is 0.22 0.21 0.2 0.19 0.18 0.17 0.16 ri 0.15 0.14 0.137; r T 0.12= 0.1- 0.09- 0.08 0.07- I I 1 I L L 1 L-1 I 0.05=' 0.04 0.03= 0.02 0.01 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) L + - + 1 11- r r 1 1 1 1 T 1 [ I I I tyipe 1II 214 hi� 2-YR-NOAA+ Rainfall=3.69'�— I I 1 1 1 1 • F F 1 1 E L 1 L 1 1 F F 1 1 ✓ I r L L I I F F I I Runoff Area=2,570'sf Runoff Volume=723 cf - Runoff Depth=3.38" Tc=5.0 min r + F I + I T T CN=0/98- - L 1 I 1 _ 1_ _ I I I I I I I I 1 1L 1 1 I 1 1 L -4 T F 1 T L L � - F 1 1 ✓ 1 1 1 I 1 1 + I I 1 1 1 1 1 t - 4--1- - 24 25 26 27 28 29 30 31 32 33 34 35 36 ■ Runoff 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment B6: Building 6 Runoff = 0.21 cfs @ 12.07 hrs, Volume= 723 cf, Depth= 3.38" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 2,570 98 Unconnected roofs, HSG A 2,570 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment B6: Building 6 Hydrograph 0.23 is II I 0.22 0.21 0.2 0.19 0.18 0.17 0.16 ri 0.15 0.14 0.137; r T 0.12= 0.1- 0.09- 0.08 0.07- I I 1 L L L - 1, 0.05=' 0.04 0.03= 0.02 0.01 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) L + - + 1 11- r r 1 1 1 1 1 7 T tyipe 1II 214 hi� 2-YR-NOAA+ Rainfall=3.69'�— I I 1 1 1 1 1 F 1 E L 1 L 1 H H 1 T r L L I F F 1 I Runoff Area=2,570'sf Runoff Volume=723 cf - Runoff Depth=3.38" Tc=5.0 min + T T CN=0/98- - L 1 I 1 1 I I I I I I I I L 1 1 1 1 1 1 1 L -4 T F 1 T L L F F 1 1 ✓ I 1 1 I 1 1 1 1 1 1 1 t - 4--1- - 24 25 26 27 28 29 30 31 32 33 34 35 36 ■ Runoff 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment B7: Building 7 Runoff = 0.19 cfs @ 12.07 hrs, Volume= 670 cf, Depth= 3.38" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 2,380 98 Unconnected roofs, HSG A 2,380 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.21 0.2 = 0.19= 0.18= 0.17= 0.16 0.15 0.14-1 0.13 0.12 0.08 0.07 0.06 0.05 0.047T- 0 Subcatchment B7: Building 7 Hydrograph 1 I_1 I 1 1 L L I I I J 1 L L I t- " 11- r I I f 1 L L 4- I- I 1 r r r r 1 1 L L I I 1-I I T r r I I 1 l 7 T r r r 1 I 1 I" I I I 1 I ; 4- 4- I I I t" I T r r I I 1 Type Ilai24-hrs 2=YR NOAA+�RIlailnfalF=3161" 1 t- t- r- r 1 1 -I -- t Rtrncif# Area=2,38'0 E. _ 1.. r + r r I I I I Runoff Volume=670 cf - I I I I I I I Runoff Depth=3.38" -t tr t --I-- I 1 1 I I I I I J 1 1 L L I 1 14 1 1 L 1 I I 1 1 41 1- 1- 1 -1 - .F L I 1 I I 1 T r r r 1 7 7 T r r 1 I I 1 1 1 L I I r I Tc=5.0 mi n- CN=0/98- 1 L I I I I I L L 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment B8: Building 8 Runoff = 0.14 cfs @ 12.07 hrs, Volume= 478 cf, Depth= 3.38" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 1,700 98 Unconnected roofs, HSG A 1,700 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) a 0 5.0 Direct Entry, Direct 0.157_ 0.1 0.09 0.087' 0.07 0.06 0.05= 0.04 0.03- 0.02 0.01- 0 0 Subcatchment B8: Building 8 Hydrograph it - 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) 24 25 26 27 28 29 30 31 32 33 34 35 36 f type III 24 -hr- - 2-YFt NOAA+ Rainfall=3.61" - Runoff Area=1,70;0 ;sf 4- Runoff Volume=478 cf Runoff Depth=3.38" Tc=55.0 min - C N=0198- - 4- ■ Runoff 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment B9: Building 9 Runoff = 0.21 cfs @ 12.07 hrs, Volume= 723 cf, Depth= 3.38" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 2,570 98 Unconnected roofs, HSG A 2,570 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment B9: Building 9 Hydrograph 0.231 is 0.22 0.21 0.2 0.19 0.18 0.17 0.16 ri 0.15 0.14 0.137; r T 0.12= 0.1- 0.09- 0.08 0.07- I I 1 I L L 1 L-1 I 0.05=' 0.04 0.03= 0.02 0.01 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) L + - + 1 11- r r 1 1 1 1 T 1 [ I I I tyipe 1II 214 hi� 2-YR-NOAA+ Rainfall=3.69'�— I I 1 1 1 1 • F F 1 1 E L 1 L 1 1 F F 1 1 ✓ I r L L I I F F I I Runoff Area=2,570'sf Runoff Volume=723 cf - Runoff Depth=3.38" Tc=5.0 min r + F I + I T T CN=0/98- - L 1 I 1 _ 1_ _ I I I I I I I I 1 1L 1 1 I 1 1 L -4 T F 1 T L L � - F 1 1 ✓ 1 1 1 I 1 1 + I I 1 1 1 1 1 t - 4--1- - 24 25 26 27 28 29 30 31 32 33 34 35 36 ■ Runoff 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment DAO: DA0 Runoff = 0.05 cfs @ 12.07 hrs, Volume= 163 cf, Depth= 1.63" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 579 98 Paved parking, HSG A 497 39 >75% Grass cover, Good, HSG A 125 30 Woods, Good, HSG A 1,201 67 Weighted Average 622 37 51.79% Pervious Area 579 98 48.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment DAO: DAO Hydrograph I 0.052 r 0.05 1 1 4 L L 0.048= r 1 i 1 1 11 1 14 0.046' ` -I -I --1 1• 1 - 1 1 0.044 11 0.0425 '- 1 1 1 -1 4 1 1 0.045 ,'- 1 1 11 0.0385 4--I--I -1 r + + 0.036-' %1_ I 1 1 1 1 0.0345 .- 0.0325 0.035 0.028- 0.026 0.0241 0.022- 0.02- 0.018 0.016 )1 0.014 0.012''1 0.01 0.008 0.006 0.004 0.002 0 1 1 J 0.05 cfs 1- 1 I I I I ----1-4-+-+ -1- v1 1 1 1 1 I I I ,L 1 1 1 1 1 1 1 1 1 1 1 I --I--1- i-+ -i--1--I I I I I I 11 1 T T 41 1 1 1 1 1 1 1 1 1 1 1 1 7 T T r 1 1 1 .1 L 1 1 1 1 1 1 1 1 I -1 T T r 1 1 1 J J 1 1 L 1 1 1 1 1 1 1 1 1 1 1 1 7 7 7 4 1 ( 1 1_-1 1 L L L I- 1-J ' 1 1 1 1 1 -+ 1 1 1 1 1 1 1 1 11 _4_ 1 1 1 1 11 1 1 1 1 - -- 1 1 -- _. - T T T 1 1 1 i- 1- - T . .. .. _ _ _ _ L I I 1 1 1 L I I I 1 1 . .. I ..I _I 1 1 L L 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T T C Type 1111124 hr - 11 1 4 ,241g-NOAA+ y 1 - RainfalR=113-161 ', I I I I I 1 1 1 1 1 1 1 l Runoff-Area=1,211 sf 11 --- - -+ + I- 'Runoff Volw-me=163 cf - I 1 1 1 „-F -TT-- ,-T-T-�- Runoff Depth=1.63" - 1 I 1 I 1 1_ _ I I I 1 I 1 1 I 1 Tc=5.01min 1I II I ✓ I 1 Y T r r i 1 1 T T 1- r CN-t,37/98- L I _1 1 1 L 1 1 J 1 1 L 1 J_ 1_ L _ L _ II 1 1 1 1 1 1 1 I I 1 1 1 1 1 ✓ I 7 7 7 1- 1- 1 17 T T T r 17 T T T II 1 J J. .L L J 1 1 L J J._ L _1_ _ 1 1 1 1 1 1 1 1 1 1 1 T r I 1 T T r 1 1 1 -I T T T 1 1 -1 T T T I L I J 1 1 L L I I J 1 1 L LI 1 J 1 L L I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r 1 1 -1 7 7 1- 1 1 1 7 T T T r 1 1 T T T J J L L L L I J 1 1 L 1- 1 I J L 1 L 1 1 1 1 1 1 1 1 I 1 7 1 1 . -1- - - 4 4 4 4 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) • Runoff 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment DA1: DA1 Runoff = 0.60 cfs @ 12.07 hrs, Volume= 2,081 cf, Depth= 1.17" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 6,909 98 Paved parking, HSG A 488 98 Water Surface, HSG A 6,260 30 Woods, Good, HSG A 7,765 39 >75% Grass cover, Good, HSG A 21,422 14,025 7,397 Tc Length (min) (feet) 5.0 0.65- 0.67- 0.55- 0.57- 0.457- 0.4 0.357- 0.37- 0.25 0.27- 0.15- 0.1- 0.057- 0, 57 Weighted Average 35 65.47% Pervious Area 98 34.53% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Direct Entry, Direct Subcatchment DA1: DA1 Hydrograph 0 1 2 3 -i H r H + r L 1 r r J I 'I 71 -r r r r 1- - - 1 I I I I 1 1 1 1 I 1 1 1 1 I 1 1 1 I I I 1 1 1 1 Type 214 -hr;_ , , T 2-YR NOAA+ Rainfall=3.61" J Runoff Area=21,42'2 sf Runoff Volume=2,08L1 cf- - Runoff_ Depth=11.17"_ _ J L 1 -- a H 71 71 1 1 1 1 1 I I 1 1 I I L 4- Tc=5.0 Imin- - CN=35198- - II 1 I I 4- I I I I I I I I I I I I I I I I I I I I '1 t 't r r I I I I I 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) • Runoff 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment DA1a: DA1a Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 0 98 Paved parking, HSG A 0 98 Water Surface, HSG A 14,963 30 Woods, Good, HSG A 3,115 39 >75% Grass cover, Good, HSG A 18,078 32 Weighted Average 18,078 32 100.00% Pervious Area Tc Length (min) (feet) Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 5.0 U 0 LL Direct Entry, Direct Subcatchment DA1a: DA1a Hydrograph ❑ Runoff Type 11124-hr NOAA+ Rainfall=361" Runoff Area=18,078'sf Runoff Volume=0 cf Runoff Depth=0.00" Tc=5.0 min CN=32/0 0.00 cFl 0 % 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment DA2: DA2 Runoff = 0.02 cfs @ 12.09 hrs, Volume= 75 cf, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 265 98 Unconnected pavement, HSG A 24,958 30 Woods, Good, HSG A 23,190 39 >75% Grass cover, Good, HSG A 16,858 30 Meadow, non -grazed, HSG A 65,271 65,006 265 Tc Length (min) (feet) 5.0 50 1.5 178 33 Weighted Average 33 99.59% Pervious Area 98 0.41% Impervious Area Slope Velocity (ft/ft) (ft/sec) Capacity Description (cfs) 0.0550 0.17 Sheet Flow, Grass: Dense n= 0.240 P2= 3.89" 0.0750 1.92 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.5 228 Total Subcatchment DA2: DA2 Hydrograph 0.023- 11- -�1 1 1 1 1 0.022= IL 1 1 1 L 1 1 1 1 0.021=- . -1 +-.1- 0.02= 0.019- 0.018' 0.017- 0.016= 0.015- 0.014= 0.013' 0.012= a 0.011= LL 0.01= 0.009= 0.008- 0.007- 0.006 0.005- 0.004- 0.003= 0.002= 0.001 0 r T T r 1 1 1 1 1 1 1 1 1 1 1 1 - +1 - I- I I I I I 1 T T r 1 0.02 cfs 1- I 1 1 1 1 1 I I I I I 1 1 1 1- 1 I I I I I 11 T T r 1 1 1 1 1 1 1 1 1 r L r 1 I I J 1 I I I I 1 L L 1 I --1--1--- t- 1 1 1 1 1 1 1 1 1 1 1--1--t -+-+- r 1 I I I I I 1 1 1 1 1 1--1-1-t-t--. 1 I I 1 1 I 1 1- r 1 1 I J 1 1 L 1 I 1 1 1 I L L 1 I J 1 L L 1 1 I 1 1 Tye 1I 24 -hr 1 r T- T- r 2.Y,RH NOAA+ Rai'nfaii=3.61 " I I I 1 I 1 Tr 1 1 I 1 1 �_L 1 1 V 1 Tr Runoff Depth=0.01'1 1L 1 1 1 1 1 1 L 11 1 4- T Runoff Area=65,271 sf r 1 11 11 I L I r1 11 11 1 1 1 1 1 1 1 1 I 1 I I I I 1 1 1 1 L 1 14 1 1 L I I 1 Runoff Volume=75 cf - I r 1 t r r Flow Length=228' - I I L I - r I I I 1 7 Tc=6.5 m i n L Y t r CN=33/98 1_ 1 1 1 1 L L 1 1 1 1 1 1 1 1 1 1 -1-+-+-r --t-1'- t-1 1 1 1 -1-i-r- r- 1 1 1 1 1 1, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 L 1 11 1 1 1 1 1 1 1 1 L L -t_ 1 1 1 1 1 I 1 +-t r 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment DA2a: DA2a Runoff = 1.01 cfs @ 12.07 hrs, Volume= 3,520 cf, Depth= 2.51" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 12,226 98 Paved parking, HSG A 268 98 Water Surface, HSG A 4,359 39 >75% Grass cover, Good, HSG A 16,853 4,359 12,494 Tc Length (min) (feet) 83 Weighted Average 39 25.86% Pervious Area 98 74.14% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 5.0 U) U 0 LL Direct Entry, Direct Subcatchment DA2a: DA2a Hydrograph 0 1 2 3 4 5 6 7 Type 11124 -hr 2-YR NOAA+ Rainfall=3.61" Runoff Area=16,853 sf Runoff Volume=3,520 cf Runoff'Depth=2.51" Tc=5.0 min CN=39/98 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Runoff 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61 " Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment DA2b: DA2b Runoff 0.38 cfs @ 12.07 hrs, Volume= 1,310 cf, Depth= 1.85" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 4,436 98 Paved parking, HSG A 203 98 Water Surface, HSG A 3,846 39 >75% Grass cover, Good, HSG A 8,485 71 Weighted Average 3,846 39 45.33% Pervious Area 4,639 98 54.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0 LL 5.0 Direct Entry, Direct 0.42-E 0.4= 0.38 0.36= 0.34 0.32 0.3= 0.28= 0.26= 0.24 0.22- • 0.2r 0.18= 0.16= 0.14= 0.12- 0.11- 0.08 0.06- 0.04= 0.02 / 04 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Subcatchment DA2b: DA2b Hydrograph T - 1 - 1 1 - 1. I I I I 1 7 i 1 I I I I I I I I 1 1 L L I I I I 4 1 I I 7 I -I 11 r r I I I -1--t-t r r 1 T T r 11- -I I I 1 1 L 1- 1 1 1 1 -1 1 11 11- r I I T T r r 1 I I I I I I I I I I I I L L I I I I 4 - 4 1. I.. 1 J I I I I I I 1 I I r r -r-r I I I I I 1 1 I L L 1 1 I L- -1-1_1--1- 1 1 1 1- 1- t - r- 1 - I I I • T r I T T T r r 7 1 T I I I I I I Type III 24 -hr 2-YR NOAA+ Rainfall=3:61" Runoff Area=8,485 sf Runoff Volume=1,310 cf J 1 k L 1 1 1 - + - + - L - + 1 1- 1- - t - r- 1 - I I I ✓ T T r r I I I Runoff Depth=1.85" Tc=5.0 m i n CN=39/98 1 1 1 1 1 1 1 1 1 1 1 1 1 - ( I I ( 1 1 T T r r r l 1 -i T r- r 1 I I ( 1 I I 1 1 1 I 1 1 I 1 1 1 1 1 1 ( I 1 1 1 1 1 1 ( I 1 1 1 1 1 1 1 1 1 1 1 1 1,_ I I 1 1 1 1 1 1 L L I I - - + - 1- - 1 I I + + L + 1 L L L 1 J I I I I I ( I -I -1 4. 1 1- 1- I -f - 4 - + - } - + + -♦ F I- 1 I + 4 i + + 1 -1 r r 0 Runoff 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment DA2c: DA2c Runoff = 0.45 cfs @ 12.07 hrs, Volume= 1,571 cf, Depth= 1.45" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type 11124 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 5,087 98 Paved parking, HSG A 336 98 Roofs, HSG A 154 98 Water Surface, HSG A 1,611 30 Woods, Good, HSG A 5,850 39 >75% Grass cover, Good, HSG A 13,038 63 Weighted Average 7,461 37 57.23% Pervious Area 5,577 98 42.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0 0 5.0 Direct Entry, Direct 0.5 0.48 0.46 0.44- 0.42- 0.4= 0.38 0.36 0.34 0.32 0.3 0.28 0.264 0.24' 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02-1 0 Subcatchment DA2c: DA2c Hydrograph 1 1 1 t 1 1 1 r 1 I 0.45 cfs I I I I I 1 -I -I * Y t t 1 I 1 1 1 1 1 1 + 1 1 1 1 1 1 L L L I I 1 I 1 I I 1 1 1- 7 4 7 1 1 1 1 4 4 1 1 I I I ti 11 -1--1-"i-7-r-r-r - I I I ti 11 I I I ti 11 ---------r-r-r I 1 1 I L I I I Tr I 1 1 L 1 1 I 1 1 1 1 1 1 1 1 1- 1- -1 7 -1 T - 1 r r I - I r 1 - T r r 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 T�p a III 24 -hr I 1 i 2=YR i OAA+ Rlaunfa11=3.61 "- - 1 Runoff Area=13,038 sfi - I I 1 I I I I I I Runoff V 1Ui ie=1,571 - i 1 1 ` ▪ 1 t Runoff Depth=1 45U _ 7- _f I I- TT 11 J 1 1 L L 1 li t I_ _ Tc=5.0 min 7 r 1 1 1- I T T T r 1- --- 1 1 1 1 1 II I I r I I I L L 1 11 rt r L 1 1 L I 11 t 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I/ I 1 1 1 1 1 1 1 1 11 ti -I - -I - T 4 - 1- - 1- I I I I I f 11 CN=37/98- I I 1 I 1 I- 1 -1 I I I I I 4-4-1- 1 I 1 1 1 1 1 I ▪ 1 1 I I 1 1 1 I 1 1 1 I I I !- 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) • Runoff 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment DA2d: DA2d Runoff = 1.05 cfs @ 12.07 hrs, Volume= 3,628 cf, Depth= 2.06" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 12,656 98 Paved parking, HSG A 234 98 Water Surface, HSG A 1,772 30 Woods, Good, HSG A 6,504 39 >75% Grass cover, Good, HSG A 21,166 74 Weighted Average 8,276 37 39.10% Pervious Area 12,890 98 60.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 0 L Direct Entry, Direct Subcatchment DA2d: DA2d Hydrograph 2-YR NOAA+ Runoff Ar `Vol Runoff Type f11!-24=hr Rainfall=3.61'` rea=21,166 sf ume=3,628 cf Depth=2606" Tc=5.0'min CN=37/98 0 1 2 3 4 5 6 7 '.-6--6.":1'6'..11'1Y;''''14":1'6-1'6"17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Runoff 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment DA2e: DA2e Runoff = 0.03 cfs @ 12.07 hrs, Volume= 97 cf, Depth= 0.03" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 346 98 Paved parking, HSG A 0 98 Water Surface, HSG A 25,531 30 Woods, Good, HSG A 14,531 39 >75% Grass cover, Good, HSG A 40,408 34 Weighted Average 40,062 33 99.14% Pervious Area 346 98 0.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment DA2e: DA2e Hydrograph 3 0 0.03= o.028- 0.026 0.024= o.022= 0.02= 0.018 0.016- 0.014 0.012 0.01 0.008= 0.006-3 0.004 o.002- 0� 4- 7, I I 1 1 4 + + + I I I I I I I I I I I I I I I I 1 1 1 X 1 1 1 11 X 1 1 1 I 1 I � 1 1 1 T T 1 _1 1 L 1 -I 7 7 � 1 1 + -1 7 1 1 1 1 + + I- 1- 1 - - I .. I- 1 1 + - -F - 1 I I I I TYPO -1(24-41- 2-YR NOAA+ Rairtfa11�3:61'� I I I 1 1 1 1 1 Runoff Area=40,40j8 tsf Fi Rung flyrollume=977 icf - 11 I I I I �—�—r r- -r—L 1 1 I I I I unoff Depth=0.08" i i L Tc=5.0 m i I I I I I I I CN33J9& - —rt—T—r-- -� I I I I I I I I I I 1 1 1 1 1 1 1 1 I 1 1 1 1 T 7 r n 1 1 7 r r 1 1 I 1 1 1 1 1 L L 1 1 I 1 1 1 1 1 1 I 1 1 1 1 T 7 r 1 T 7 1 1 1 I 1 1 1 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Runoff 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment DA2f: DA2f Runoff = 0.54 cfs @ 12.07 hrs, Volume= 1,862 cf, Depth= 2.90" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 6,481 98 Paved parking, HSG A 131 98 Water Surface, HSG A 0 30 Woods, Good, HSG A 1,098 39 >75% Grass cover, Good, HSG A 7,710 90 Weighted Average 1,098 39 14.24% Pervious Area 6,612 98 85.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.6- 0.55- 0.5- 0.45 _ 0.4- N 0 35- 0.3- 3 - 0 u_ 0.25- 0.2- 0.15- 0.17 0.05- I Subcatchment DA2f: DA2f Hydrograph J -1 1 L L ;I I type 111 24 -hr- - .2 Yk NOAA+_Rainfall=3.61"_ 1 TRunoff Aroa=7,710 sf Runoff Volume=1,862 cf Runoff 7 T r r r I 1 I 1 -I --1-t-t-F-F- 1 1 1 1 -Jr J 1 t I- I- I I I I I I I I I I I I I I Depth=2:90" Tc=5.0 min I I I I CN=39/98 J 1 1 L I I I I I I I I 4- 0 1 2 3 4 5 6 7 8 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) • Runoff 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment DA2g: DA2g Runoff = 0.61 cfs @ 12.07 hrs, Volume= 2,103 cf, Depth= 1.12" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 7,299 98 Paved parking, HSG A 176 98 Water Surface, HSG A 7,652 30 Woods, Good, HSG A 7,445 39 >75% Grass cover, Good, HSG A 22,572 55 Weighted Average 15,097 34 66.88% Pervious Area 7,475 98 33.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) U 0 5.0 Direct Entry, Direct 0.65- 0.6 = 0.55- 0.5 0.45- 0.4- 0.35 0.3- 0.25- 0.2- 0.15- 0.1 = 0.05= 4 I ,I .I Subcatchment DA2g: DA2g Hydrograph + J -1 - 4 J L - r I I T - - - 1. L I I I I Type III 24- 2-YR NOAA+ Rainfall=36 H r r - 1 Rurnoff Area=22,57x2 Runoff Volume=2,'10'3 hr 1" sf cf Runoff Depth=1 2 Tc=5.0 Imin_ _ CN=3419$ II L L -t t r I- I I I I J 1 1 L I I I I I a 4- I I I I -I - -1 - -r - -F1 I ---r 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) • Runoff 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment DA2h: DA2h Runoff = 0.23 cfs @ 12.07 hrs, Volume= 788 cf, Depth= 2.72" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 2,746 98 Paved parking, HSG A 51 98 Water Surface, HSG A 676 39 >75% Grass cover, Good, HSG A 3,473 87 Weighted Average 676 39 19.46% Pervious Area 2,797 98 80.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment DA2h: DA2h Hydrograph 0.25 0.24 0.23 0.22 0.21-= 0.2 0.19 0.18 0.17 0.16- 0.15- 17) 0.14= 0.13 0 0.12= LL 0.115 0.1. 0.095 0.08- 0.07_ 0.06- 0.05° 0.045 0.03' 0.02 0.01 0 -_ .�. 0 1 I 1 I I 1 -1-,--, 1 I I I I -1 -V 4 1- I I I I 4- 4- I I I I I I I I I I I I 1 1 I -I 4 -4 4 4- 1 1 I I 1 7 -r r I -1 1 1 L - 1 1 I I 1 1 1 r r 1 1 L L 1 1 1 1 1 -1--r-t-r-r 1 1 1 I I I I I I 4 7 1 1- I I I I I I I I I I 1 , t r r I I I I I I I I I I I I -1-4-4-4--1- 1 I I I I 1 -I 4 1 !- - I I I 3 4 5 6 7 I I I I 1 I Y Ir -I 1 1 t t I I 1 1 'I- I- Type I1124 -hr 2;=YR_NOAA+ Rainfall=3.61" 1 4 4- , Runoff Area=3,473 sf 4- 4 1 ` 4- Runoff Volume=788 cf I I I 7 7 7 1- 7 I 1 1 1- L I Runoff Depth=2.72" I 7 7 7 7 7 I I 1 1 1 L- 1 1 L L I 1 1 J 1 1 T c= 5. 0 min '1 -Y -t -r -r I I 4 1 1 t t r r I- I r I 1 1 1 I I I I 1 CN=39198 I I I I I I I I I I I I T T r r 4 1 r r r r 1 1 -1 ti 1 1 1 I 1 I I 1 1 1 1 1 1 1 1 1 I 1 1 1 t t r r - 1 1 1-1 t r r I -I - -I - 1- - t- r I 1 1 I 1 I I I I 1 1 1 1 I 4 + -I -4 1- 4- 1- I- 1 1 -I -V -4 + ;- 1 I 1 I 11 1 1 1 1 1 1 1 1 1 I 1 1 -4 4 1 1 1 1 1 4- 4- 1 1 I I 1 1 1 1 I 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment DA2i: DA2i Runoff = 0.26 cfs @ 12.07 hrs, Volume= 915 cf, Depth= 1.55" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 3,181 98 Paved parking, HSG A 70 98 Water Surface, HSG A 1,789 30 Woods, Good, HSG A 2,047 39 >75% Grass cover, Good, HSG A 7,087 64 Weighted Average 3,836 35 54.13% Pervious Area 3,251 98 45.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment DA2i: DA2i Hydrograph 0.28- 0.26= 0.24- 0.22' 0.2- 0,18 1 Run-off 0.16-' 1 1 1 1 1 I I 1 1 1 1 L L L i_ 1 L L J 1 1 L L L 0.14-' 1 i l l 1 r* t t -r -r- 1 -t -r -r - r t r r 0.12-' 1 i l 1 1 1 I 1 I 1 0.1-' 1 1 i 1 r 1 t L 1 LI 0.08 ' i 1 1 1 1 1 1 1 -' - r - T - T - r -r - T T 1- r1 1 1 1 i 7 T r r r T 0.06_. I I 1 I 1 Type III 24- hr 2-yfiNOAA+- Rai;nfall=3.,6 r � 1 1 Riino-f-Area=7,087 i I I I I 1 - Runoff Volume=915 I I 1 Depth=1155" - fic=5.0 min CN=35/98 0.04-' 0.02 0 Y. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 Time (hours) 1 1 L L 1 i i I 1 � -4 a 4- 32 33 34 35 36 I I I I. ❑ Runoff 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61 " Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment DA2j: DA2j Runoff = 0.04 cfs @ 12.07 hrs, Volume= 142 cf, Depth= 0.10" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 493 98 Paved parking, HSG A 4,488 30 Woods, Good, HSG A 12,643 39 >75% Grass cover, Good, HSG A 17,624 38 Weighted Average 17,131 37 97.20% Pervious Area 493 98 2.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment DA2j: DA2j Hydrograph 0.044 0.042= 0.04 0.038 0.036= 0.034 0.032= 0.03 0.028 0.026-1 v 0.024 0.022 ° 0.02 a 0.018 0.016- 0.014= 0.012= 0.01 0.008= 0.006- 0.004= 0.000 _ <(.. 1_1_1-__ +-+- I - -I- 0.04 cfs 7 T T r 1 1 1 1 i 1 I 1 - 1--1--1- 1 F -I 7 1 1 1 1 1 1 1 1 1 -+-+-1--1--1- T T r 1 1 1 1 1 1 1 1 1 _ 1 _ 1 _ L _ 1_ _I . 1 1 I I T T T r 1 I I I I 1 I 1 _ 1 L T I T 1 1 1 1 1 1 1 1 1 _ 1 _ 1 1 + 1 1 1 1 1 1 1 I -1--1- - -I -I 1_1_L 1 J 1_ i_ L 1 1 1 J 1 I 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 I I I I 17 I I 1 1 1 1 1 1 l It 2'T-'„ 1' T T 1 1 1 1 1 I 1 TT r + I I I 1- 1 I I I 124R-N-OAA+ Rain o1�3t6� ] nw rrQ�i O4 I r I I I 7 I I r I I I I I I 1 1 � I I r -1 1 1 L iuliit'ffildhi ie--142 tcf - T I- 1, ; T T T r Reiioff be rrt0i4 b'" 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1_ L 1 1 1 1 1 1 1 J 1 1 L T =5 J .l _ r I 1 I 7 I 1 I 1 I I 1 I 1 1 1 1 -11 , 1- r 1 1 1 1 7 1 T T 1 1 1 1 1 1 1 1 1 1 1 1 1 I J J._1_L 1 I I 1 I I 1 I I I I I I I I T- 1 1 1 1 7 T T1 I 1 1 1 1 1 1 1 _ L I 1 I 1 1 1 1 1 1 1 1 1 J 1 1 1 1 1 L 1 I1 J1 J.1 _ _ 1 1 1 1 L1 1 1 - - t - - r - 1- -1- -1 - 1 - + - r - r 1 1t 1 1 1 1 - 1 1 1 1 1 T T r 1 1 1 7 T- r _r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 L 1 1 1 1 1 L L I I I I I h -1--1--I I-+- t -r 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Runoff 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment DA2k: DA2k Runoff = 0.03 cfs @ 12.07 hrs, Volume= 94 cf, Depth= 0.34" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 2-YR NOAA+ Rainfall=3.61" Area (sf) CN Description 122 98 Paved parking, HSG A 198 98 Water Surface, HSG A 0 30 Woods, Good, HSG A 3,005 39 >75% Grass cover, Good, HSG A 3,325 45 Weighted Average 3,005 39 90.38% Pervious Area 320 98 9.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0 5.0 Direct Entry, Direct Subcatchment DA2k: DA2k Hydrograph t. 0.028- 0.026- 0.024- 0.022- 0.022 0.018- 0.016- 0.014- 0.012- 0.01T 0.008- 0.006 0.004- 0.002- 0 0 1 L - J_ _. 1 I I I I 1 1 1 1 L I I I I J 1 1 1 1 1 1 1 1 1 1 1 L I I I I 1 1 1 L T -r 1 I I I , 1 _ 1 1 1 1 1- 1- 1- L 1 1 1 1 1 L I I I I I I I I I 1 I 1 1 I I 1 1 7 1 1 1 r I- 1 1 1 -. r 1 1 1 1- r- r I I I I I I I I I I I I Type I I I_� 24 -hr - 11 J 2-YR NOAA+ Rainfall=3161" R-urio1 ff Area=3,325 sf 1 1 1 1 1 1 1 runoff Volume=94 cf 1 1 1 1 1 1 1 1 1 1 1 1 L Runoff ,Depth 034' r Tc=5.0 min I I 1 1 1 I 1 1 I I 1 1 I I 1 1 1 L 1 I I I I 1 1 1 1 I 1 I 1 1 L I I I 1 I I I r - t - t - Y 1 I I I 1 1 I I I 1 1 1 L I I I 1 I 1 CN=39/98 I I I I 1 1 1 1 -I--r-r-r I I I 1 1 1 1 1 I I I I I I I 1 1 L L I I I I 1 - 1 - - r / // 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Runoff 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61 " Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 33 Summary for Pond 1P: URC 1 Inflow Area = 86,141 sf, 38.16% Impervious, Inflow Depth = 1.29" for 2-YR NOAA+ event Inflow = 2.67 cfs @ 12.07 hrs, Volume= 9,251 cf Outflow = 0.37 cfs @ 11.65 hrs, Volume= 9,251 cf, Atten= 86%, Lag= 0.0 min Discarded = 0.37 cfs @ 11.65 hrs, Volume= 9,251 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 91.44' @ 12.57 hrs Surf.Area= 1,933 sf Storage= 2,670 cf Plug -Flow detention time= 43.1 min calculated for 9,238 cf (100% of inflow) Center -of -Mass det. time= 43.1 min ( 796.3 - 753.2 ) Volume Invert Avail.Storage Storage Description #1A 89.00' 2,966 cf 28.50'W x 67.84'L x 7.25'H Field A 14,018 cf Overall - 5,029 cf Embedded = 8,989 cf x 33.0% Voids #2A 90.25' 5,029 cf ADS_StormTech MC -4500 b +Cap x 45 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap 45 Chambers in 3 Rows Cap Storage= +39.5 cf x 2 x 3 rows = 237.0 cf #3 95.00' 63 cf 4.00'D x 5.00'H Vertical Cone/Cylinder-Impervious #4 98.00' 1,958 cf Driveway surface (Prismatic)Listed below (Recalc) 10,016 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 98.00 0 0 0 98.50 1,493 373 373 99.00 4,845 1,585 1,958 Device Routing Invert Outlet Devices #1 Discarded 89.00' 8.270 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 98.75' 4.0' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Discarded OutFlow Max=0.37 cfs @ 11.65 hrs HW=89.12' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.37 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=89.00' (Free Discharge) t2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 22084 -POST Prepared by {enter your company name here} HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC 4 U 0 1 0.0 cfs 4 n17r'fg 0.37 cfs Pond 1P: URC 1 Hydrograph 4 Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Printed 12/23/2022 Page 34 Inflow AreaT86,141 sf, PeaK E!e;v=91.44' Storage=2,6tOf 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Inflow J Outflow ® Discarded ❑ Primary 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61 " Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 35 Summary for Pond 2P: URC 2 Inflow Area = 29,953 sf, 62.25% Impervious, Inflow Depth = 2.10" for 2-YR NOAA+ event Inflow = 1.51 cfs @ 12.07 hrs, Volume= 5,252 cf Outflow = 0.27 cfs @ 11.70 hrs, Volume= 5,252 cf, Atten= 82%, Lag= 0.0 min Discarded = 0.27 cfs @ 11.70 hrs, Volume= 5,252 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 91.66' @ 12.52 hrs Surf.Area= 0.032 ac Storage= 0.030 af Plug -Flow detention time= 26.6 min calculated for 5,245 cf (100% of inflow) Center -of -Mass det. time= 26.6 min ( 780.1 - 753.6 ) Volume Invert Avail.Storage Storage Description #1A 89.75' 0.050 af 19.42'W x 71.87'L x 7.25'H Field A 0.232 af Overall - 0.082 af Embedded = 0.150 af x 33.0% Voids #2A 91.00' 0.082 af ADS_StormTech MC -4500 b +Cap x 32 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap 32 Chambers in 2 Rows Cap Storage= +39.5 cf x 2 x 2 rows = 158.0 cf 0.131 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 89.75' 8.270 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 96.35' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.27 cfs @ 11.70 hrs HW=89.84' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.27 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=89.75' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) 22084 -POST Prepared by {enter your company name here} HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC U 0 0 Pond 2P: URC 2 Hydrograph 0.0 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Printed 12/23/2022 Page 36 Inflow Area=29,953 of PeaK EIev=91.66' Storage=0.030 of ❑ Inflow J Outflow ® Discarded ❑ Primary 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61 " Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 37 Summary for Pond 3P: URC 3 Inflow Area = 44,375 sf, 56.16% Impervious, Inflow Depth = 1.90" for 2-YR NOAA+ event Inflow = 2.02 cfs @ 12.07 hrs, Volume= 7,016 cf Outflow = 0.24 cfs @ 11.60 hrs, Volume= 7,016 cf, Atten= 88%, Lag= 0.0 min Discarded = 0.24 cfs @ 11.60 hrs, Volume= 7,016 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 89.95' @ 12.65 hrs Surf.Area= 1,239 sf Storage= 2,179 cf Plug -Flow detention time= 58.3 min calculated for 7,006 cf (100% of inflow) Center -of -Mass det. time= 58.3 min ( 811.6 - 753.4 ) Volume Invert Avail.Storage Storage Description #1A 87.00' 1,928 cf 19.42'W x 63.82'L x 7.25'H Field A 8,984 cf Overall - 3,140 cf Embedded = 5,844 cf x 33.0% Voids #2A 88.25' 3,140 cf ADS_StormTech MC -4500 b +Cap x 28 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap 28 Chambers in 2 Rows Cap Storage= +39.5 cf x 2 x 2 rows = 158.0 cf #3 94.00' 50 cf 4.00'D x 4.00'H Vertical Cone/Cylinder-Impervious #4 96.00' 2,940 cf Custom Stage Data (Prismatic)Listed below (Recalc) 8,058 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 96.00 0 0 0 96.50 2,487 622 622 97.00 6,786 2,318 2,940 Device Routing Invert Outlet Devices #1 Discarded 87.00' 8.270 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 96.75' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.24 cfs @ 11.60 hrs HW=87.12' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.24 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=87.00' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) 22084 -POST Prepared by {enter your company name here} HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC U 0 1 0.00 cfs Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Printed 12/23/2022 Page 38 Inflow Area44,375 sf Peak EIev=89.95' Storage=2,179 cf Pond 3P: URC 3 Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ® Inflow J Outflow ® Discarded ❑ Primary 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61 " Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 39 Summary for Pond 4P: URC 4 Inflow Area = Inflow = Outflow = Discarded = Primary = 27,747 sf, 35.82% Impervious, 0.81 cfs @ 12.07 hrs, Volume= 0.16 cfs @ 11.75 hrs, Volume= 0.16 cfs @ 11.75 hrs, Volume= 0.00 cfs @ 0.00 hrs, Volume= Inflow Depth = 1.21" for 2-YR NOAA+ event 2,801 cf 2,801 cf, Atten= 80%, Lag= 0.0 min 2,801 cf 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 91.19' @ 12.49 hrs Surf.Area= 0.019 ac Storage= 0.015 af Plug -Flow detention time= 20.5 min calculated for 2,797 cf (100% of inflow) Center -of -Mass det. time= 20.5 min ( 774.3 - 753.9 ) Volume Invert Avail.Storage Storage Description #1A 89.50' 0.031 af #2A 90.75' 0.048 af 19.42'W x 43.69'L x 7.25'H Field A 0.141 af Overall - 0.048 af Embedded = 0.094 af x 33.0% Voids ADS_StormTech MC -4500 b +Cap x 18 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap 18 Chambers in 2 Rows Cap Storage= +39.5 cf x 2 x 2 rows = 158.0 cf 0.079 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 89.50' 8.270 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 95.50' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.16 cfs @ 11.75 hrs HW=89.60' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.16 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=89.50' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) 22084 -POST Prepared by {enter your company name here} HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC 0 LL Pond 4P: URC 4 Hydrograph 0.9 0.85 0.8= 0.75= 0.7= 0.655 0.65 0.555 0.5 0.45= 0.4 0.35s 0.3 0.25= 0.2 0.15 0.1 0.00 cfs of ( 0 1 2 3 4 5 6 7 8 9 10 11 1213 14 15 16 1718 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61 " Printed 12/23/2022 Page 40 4 1 1 1 1 1 r l I 1 I 4 Inflow Area=27,747 sf Peak Elev=91,19' Storage=0.0' 5_ of 4 4 r 4 r 4 4 a-� 1- 4 L 4 ❑ Inflow CI Outflow Discarded ❑ Primary 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61 " Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 41 Summary for Pond 5P: Surface Infiltration Basin Inflow Area = Inflow = Outflow = Discarded = Primary = 21,422 sf, 34.53% Impervious, Inflow Depth = 1.17" for 2-YR NOAA+ event 0.60 cfs @ 12.07 hrs, Volume= 2,081 cf 0.05 cfs @ 12.91 hrs, Volume= 2,081 cf, Atten= 91%, Lag= 50.4 min 0.05 cfs @ 12.91 hrs, Volume= 2,081 cf 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 100.63' @ 12.91 hrs Surf.Area= 960 sf Storage= 832 cf Plug -Flow detention time= 134.7 min calculated for 2,078 cf (100% of inflow) Center -of -Mass det. time= 134.5 min ( 887.5 - 753.0 ) Volume Invert Avail.Storage Storage Description #1 99.50' 3,690 cf Custom Stage Data (Conic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic -feet) (cubic -feet) (sq-ft) 99.50 488 0 0 488 100.00 735 304 304 739 100.50 890 406 709 902 101.00 1,168 513 1,222 1,186 101.50 1,394 640 1,862 1,420 102.00 1,812 799 2,661 1,844 102.50 2,315 1,029 3,690 2,354 Device Routing Invert Outlet Devices #1 Discarded #2 Primary 99.50' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' 102.00' 10.0' long x 5.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.05 cfs @ 12.91 hrs HW=100.63' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=99.50' (Free Discharge) t2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 22084 -POST Prepared by {enter your company name here} HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Pond 5P: Surface Infiltration Basin Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Printed 12/23/2022 Page 42 ❑ Inflow J Outflow ® Discarded ❑ Primary 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61 " Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 43 Summary for Pond 6P: Grass Depression Inflow Area = Inflow = Outflow = Discarded = Primary = 3,325 sf, 9.62% Impervious, Inflow Depth = 0.34" for 2-YR NOAA+ event 0.03 cfs @ 12.07 hrs, Volume= 0.02 cfs @ 12.12 hrs, Volume= 0.02 cfs @ 12.12 hrs, Volume= 0.00 cfs @ 0.00 hrs, Volume= 94 cf 94 cf, Atten= 15%, Lag= 3.1 min 94 cf 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 95.06' @ 12.12 hrs Surf.Area= 115 sf Storage= 3 cf Plug -Flow detention time= 0.9 min calculated for 94 cf (100% of inflow) Center -of -Mass det. time= 0.9 min ( 771.7 - 770.8 ) Volume Invert Avail.Storage Storage Description #1 95.00' 273 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 95.00 0 0 0 95.10 198 10 10 95.50 395 119 129 95.60 2,500 145 273 Device Routing Invert Outlet Devices #1 Discarded #2 Primary 95.00' 8.270 in/hr Exfiltration over Surface area Phase -In= 0.01' 95.50' 8.0' long x 4.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.02 cfs @ 12.12 hrs HW=95.06' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=95.00' (Free Discharge) t2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 22084 -POST Prepared by {enter your company name here} HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC 0.028 0.026= 0.024 0.022= 0.02- 0.018- • 0.016 0 0.014- a 0.012= 0.011- 0.008= 0.006-- 0.004 0.00 cfs 0 Viii/ T -1--I-+ I I 1 1 1 I 1 1 1 I 1 1 1 I 1 1 1 I 1 1 1 1 1 nn9rf Pond 6P: Grass Depression Hydrograph 0.03 cfs 1 1 1 I T P 1 T I I 1 _I--1-1 1 1 I I I I I r 1 T 1 1 I I I I I - -4 T -1- I I I T -J-- Inflow Area=3,325 sf Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61 " Printed 12/23/2022 Page 44 1 1 I 1 -11 I I I r 4_4. I I 1 I T r 1 I 4 1 I 1 I 1 I 1 I Y -r 1 I 4 I-- I I 1 1 r i-L Peak Elev=95.06` Storage=3 cf - - - .1 I 1 r 1 1 r I I I .t r I I 1 1 I I 11 r I I I I I I 1 1 I I T r I I I I 0 1 2 3 4 5 6 7 8 9 10 11 1213 14 1516 17 1819 2021 22 2324 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) T 1 +-1- 1 1 ■ Inflow ■ Outflow ■ Discarded ❑ Primary 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61 " Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 45 Summary for Pond SPO: SPO Inflow Area = 1,201 sf, 48.21% Impervious, Inflow Depth = 1.63" for 2-YR NOAA+ event Inflow = 0.05 cfs @ 12.07 hrs, Volume= 163 cf Primary = 0.05 cfs @ 12.07 hrs, Volume= 163 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond SPO: SPO Hydrograph 0.05- 0.045- 0.04- 0.035- w 0.03- 0 0.025- 0 .02- 0.015- 0.01 0.005- 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) nncrfs 0.05 cfs I Infllow Area=1,201 sf. - I I 1 I I I I L ❑ Inflow ❑ Primary 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 46 Summary for Pond SP1: Study Point 1 Inflow Area = 39,500 sf, 18.73% Impervious, Inflow Depth = 0.00" for 2-YR NOAA+ event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond SP1: Study Point 1 Hydrograph 0 LL 0. nnnr 01 cfs -11 7 I i I i I Inflow Area=39,500 sf 7// 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Inflow 0 Primary 22084 -POST Type 111 24 -hr 2-YR NOAA+ Rainfall=3.61 " Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 47 Summary for Pond SP2: Study Point 2 Inflow Area = 256,812 sf, 33.86% Impervious, Inflow Depth = 0.00" for 2-YR NOAA+ event Inflow = 0.02 cfs @ 12.09 hrs, Volume= 75 cf Primary = 0.02 cfs @ 12.09 hrs, Volume= 75 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond SP2: Study Point 2 Hydrograph 0.023 0.022= 0.021 0.02_ 0.019= 0.018 0.0171 0.016= 0.015'_ 0.0141 w 0.013= .E 0.012 0.011. LL 0.01 0.009 0.008= 0.007= 0.006= 0.005=. 0.004- 0.003= 0.002= 0.001= 0- 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 1 2 1 nn7rf 0.02 cfs �'11 Inflow Area=256,812 sf- 1 1 + 1- 1 1 t 1 1 1 ✓ 1 1 7 7 I 17 r 11 1 1 1 1 I J I .1 4 L 1 1 1 1 1 1 J 1 L L 1 1 1 1 1 I 1 1 1 1 1 1 1 I 1 r -1 - 1 - i 1 'Y i r 1 1 t r 1 1 '1 t r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 I 1 1- 1 -1 - 4 - 1- - 1- -1 - 4 1- 1- - 1- -I - 4 - - 1- -I 4 4 4 1- I 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 7 1 1 1 1 1 1 1 7 1 r 1 17 1 L_1_I_1_1-_--_I_1_L_L_I I_1_L L_I 1 1 L L 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1- 1 1 1 I I I I 1 1 1 II 1 1 1 1 1 1 1 1 1 1 1 �. 1 I 1 1 1 1 1 1 1 1 II 1 1 1 1 1 1 1 1 1 1 7 1 1 7 1 1 1 1 1 1 1 1 I 1 1 1 1 I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 -I--1- 1 -4 -t --1--I- t - t--F----I-+- 1--I--I- 1 -4- 1--1- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 L _ I_ 1 _ L _ _ _I 4 L _ I_ _I 1 _ L _ L _I _ 1, 11 1r _ L 1 ▪ I 7 t r - I- -I - Y - t - r - I- -I - t - t - I- -I - 7 t r 1 1 1 1 1 1 1 1 1 1 1 1 1 ❑ Inflow ❑ Primary 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 48 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment B1: Building 1 SubcatchmentB10: Building 10 SubcatchmentB11: Building 11 Subcatchment B2: Building 2 Subcatchment B3: Building 3 Subcatchment B4: Building 4 Subcatchment B5: Building 5 Subcatchment B6: Building 6 Subcatchment B7: Building 7 Subcatchment B8: Building 8 Subcatchment B9: Building 9 SubcatchmentDAO: DA0 Subcatchment DA1: DA1 Subcatchment DA1 a: DA1 a Subcatchment DA2: DA2 SubcatchmentDA2a: DA2a Runoff Area=2,250 sf 100.00% Impervious Runoff Depth=5.03" Tc=5.0 min CN=0/98 Runoff=0.27 cfs 944 cf Runoff Area=2,380 sf 100.00% Impervious Runoff Depth=5.03" Tc=5.0 min CN=0/98 Runoff=0.28 cfs 998 cf Runoff Area=1,700 sf 100.00% Impervious Runoff Depth=5.03" Tc=5.0 min CN=0/98 Runoff=0.20 cfs 713 cf Runoff Area=6,730 sf 100.00% Impervious Runoff Depth=5.03" Tc=5.0 min CN=0/98 Runoff=0.80 cfs 2,823 cf Runoff Area=2,380 sf 100.00% Impervious Runoff Depth=5.03" Tc=5.0 min CN=0/98 Runoff=0.28 cfs 998 cf Runoff Area=2,570 sf 100.00% Impervious Runoff Depth=5.03" Tc=5.0 min CN=0/98 Runoff=0.31 cfs 1,078 cf Runoff Area=2,570 sf 100.00% Impervious Runoff Depth=5.03" Tc=5.0 min CN=0/98 Runoff=0.31 cfs 1,078 cf Runoff Area=2,570 sf 100.00% Impervious Runoff Depth=5.03" Tc=5.0 min CN=0/98 Runoff=0.31 cfs 1,078 cf Runoff Area=2,380 sf 100.00% Impervious Runoff Depth=5.03" Tc=5.0 min CN=0/98 Runoff=0.28 cfs 998 cf Runoff Area=1,700 sf 100.00% Impervious Runoff Depth=5.03" Tc=5.0 min CN=0/98 Runoff=0.20 cfs 713 cf Runoff Area=2,570 sf 100.00% Impervious Runoff Depth=5.03" Tc=5.0 min CN=0/98 Runoff=0.31 cfs 1,078 cf Runoff Area=1,201 sf 48.21% Impervious Runoff Depth=2.52" Tc=5.0 min CN=37/98 Runoff=0.07 cfs 252 cf Runoff Area=21,422 sf 34.53% Impervious Runoff Depth=1.82" Tc=5.0 min CN=35/98 Runoff=0.88 cfs 3,243 cf Runoff Area=18,078 sf 0.00% Impervious Runoff Depth=0.05" Tc=5.0 min CN=32/0 Runoff=0.00 cfs 70 cf Runoff Area=65,271 sf 0.41% Impervious Runoff Depth=0.09" Flow Length=228' Tc=6.5 min CN=33/98 Runoff=0.03 cfs 479 cf Runoff Area=16,853 sf 74.14% Impervious Runoff Depth=3.80" Tc=5.0 min CN=39/98 Runoff=1.49 cfs 5,334 cf 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 49 SubcatchmentDA2b: DA2b Subcatchment DA2c: DA2c Subcatchment DA2d: DA2d SubcatchmentDA2e: DA2e Subcatchment DA2f: DA2f SubcatchmentDA2g: DA2g SubcatchmentDA2h: DA2h SubcatchmentDA2i: DA2f Su bcatchment DA2j: DA2j SubcatchmentDA2k: DA2k Pond 1P: URC 1 Pond 2P: URC 2 Pond 3P: URC 3 Pond 4P: URC 4 Runoff Area=8,485 sf 54.67% Impervious Runoff Depth=2.87" Tc=5.0 min CN=39/98 Runoff=0.55 cfs 2,028 cf Runoff Area=13,038 sf 42.77% Impervious Runoff Depth=2.26" Tc=5.0 min CN=37/98 Runoff=0.66 cfs 2,453 cf Runoff Area=21,166 sf 60.90% Impervious Runoff Depth=3.14" Tc=5.0 min CN=37/98 Runoff=1.54 cfs 5,533 cf Runoff Area=40,408 sf 0.86% Impervious Runoff Depth=0.11" Tc=5.0 min CN=33/98 Runoff=0.04 cfs 372 cf Runoff Area=7,710 sf 85.76% Impervious Runoff Depth=4.35" Tc=5.0 min CN=39/98 Runoff=0.79 cfs 2,797 cf Runoff Area=22,572 sf 33.12% Impervious Runoff Depth=1.73" Tc=5.0 min CN=34/98 Runoff=0.89 cfs 3,251 cf Runoff Area=3,473 sf 80.54% Impervious Runoff Depth=4.10" Tc=5.0 min CN=39/98 Runoff=0.33 cfs 1,188 cf Runoff Area=7,087 sf 45.87% Impervious Runoff Depth=2.37" Tc=5.0 min CN=35/98 Runoff=0.39 cfs 1,402 cf Runoff Area=17,624 sf 2.80% Impervious Runoff Depth=0.32" Tc=5.0 min CN=37/98 Runoff=0.06 cfs 469 cf Runoff Area=3,325 sf 9.62% Impervious Runoff Depth=0.72" Tc=5.0 min CN=39/98 Runoff=0.04 cfs 199 cf Peak Elev=92.78' Storage=4,645 cf Inflow=3.92 cfs 14,201 cf Discarded=0.37 cfs 14,201 cf Primary=0.00 cfs 0 cf Outflow=0.37 cfs 14,201 cf Peak Elev=92.61' Storage=0.054 af Inflow=2.22 cfs 8,017 cf Discarded=0.27 cfs 8,017 cf Primary=0.00 cfs 0 cf Outflow=0.27 cfs 8,017 cf Peak Elev=91.80' Storage=3,787 cf Inflow=2.97 cfs 10,661 cf Discarded=0.24 cfs 10,661 cf Primary=0.00 cfs 0 cf Outflow=0.24 cfs 10,661 cf Peak Elev=92.02' Storage=0.027 af Inflow=1.18 cfs 4,446 cf Discarded=0.16 cfs 4,446 cf Primary=0.00 cfs 0 cf Outflow=0.16 cfs 4,446 cf Pond 5P: Surface Infiltration Basin Peak Elev=101.12' Storage=1,365 cf Inflow=0.88 cfs 3,243 cf Discarded=0.07 cfs 3,243 cf Primary=0.00 cfs 0 cf Outflow=0.07 cfs 3,243 cf Pond 6P: Grass Depression Pond SPO: SPO Pond SP1: Study Point 1 Peak EIev=95.08' Storage=6 cf Inflow=0.04 cfs 199 cf Discarded=0.03 cfs 199 cf Primary=0.00 cfs 0 cf Outflow=0.03 cfs 199 cf Inflow=0.07 cfs 252 cf Primary=0.07 cfs 252 cf Inflow=0.00 cfs 70 cf Primary=0.00 cfs 70 cf 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 50 Pond SP2: Study Point 2 Inflow=0.03 cfs 479 cf Primary=0.03 cfs 479 cf Total Runoff Area = 297,513 sf Runoff Volume = 41,569 cf Average Runoff Depth = 1.68" 68.09% Pervious = 202,578 sf 31.91% Impervious = 94,935 sf 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 51 Summary for Subcatchment B1: Building 1 Runoff = 0.27 cfs @ 12.07 hrs, Volume= 944 cf, Depth= 5.03" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 2,250 98 Unconnected roofs, HSG A 2,250 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.3- 0.2871 0.26 0.24- 0.22= 0.2= 0.18 -n 0.16= 0 0.14- LL - 0.12 0.1= 0.08 0.06- 0.04- 0.02- , 0 Subcatchment B1: Building 1 Hydrograph J 1 T -T -r r 0 1 2 3 4 5 6 7 r 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) Type 11 -11124 -hr 10-YRI NOAA+ Rdinfalllr5.27" Runoff Area=2,'250;sf Runoff Vol,ur;ne=j9441I cf Runoff depth8.d3" Tc:5.0 niin CN=0l98 Y 1- r 24 25 26 27 28 29 30 31 32 33 34 35 36 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 52 Summary for Subcatchment B10: Building 10 Runoff = 0.28 cfs @ 12.07 hrs, Volume= 998 cf, Depth= 5.03" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 2,380 98 Unconnected roofs, HSG A 2,380 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0 0 5.0 Direct Entry, Direct Subcatchment B10: Building 10 Hydrograph 0.3 0.28_ 0.26 0.247- 0.22 0.2 0.18 0.16: 0.147' 0.127' 0.17' 0.08 0.067' - r 0.047' 0.027 0 J 1 1 r r 1 L 11 r r 1 1 1 L L I I T r r I 1 ---r-L-- I I I 1 4- I L Type II_ 2114 -hr• 10-YR NOAA+ Rainfallr5.27" Runoff Area=2,38011sf - Runoff Volume=9$8;-cf - Runoff Depth=5.03 Tc=5501 m i ri C IY=W90- r Ir 1 r r I I I I r 7� L 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ■ Runoff 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 53 Summary for Subcatchment B11: Building 11 Runoff = 0.20 cfs @ 12.07 hrs, Volume= 713 cf, Depth= 5.03" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 1,700 98 Unconnected roofs, HSG A 1,700 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment B11: Building 11 Hydrograph 0.22 0.21 0.2- 0.19 0.18t. 0.17= 0.16= 0.15= 0.145 • 0.13' 7) 0.12 a 0.11 r. LL 0.1 0.09 0.08 0.07.1 0.065 0.055 0.04= 0.03= 0.02- 0.01 0 0 1 1 1 L L 4- .1.. 11 r r 0.20 cfs 1 1 1 L L L -1, I 1 4.-1- -1 1 1 1 • r 1 I 1 1 --i-r-"-r-r-r I 1 t I I L 1 L -1 -1 t � I I I T r 1 1 + r 4 1 1 T r I I t I I I I J 1 1, L L 1 1 1 ; I 1 1 1 1 I 1 II II 1 1 I 1 1 1 1 I L L 1 1 1 1 1 L L L _ I I I I I I I I I I I I I Type 111 - I I I I r -1r -I 10-YR NOAA+ Rainfall=5.27" - I 1 L L 1 1 I I I I I I 1 r 1 Runoff Area=1,7-401s - Runoff Volume=7'311, c - Runoff De th=5.03'1 Y -I 1 !- Lp T r r ; T TC=5=0,-r�irl - 1 1 1 1 I I + + 4- I I I IL 11- I I I I 1 I I I I I I 1 1 1 L L 1 C1r1- r 1 1 1 I I I I -I 1 T r I I 1- 1 1 1 1 1 1 1 1 1 1 1 1 + r I- -- --Y-1-I- 1 1 1 1 1 1 1 1 1 T 1 1 1 1 1 1 1 r 1 1 1 1 1 I I I 1 1 I I I I- I- I I 4, 1, !- I- I T T r I- 1 I -1 1 1 I I 1 _ L I I 1 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) L 1 I L L 1 1 1 1 1 1 L L 1 I I t 24 25 26 27 28 29 30 31 32 33 34 35 36 ■ Runoff 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 54 Summary for Subcatchment B2: Building 2 Runoff = 0.80 cfs @ 12.07 hrs, Volume= 2,823 cf, Depth= 5.03" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 3,365 98 Unconnected roofs, HSG A 3,365 98 Roofs, HSG A 6,730 98 Weighted Average 6,730 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment B2: Building 2 Hydrograph 0.8 0.75 0.7 0.65= 0.6= 0.55- 0.5= 3 0.45- o • 0.4= 0.35- 0.3- 0.25- 0.2= 0.15- 0.1= 0.05= 0 r---T-T-r -r + - + 4- 4- 4- 1- 4- 1 r---T-T-r-r 4- 4- 1- 1- 4- L 1 L L r- r- T- T- r- r H J- 4- 1- 1- 1- L 1 0 r r L -, r r r 1 y Type -Nil 2+h -r1- - 111-YRNOAA+ Ral'rnfall .2r— - Runoff Area=6,7a0'sf Tj r r + 1 1 1 J 1 L 1 1 R',u!Ioff-Vol'urne 2,8*3cf - + Runoff Depth=e:0-a" - 1 Tc#510 Mid 1 1 j G11=0/98 T r r F F 1 1 L r 1 1 ▪ r r ▪ F -F I I 1 1 I- L L r H 1 T T r +-,- i L I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) • Runoff 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 55 Summary for Subcatchment B3: Building 3 Runoff 0.28 cfs @ 12.07 hrs, Volume= 998 cf, Depth= 5.03" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 2,380 98 Unconnected roofs, HSG A 2,380 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.3= 0.28 0.26= 0.24= 0.22= 0.2= y 0.18- 3 0.16= LL 0.14= 0.12= 0.1= 0.08= 0.06= 0.04= 0.02= // 0- .� Subcatchment B3: Building 3 Hydrograph Type III 24 -hr 10-YR NOAA+ Rainfall=5.27" Runoff Area=2,380 sf Runoff Volume=998 cf Runoff Depth=5.03" Tc=5.01min CN=0198 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Runoff 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 56 Summary for Subcatchment B4: Building 4 Runoff = 0.31 cfs @ 12.07 hrs, Volume= 1,078 cf, Depth= 5.03" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 2,570 98 Unconnected roofs, HSG A 2,570 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0 LL 5.0 Direct Entry, Direct 0.34- 0.32 0.3 0.28= 0.26 0.24 , 0.22- 0.2= 0.18= 0.16 0.14= 0.12= 0.1. 0.08= 0.06= 0.04 0.02 Subcatchment B4: Building 4 Hydrograph A 0.31 cfs L I I I I I I I I I L I I I ✓ Type IU 24�hr 10-YR NOAA+ Ralirifaill=5.27' Runoff Area=2,570 s€ - Rlunoff Vollurine=1,fl7, 8 cf - ▪ I I Runoff Depth= 08-.r - L I Tc=&04niri r r r CN=O/98 r - - r r I , , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) r 24 25 26 27 28 29 30 31 32 33 34 35 36 ■ Runoff 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 57 Summary for Subcatchment B5: Building 5 Runoff = 0.31 cfs @ 12.07 hrs, Volume= 1,078 cf, Depth= 5.03" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 2,570 98 Unconnected roofs, HSG A 2,570 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0 LL 5.0 Direct Entry, Direct 0.34- 0.32 0.3 0.28= 0.26 0.24 , 0.22- 0.2= 0.18= 0.16 0.14= 0.12= 0.1. 0.08= 0.06= 0.04 0.02 Subcatchment B5: Building 5 Hydrograph A 0.31 cfs L I I I I I I I I I L I I I ✓ Type IU 24�hr 10-YR NOAA+ Ralirifaill=5.27' Runoff Area=2,570 s€ - Rlunoff Vollurine=1,fl7, 8 cf - ▪ I I Runoff Depth= 08-.r - L I Tc=&04niri r r r CN=O/98 r - - r r I , , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) r 24 25 26 27 28 29 30 31 32 33 34 35 36 ■ Runoff 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 58 Summary for Subcatchment B6: Building 6 Runoff = 0.31 cfs @ 12.07 hrs, Volume= 1,078 cf, Depth= 5.03" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 2,570 98 Unconnected roofs, HSG A 2,570 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0 LL 5.0 Direct Entry, Direct 0.34- 0.32 0.3 0.28= 0.26 0.24 , 0.22- 0.2= 0.18= 0.16 0.14= 0.12= 0.1. 0.08= 0.06= 0.04 0.02 Subcatchment B6: Building 6 Hydrograph A 0.31 cfs L I I I I I I I I I L I I I ✓ Type IU 24�hr 10-YR NOAA+ Ralirifaill=5.27' Runoff Area=2,570 s€ - Rlunoff Vollurine=1,fl7, 8 cf - ▪ I I Runoff Depth= 08-.r - L I Tc=&04niri r r r CN=O/98 r - - r r I , , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) r 24 25 26 27 28 29 30 31 32 33 34 35 36 ■ Runoff 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 59 Summary for Subcatchment B7: Building 7 Runoff = 0.28 cfs @ 12.07 hrs, Volume= 998 cf, Depth= 5.03" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 2,380 98 Unconnected roofs, HSG A 2,380 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0 0 5.0 Direct Entry, Direct Subcatchment B7: Building 7 Hydrograph 0.3 0.28_ 0.26 0.247- 0.22 0.2 0.18 0.16: 0.147' 0.127' 0.17' 0.08 0.067' - r 0.047' 0.027 0 J 1 1 r 1I 1-1 r 1 L 11 r r 1 1 1 L L I I T r r I 1 ---r-L-- I I I 1 r I L Type II_ 2114 -hr• 10-YR NOAA+ Rainfallr5.27" Runoff Area=2,380 sf - Runoff Volume=9$8;-cf - Runoff Depth=5.03 Tc=5.0 mini CIY=W9 r Ir 1 r r I I I I r 7� L 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ■ Runoff 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 60 Summary for Subcatchment B8: Building 8 Runoff = 0.20 cfs @ 12.07 hrs, Volume= 713 cf, Depth= 5.03" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 1,700 98 Unconnected roofs, HSG A 1,700 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment B8: Building 8 Hydrograph 0.22 0.21 0.2- 0.19 0.18t. 0.17= 0.16= 0.15= 0.145 0.13' 7) 0.12 a 0.11 r. LL 0.1 0.09 0.08 0.07.1 0.065 0.055 0.04= 0.03= 0.02- 0.01 0 0 1 1 I L L 0.20 cfs r r 1 I 1 L L L -1, 1 I 1 4. -I - -I 1 I 1 F r I I 1 IL I 4 4- 4- I I I --i-r-"-r-r-r I 1 t I I _ J 1 L 1 L 1 I -1 -1 t � I I I F 1 I + I- 1 1 T r I I t I I I J 1 I,,, L L 1 1 1 I 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 I L L 1 1 1 1 L L L _ I I I I I I I I I I I I I I _ Type III - I r -7-I 10-YR NOAA+ Rainfall=5.27" - I 1 L L 1 1 I I I I 1 I r 1 Runoff Area=1,7-401s - Runoff Volume=7'311, c - Runoff De th=5.03'1 Y -I 1 k !- Lp T r r ; T TC=5=0,-r�irl - 1 1 1 1 I I + + 1- I I I IL 11- r I 1 1 I I I I 7 T r I I 1- 1 I I I I 1 I I I I I I 1 1 L 1 1 1 I I 1 1 + r I- I 1 -I- I I I I I I T I I 1 1 1 I 1 r 1 I I I 1 1 I I I 1 1 I I 1 1 T T r r I 1 I I 1 1 I I I- I- I -1 1 1 I I, 1- 1- I I I I 1 _ L 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) 1 I I L L 1 1 1 1 1 1 L L 1 I I t 24 25 26 27 28 29 30 31 32 33 34 35 36 ■ Runoff 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 61 Summary for Subcatchment B9: Building 9 Runoff = 0.31 cfs @ 12.07 hrs, Volume= 1,078 cf, Depth= 5.03" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 2,570 98 Unconnected roofs, HSG A 2,570 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0 LL 5.0 Direct Entry, Direct 0.34- 0.32 0.3 0.28= 0.26 0.24 , 0.22- 0.2= 0.18= 0.16 0.14= 0.12= 0.1. 0.08= 0.06= 0.04 0.02 Subcatchment B9: Building 9 Hydrograph A 0.31 cfs L I I I I I I I I I L I I I ✓ Type IU 24�hr 10-YR NOAA+ Ralirifaill=5.27' Runoff Area=2,570 s€ - Rlunoff Vollurine=1,fl7, 8 cf - ▪ I I Runoff Depth= 08-.r - L I Tc=&04niri r r r CN=O/98 r - - r r I , , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) r 24 25 26 27 28 29 30 31 32 33 34 35 36 ■ Runoff 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 62 Summary for Subcatchment DAO: DAO Runoff = 0.07 cfs @ 12.07 hrs, Volume= 252 cf, Depth= 2.52" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 579 98 Paved parking, HSG A 497 39 >75% Grass cover, Good, HSG A 125 30 Woods, Good, HSG A 1,201 67 Weighted Average 622 37 51.79% Pervious Area 579 98 48.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.075 0.07- 0.065 0.06- 0.055- 0.05= 0.045= 0.04- 0.035_ 0.03- 0.025- 0.02- 0.015 0.01 0.005 0 Subcatchment DAO: DA0 Hydrograph 0.07 cfs + 4- 4 + I 1 1 1 1 ' ' y Type 111 -24 -hr - I 1p YR NOAA+ Rainfall; -5.27" t Runoff Area=1;201 sf H- Runoff Volume -=52 cf Runoff [depth= -2.52" - + + -1 + - 4- � I I I I I I I I I I I I I Tc=5:0 mini CN=37/9$ 1 - 4- I - - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ■ Runoff 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 63 Summary for Subcatchment DA1: DA1 Runoff = 0.88 cfs @ 12.07 hrs, Volume= 3,243 cf, Depth= 1.82" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 6,909 98 Paved parking, HSG A 488 98 Water Surface, HSG A 6,260 30 Woods, Good, HSG A 7,765 39 >75% Grass cover, Good, HSG A 21,422 57 Weighted Average 14,025 35 65.47% Pervious Area 7,397 98 34.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment DA1: DA1 Hydrograph 0.95 0.9 0.85 0.8 0.754 0.75 0.655 0.6 _ N 0.55 3 0.5= 2 0.455 0.4= 0.35-- 0.3 0.25 0.2= 0-15 0.1 0.05 0' 0 I I J 1 LI I + + 1- 1 I 1 41- I I I I -1 1 L I I + 1- I -1-i-+-4--i- I I I I -7-+- F - i- I I I 1 I I I I I I I I 7 7 I I r -r Y r r I I I I 7 7 r I I I 1 r r r I I I I r T T T I I ✓ 7 r -a 1 I- IL I I L L. I I I 1 1 L L I I I I + 4,- 1- L I I I I I I I -1 + + 4- I- I I I F ▪ I I r r 1 r r- r r r I I I r T r- r I I I 7 -r r r I I I I r 7 T r r I I I-_1- L 1 I 1 1 1 1 I- I L Type 1112* -hr I � 1 I _ 1 1 1 1 I I I - 1 1 1 I 111-Y'R1NDAA+ Rainfall=5.27" - -1FRunoff Area=21,4221f - Ikunoff Volume=3,243111_cf - + Runoff Depth=t82'`- - t r 1 I I I I I I -1 -I + - r 1- I I I I 4 I I 7 7 t Y r r r r I I r r I I I 1 r r I 1 r r 1 r I I I I I r 7 r r r 1 1 1 Tc=5.O thin _. y - CN -43'5/198_ - 1 1 1 r r r I I I I I - T T I I r 71 - 1 I, r r 1 11 r r 1 I I I r r r 4 T I I I r r 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) 1 1 24 25 26 27 28 29 30 31 32 33 34 35 36 0 Runoff 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 64 Summary for Subcatchment DA1a: DA1a Runoff = 0.00 cfs @ 16.79 hrs, Volume= 70 cf, Depth= 0.05" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 0 98 Paved parking, HSG A 0 98 Water Surface, HSG A 14,963 30 Woods, Good, HSG A 3,115 39 >75% Grass cover, Good, HSG A 18,078 32 Weighted Average 18,078 32 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment DA1a: DA1a Hydrograph 0.003= 0.002- 0.002 0.002= 0.002- 0.002 0.002= o.002 0.002 o.002 0.002- 0.001 0.001 0.001- 0.001- 0.001- 0.001 0.001 0.001- 0.001= 0.001 0.000= 0.000 0.000 0.000 1 L 1 r 1 I 1 L 1 1 I L 1 I 1 1 I r T 1 1 • -T r r 1 1 1 1. 1 I 1 1 1 I 1 I 1 • --r-1--I----1-7-r-+-+ 1 1 1 1 1 1 1 1 1 1 4 I 1 1 I I I ' • -r r r 7 r r -- -I- - - r- r- 1 I 1 1 1 r 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 .I mil 1 1 1 1 r -r + ---- -t-+-r 1 1 1 1 1 1 1 1 11 + -4 + ----- -+-+-� 1 1 r 1 + 1 1 + +- F 1 1 1 1 1 1 1 1 1 1 1mil II mil I I 1 1 1 I I 1 --1-1-r- Type IIf12"4..rhrs - r- - NOAA+ RainfaII &27" - -I + + + + + + -4 -I-----+-+-+-+-H 1 1 . I 1 1 1 2 1 1 1 1 1 1 1 1 1 1 1 4 1- - - 4 + -I -t 1 1 J- 1 1 1 1 1 1 1 1 1 1 -1 -4 4 + I- 1- 1- --1 1 I 1 1 1 1 1 1 I 1 1 -- 4- 1- 1- I 1 1 I -I- 1 -4 4 4 1- I 1 I I 1 1 1 1 1 1 1 1 1 r - + - - - - r - - r - r - r - r unoff Arela=18;0781111-sf - unoff Volume=Orcd Runoff Oepth .0.05" - Tc=5:0 mini - + I I --I-- CN=32fQ_ 1 _ I I I I 1 1 I 1 I I 1 1 1 1 1 1 I 1 1 1 I 1 1 +_+-+-+-1--1-+-+-4-+ 1 1 I 1 1 1 I 1 1 1 1 I 1 1 1 1 +-+-4-4-1 -1 2 41 4 4 1 r I 1 1 +_+ 4 I 1 1 -4 +- A-- I- I 1 1 1 I 1 1 1 1 1 I I 1 1 1 1 1 1 1 ' 1 1 1 1 1 4 1 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) • Runoff 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 65 Summary for Subcatchment DA2: DA2 Runoff = 0.03 cfs @ 12.09 hrs, Volume= 479 cf, Depth= 0.09" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 265 98 Unconnected pavement, HSG A 24,958 30 Woods, Good, HSG A 23,190 39 >75% Grass cover, Good, HSG A 16,858 30 Meadow, non -grazed, HSG A 65,271 65,006 265 Tc Length (min) (feet) U 0 L 33 Weighted Average 33 99.59% Pervious Area 98 0.41% Impervious Area Slope Velocity (ft/ft) (ft/sec) 5.0 50 0.0550 0.17 1.5 178 0.0750 6.5 228 Total 0.032= 0.03 0.028- 0.026 0.024 0.022 0.02- 0.018= 0.016= 0.014 0.012- 0.01 0.008 0.006- 0.004= 0.002= 1.92 Capacity Description (cfs) Sheet Flow, Grass: Dense n= 0.240 P2= 3.89" Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps Subcatchment DA2: DA2 Hydrograph r L T T T .-I- L L T T T L T T r -1--4-+---I- 0.03 cfs 7 J J -+-i- 1 IL -- i Y r 1 -- I' i r 1 1 1 1 I 1 I J 1 I 1 LL Type In 2_441_ rt 10-YR NOAA+ Rainfall=5.27" - Runoff Area=65271 sf Runoff Volume=479 cf Runoff depth=0.09" T T r + 1 Flow Length=228' TIc=6:5 min - I I I I I I I I I I CN=33/98 - I I I I I I I I I I I-7- r r -T I I I I I I 4 -F- L -L 1 1 1 I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) • Runoff 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 66 Summary for Subcatchment DA2a: DA2a Runoff = 1.49 cfs @ 12.07 hrs, Volume= 5,334 cf, Depth= 3.80" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 12,226 98 Paved parking, HSG A 268 98 Water Surface, HSG A 4,359 39 >75% Grass cover, Good, HSG A 16,853 83 Weighted Average 4,359 39 25.86% Pervious Area 12,494 98 74.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 U) 0 LL Direct Entry, Direct Subcatchment DA2a: DA2a Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Runoff Area=16,'853 sf Runcfl Volume=5,334 cf Runoff Depth=3.80" Tc=5.0, min CN=3j9/,98 ❑ Runoff 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 67 Summary for Subcatchment DA2b: DA2b Runoff = 0.55 cfs @ 12.07 hrs, Volume= 2,028 cf, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 4,436 98 Paved parking, HSG A 203 98 Water Surface, HSG A 3,846 39 >75% Grass cover, Good, HSG A 8,485 71 Weighted Average 3,846 39 45.33% Pervious Area 4,639 98 54.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.6 0.55- 0.5- 0.45. 0.4- 47 00.35- - 3 0.3 0 = L 0.25- 0.2- 0.15- 0.05- Subcatchment DA2b: DA2b Hydrograph 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 222 3 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) r Type 111 24 -hr 10-YRI NOAA+ Ralinfallr5.27" Runoff Area=8,,485 sf Runoff Volume=2,028 cf - Runoff Depth=2.87` - Tc=5.0 mitt a + + + 1- 1- L 1 L 1 L L + J CN=39/98 - L ❑ Runoff` 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 68 Summary for Subcatchment DA2c: DA2c Runoff = 0.66 cfs @ 12.07 hrs, Volume= 2,453 cf, Depth= 2.26" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 5,087 98 Paved parking, HSG A 336 98 Roofs, HSG A 154 98 Water Surface, HSG A 1,611 30 Woods, Good, HSG A 5,850 39 >75% Grass cover, Good, HSG A 13,038 63 Weighted Average 7,461 37 57.23% Pervious Area 5,577 98 42.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.65- 0.6- 0.55- 0.45 7 v 0.4- a 0.35- 0.3 = 0.25= 0.2- 0.15- 0.1- 0.05i Subcatchment DA2c: DA2c Hydrograph 7I a A 1 ,A . 1 I 1 I 1 1 1 1 I -I- 1_ � I 1 i 1 1 T r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4. 1 1 1 1 1 1 T 1 � 1 4 L L L L 1 1 1 1 Typeill! 24-h 10-YR'1 NOAA+ Rairifallr5.27 7 y + 1 1 Runoff Area=13,038Isf 1 1 1 1 1 + I- r I I I 1 1 1 ;Iiupoff Volume=2,43111 T Runoff Depth=2.26" -4-+ 1 1 1 Tc=5.0'1n1iri CN=3;719_ _ 1 1 1 1 r r 1 I T 1 1 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) r I I —1 T T I I r 1 1 1 1 1 1 1 1 4 4 24 25 26 27 28 29 30 31 32 33 34 35 36 IN Runoff 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 69 Summary for Subcatchment DA2d: DA2d Runoff = 1.54 cfs @ 12.07 hrs, Volume= 5,533 cf, Depth= 3.14" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 12,656 98 Paved parking, HSG A 234 98 Water Surface, HSG A 1,772 30 Woods, Good, HSG A 6,504 39 >75% Grass cover, Good, HSG A 21,166 74 Weighted Average 8,276 37 39.10% Pervious Area 12,890 98 60.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 0 u Hydrograph Direct Entry, Direct Subcatchment DA2d: DA2d 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 1.54 cfs 1 , 1 1 , 1 1 , 1 10-YR NO Runoff Type Ili 24 -'hr + Rainfall=5.27" Area=21,166 sf Runoff,, ViOurne=5,;583 cf Runoff Depth=3:14'r - Tc=5101min CN=8,7/98 0 Runoff 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 70 Summary for Subcatchment DA2e: DA2e Runoff = 0.04 cfs @ 12.07 hrs, Volume= 372 cf, Depth= 0.11" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 346 98 Paved parking, HSG A 0 98 Water Surface, HSG A 25,531 30 Woods, Good, HSG A 14,531 39 >75% Grass cover, Good, HSG A 40,408 34 Weighted Average 40,062 33 99.14% Pervious Area 346 98 0.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0 5.0 Direct Entry, Direct 0.046 0.044 0.042 0.04 0.038 - 0.036 0.034= 0.032- 0.03 0.028 0.026= 0.024- 0.022 0.02 0.018- 0.016- 0.0147 0.012 0.01 0.008 0.006- 0.004- 0.002- 0 Subcatchment DA2e: DA2e Hydrograph 1 I 1 1 1 L I I I I I I I 1 1 1 1 1 1 1 I L I I I I I I I I I 0.04 cfs T T T T 1 1 1 1 1 1 I I I I I T -T -T -I -I- 1 I I .L _ 1 1 I T T T I It 1 1 L 1 1 J L 1 1 1 LI T T _ '+ _'I T I Type14244hr_ YR'1NOAA+ Rainfall#5.227" - T T T Runoff Are'1a-=�40,408-sf - _ T _ T _ 4_ Tl uhoff Volume=32}ct T T T TT I I I I 1 1 1 1 I I J 1 1 1 L 1 I -J- 1 -L -I 1 1 1 1 I I ti- -+- t- r 1 1 1 t- L I 1 1 1 1 1 1 - - 1 - - 1_ 1 - - - - - - - - 1 - - I I I I I 11 J 1 1 L 1 I I 1 1 1 1 1 1 1 1 1 L1 J EH hrT J 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Runoff Depth=d.1-1-" - T 1 1 It 1 Tc=5.0 min T T T I 1 L 1--1-f-t-1- 11.1. L 1 1 1 1 1 L 1 I I I -1- - -1- I 1 t 1 r I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Runoff 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 71 Summary for Subcatchment DA2f: DA2f Runoff = 0.79 cfs @ 12.07 hrs, Volume= 2,797 cf, Depth= 4.35" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 6,481 98 Paved parking, HSG A 131 98 Water Surface, HSG A 0 30 Woods, Good, HSG A 1,098 39 >75% Grass cover, Good, HSG A 7,710 90 Weighted Average 1,098 39 14.24% Pervious Area 6,612 98 85.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0 5.0 Direct Entry, Direct 0.85 0.8 0.75= 0.7 0.65= 0.6 0.55= 0.5= 0.45= 0.4= 0.35= 0.3 0.25 0.2 0.15 0.1 0.05 0 -, 0 I I Subcatchment DA2f: DA2f Hydrograph Type II f 24It 111-YRT NOAH --1= RainfaII=5a 2Tr Runoff Area=7,7* sf Runoff Vollume=2f7_07;_cf - Runoff Depth 4. 5-" - T Y T r Tc:5:0 rrni ri L L CN=3.9/98 r J 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 21 22 23 I J L 24 25 26 27 28 29 30 31 32 33 34 35 36 • Runoff 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 72 Summary for Subcatchment DA2g: DA2g Runoff = 0.89 cfs @ 12.07 hrs, Volume= 3,251 cf, Depth= 1.73" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 7,299 98 Paved parking, HSG A 176 98 Water Surface, HSG A 7,652 30 Woods, Good, HSG A 7,445 39 >75% Grass cover, Good, HSG A 22,572 55 Weighted Average 15,097 34 66.88% Pervious Area 7,475 98 33.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3 0 5.0 Direct Entry, Direct 0.95 0.9= 0.85 0.8= 0.75 0.7 0.65= 0.6 0.55= 0.5= 0.45= 0.4= 0.35-- 0.3 0.25 0.2 0.15 0.1 0.05 0 Subcatchment DA2g: DA2g Hydrograph J 1 1 L L L + -1--t--r-t-r-r I I --i-ti--r--r-r-r-r I r-- I ;R▪ unoff Volume=3,251 cf Type lit- h>r - I I I I I I I I L L I I L I I 10-YRI NOAA+ Ralinfall=5.27'_ - Rut of Area=22„5721-sf - I I - + 1- I- + + I I • + - r I r r • I I +-r-+ I I t T r r -r r T r r a a y r 1 l Runoff Depth=1.73" - I I I I I I 1- 1 I I I I I I I I I I I I 1 r r r I I I I I I -1 F - I I I I I -1 -I t4 - I I I I I I 1 1 1 r r- -4- 1 4- r l Tc=5.0'r�tirt -1 1 r r 1 I I I 1 T T r r 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Runoff 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 73 Summary for Subcatchment DA2h: DA2h Runoff = 0.33 cfs @ 12.07 hrs, Volume= 1,188 cf, Depth= 4.10" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 2,746 98 Paved parking, HSG A 51 98 Water Surface, HSG A 676 39 >75% Grass cover, Good, HSG A 3,473 87 Weighted Average 676 39 19.46% Pervious Area 2,797 98 80.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.36 0.34- 0.32 0.3= 0.28- 0.26- 0.24-= 0.22 N 0.2- 0 0.18 LL 0.16 0.14 0.12 0.1. Subcatchment DA2h: DA2h Hydrograph 44 1 1 T 1 T -1 T 1 + L 1 1 1 1 L L I I I I 1 1 Type III 24 -hr - 1 1 1 I I. - I.. I I 1 I T T I I 10-YRI NOAA+ Ralinfal1=5.27" Runoff Area=3,14713 sf - tRunoff Volume=1,188 cf 7 7 T I I T T T r I I ✓ T I ▪ I Y I I I 1' I I 1 1 L L T -'_ Runoff Depth=4.10" 1 4 + r 1- I- 1 1 L L I I 1 1 0.08 �P 1 I 0.06 0.04 0.02 0"- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) L L J J 1-1 1 L L L L Tc=5.0 mid - CN=3919$ I I 1 1 ■ Runoff 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 74 Summary for Subcatchment DA2i: DA2i Runoff = 0.39 cfs @ 12.07 hrs, Volume= 1,402 cf, Depth= 2.37" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 3,181 98 Paved parking, HSG A 70 98 Water Surface, HSG A 1,789 30 Woods, Good, HSG A 2,047 39 >75% Grass cover, Good, HSG A 7,087 64 Weighted Average 3,836 35 54.13% Pervious Area 3,251 98 45.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.42 0.4 0.38- 0.36- 0.34- - 0.324 0.35 0.284 0.26 • non 41 41 0.22= 0 0.24 • 0.185 0.16= -I 4 - -r I I I Subcatchment DA2i: DA2i Hydrograph ) I I 0.125 0.1= 0.08 _ 0.06= 0.045 0.02= 0'1f( 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) ,1 1 4-1 1 1 I 1 1 1 1 1 I I I I I I 1 Type 1 211,4 h�- - 10-YRt N`OAA+ Rainfal-1#5.2-7"- 4 RunoffAAr-Iea=7,e$7sf Runoff Volume=1,4021; ct Runoff Depth=2.37' - y 1 + r 1 Tc=5:Olrriiri -. r I I C N'1 135/,19$ 1 1 1 L LL I- I I I I I I L L L I 1 1 1 1 1 I I I I I I --y-t-r-r-I--1 I 1 I I 1 1 I I I I I I I L L L I I 4- 1- 1- 1 1 1 1 I I 1 1 1 1 1 I I I -4 4 4 ILI L T 24 25 26 27 28 29 30 31 32 33 34 35 36 ■ Runoff 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 75 Summary for Subcatchment DA2j: DA2j Runoff = 0.06 cfs @ 12.07 hrs, Volume= 469 cf, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 493 98 Paved parking, HSG A 4,488 30 Woods, Good, HSG A 12,643 39 >75% Grass cover, Good, HSG A 17,624 38 Weighted Average 17,131 37 97.20% Pervious Area 493 98 2.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment DA2j: DA2j Hydrograph 0.065- 0.06- 0.0557 0.05- 0.045- 0.04- 15 Ul 0.035 3 = �1 0 0.03 u- 0.025- 0.02- 0.015- 0.01- 0.005- 4- 4- 1- 1- 1-1-1- 1 0.06 cfs L 1 I L 1 1 J I I I I I Type III 24 -hr 11 10-YR NOAA+ Rainfall_, --5.27" Runoff Area=17„624 sf / T T T T T Runoff Volume =469 cf Runoff depth=d.32" Tc=5:0 min + I- - - - - 1 t r F - CN=37/98 I, r ,- 1 T T r r I I I 1 11 T T T T 1 T I I I I I I I T I T T - T I I I I I I I I -1 T T IF- -----1-T I I I I I 1 I T r r T I I I I T- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Runoff` 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 76 Summary for Subcatchment DA2k: DA2k Runoff = 0.04 cfs @ 12.07 hrs, Volume= 199 cf, Depth= 0.72" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 10-YR NOAA+ Rainfall=5.27" Area (sf) CN Description 122 98 Paved parking, HSG A 198 98 Water Surface, HSG A 0 30 Woods, Good, HSG A 3,005 39 >75% Grass cover, Good, HSG A 3,325 45 Weighted Average 3,005 39 90.38% Pervious Area 320 98 9.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.042_ 0.04 0.038- 0.036- 0.034— 0.032- 0.03- 0.028- 0.026 0.024 0.022- 0.02- 0.018- 0.016- 0.014- 0.012- 0.01 0.008 0.006 0.004 0.002 0 0 Subcatchment DA2k: DA2k Hydrograph t 1 1 1 T - 1- T T II II -+ T 1- 4- t - 1 r II II 1 11- T T II II _L L I t -t-t-r-1-- 'Ir0 YR II II II II t -t -t -r T T TI T L I 1 -4 1 J 1 L L Type III 24 -hr -- NIOTAA+ Rainfall=5.27' - Runoff Area=3;25 sf Runoff Volume=99 cf Runoff Depth=0.7r2" - II II II II J 1 11 L + -+--F - 1- -1 1 r 1- -1 T T 1 1 1 J 1 1 L I I I + - + I I I -1 -Y T Y I I I -1 1 T 1- I I I Tc=5:01rriiri CND ;9$ 1 1 1 I -1 Y r 1 1 1 I -1 T r 1 7 1 I II II II II I I I I 1 1 1 I 1 1 1 I 1 1 1 1 L 1- I I I I - L I _L L + -+-+-i--H 1 1 J 1 I I 1 L I 1 1 1 I 1 1 1 1 I � 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Runoff 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 77 Summary for Pond 1P: URC 1 Inflow Area = 86,141 sf, 38.16% Impervious, Inflow Depth = 1.98" for 10-YR NOAA+ event Inflow = 3.92 cfs @ 12.07 hrs, Volume= 14,201 cf Outflow = 0.37 cfs @ 11.40 hrs, Volume= 14,201 cf, Atten= 91%, Lag= 0.0 min Discarded = 0.37 cfs @ 11.40 hrs, Volume= 14,201 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 92.78' @ 12.88 hrs Surf.Area= 1,933 sf Storage= 4,645 cf Plug -Flow detention time= 85.0 min calculated for 14,201 cf (100% of inflow) Center -of -Mass det. time= 85.0 min ( 840.8 - 755.8 ) Volume Invert Avail.Storage Storage Description #1A 89.00' 2,966 cf 28.50'W x 67.84'L x 7.25'H Field A 14,018 cf Overall - 5,029 cf Embedded = 8,989 cf x 33.0% Voids #2A 90.25' 5,029 cf ADS_StormTech MC -4500 b +Cap x 45 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap 45 Chambers in 3 Rows Cap Storage= +39.5 cf x 2 x 3 rows = 237.0 cf #3 95.00' 63 cf 4.00'D x 5.00'H Vertical Cone/Cylinder-Impervious #4 98.00' 1,958 cf Driveway surface (Prismatic)Listed below (Recalc) 10,016 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 98.00 0 0 0 98.50 1,493 373 373 99.00 4,845 1,585 1,958 Device Routing Invert Outlet Devices #1 Discarded 89.00' 8.270 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 98.75' 4.0' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Discarded OutFlow Max=0.37 cfs @ 11.40 hrs HW=89.12' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.37 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=89.00' (Free Discharge) t2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 78 Pond 1P: URC 1 Hydrograph U 0 O 0.00 cfs o /zz 1 1 1 I 1 T 1 1 1 r Inflow Area=86,141 sf PeaK E!ev=92.78' Storage=4,645 of 4 /////-7` 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) • Inflow O Outflow ■ Discarded E Primary 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 79 Summary for Pond 2P: URC 2 Inflow Area = 29,953 sf, 62.25% Impervious, Inflow Depth = 3.21" for 10-YR NOAA+ event Inflow = 2.22 cfs @ 12.07 hrs, Volume= 8,017 cf Outflow = 0.27 cfs @ 11.60 hrs, Volume= 8,017 cf, Atten= 88%, Lag= 0.0 min Discarded = 0.27 cfs @ 11.60 hrs, Volume= 8,017 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 92.61' @ 12.65 hrs Surf.Area= 0.032 ac Storage= 0.054 af Plug -Flow detention time= 54.8 min calculated for 8,006 cf (100% of inflow) Center -of -Mass det. time= 54.7 min ( 807.4 - 752.7 ) Volume Invert Avail.Storage Storage Description #1A 89.75' 0.050 af 19.42'W x 71.87'L x 7.25'H Field A 0.232 af Overall - 0.082 af Embedded = 0.150 af x 33.0% Voids #2A 91.00' 0.082 af ADS_StormTech MC -4500 b +Cap x 32 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap 32 Chambers in 2 Rows Cap Storage= +39.5 cf x 2 x 2 rows = 158.0 cf 0.131 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 89.75' 8.270 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 96.35' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.27 cfs @ 11.60 hrs HW=89.83' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.27 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=89.75' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 80 Pond 2P: URC 2 Hydrograph U 0 1 Inflow Area=29,9.53_Sf Peak EIev=92.61' Storage=0.054 of /// 0.00 cfs iii//�i��i�iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii,� 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Inflow J Outflow ® Discarded ❑ Primary 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 81 Summary for Pond 3P: URC 3 Inflow Area = 44,375 sf, 56.16% Impervious, Inflow Depth = 2.88" for 10-YR NOAA+ event Inflow = 2.97 cfs @ 12.07 hrs, Volume= 10,661 cf Outflow = 0.24 cfs @ 11.20 hrs, Volume= 10,661 cf, Atten= 92%, Lag= 0.0 min Discarded = 0.24 cfs @ 11.20 hrs, Volume= 10,661 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 91.80' @ 13.04 hrs Surf.Area= 1,239 sf Storage= 3,787 cf Plug -Flow detention time= 114.9 min calculated for 10,661 cf (100% of inflow) Center -of -Mass det. time= 114.8 min ( 866.9 - 752.1 ) Volume Invert Avail.Storage Storage Description #1A 87.00' 1,928 cf 19.42'W x 63.82'L x 7.25'H Field A 8,984 cf Overall - 3,140 cf Embedded = 5,844 cf x 33.0% Voids #2A 88.25' 3,140 cf ADS_StormTech MC -4500 b +Cap x 28 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap 28 Chambers in 2 Rows Cap Storage= +39.5 cf x 2 x 2 rows = 158.0 cf #3 94.00' 50 cf 4.00'D x 4.00'H Vertical Cone/Cylinder-Impervious #4 96.00' 2,940 cf Custom Stage Data (Prismatic)Listed below (Recalc) 8,058 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 96.00 0 0 0 96.50 2,487 622 622 97.00 6,786 2,318 2,940 Device Routing Invert Outlet Devices #1 Discarded 87.00' 8.270 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 96.75' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.24 cfs @ 11.20 hrs HW=87.11' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.24 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=87.00' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 82 Pond 3P: URC 3 Hydrograph Inflow Area=44,375 Sf Peak EIev=91.80' Storitge=3,787 cf 0 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ® Inflow J Outflow ® Discarded ❑ Primary 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 83 Summary for Pond 4P: URC 4 Inflow Area = Inflow = Outflow = Discarded = Primary = 27,747 sf, 35.82% Impervious, 1.18 cfs @ 12.07 hrs, Volume= 0.16 cfs @ 11.65 hrs, Volume= 0.16 cfs @ 11.65 hrs, Volume= 0.00 cfs @ 0.00 hrs, Volume= Inflow Depth = 1.92" for 10-YR NOAA+ event 4,446 cf 4,446 cf, Atten= 86%, Lag= 0.0 min 4,446 cf 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 92.02' @ 12.60 hrs Surf.Area= 0.019 ac Storage= 0.027 af Plug -Flow detention time= 43.3 min calculated for 4,440 cf (100% of inflow) Center -of -Mass det. time= 43.3 min ( 806.6 - 763.3 ) Volume Invert Avail.Storage Storage Description #1A 89.50' 0.031 af #2A 90.75' 0.048 af 19.42'W x 43.69'L x 7.25'H Field A 0.141 af Overall - 0.048 af Embedded = 0.094 af x 33.0% Voids ADS_StormTech MC -4500 b +Cap x 18 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap 18 Chambers in 2 Rows Cap Storage= +39.5 cf x 2 x 2 rows = 158.0 cf 0.079 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 89.50' 8.270 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 95.50' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.16 cfs @ 11.65 hrs HW=89.59' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.16 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=89.50' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 84 Pond 4P: URC 4 Hydrograph Inflow'Area=27,747 sf Peals EIev=92:02'' Storage=0.027 of 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Inflow CI Outflow II Discarded ❑ Primary 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 85 Summary for Pond 5P: Surface Infiltration Basin Inflow Area = Inflow = Outflow = Discarded = Primary = 21,422 sf, 34.53% Impervious, Inflow Depth = 1.82" for 10-YR NOAA+ event 0.88 cfs @ 12.07 hrs, Volume= 3,243 cf 0.07 cfs @ 13.10 hrs, Volume= 3,243 cf, Atten= 92%, Lag= 61.9 min 0.07 cfs @ 13.10 hrs, Volume= 3,243 cf 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 101.12' @ 13.10 hrs Surf.Area= 1,220 sf Storage= 1,365 cf Plug -Flow detention time= 197.8 min calculated for 3,238 cf (100% of inflow) Center -of -Mass det. time= 197.6 min ( 957.4 - 759.8 ) Volume Invert Avail.Storage Storage Description #1 99.50' 3,690 cf Custom Stage Data (Conic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic -feet) (cubic -feet) (sq-ft) 99.50 488 0 0 488 100.00 735 304 304 739 100.50 890 406 709 902 101.00 1,168 513 1,222 1,186 101.50 1,394 640 1,862 1,420 102.00 1,812 799 2,661 1,844 102.50 2,315 1,029 3,690 2,354 Device Routing Invert Outlet Devices #1 Discarded #2 Primary 99.50' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' 102.00' 10.0' long x 5.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.07 cfs @ 13.10 hrs HW=101.12' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=99.50' (Free Discharge) t2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 86 Pond 5P: Surface Infiltration Basin Hydrograph U 0 L 0.95 0.9 0.85 0.8- 0.75 0.7-' 0.65 0.6 0.55= 0.5=' 0.45= 0.4= 0.35 0.3 0.25 0.2 0.15 0.0 cfs 0 4- T -1 4- H -1- 4- 4 -1 4- 4 1 I I 7 I I 1T 1 1 1 1 1 4-L--1-L_I_ -L 1 1 1 1 1 I I I I 0.88 cfs 7 1 1 r I 1 1 1 1 1 1 1 1 1 1 1 4 4- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 L 1 1 I 1 1 1 1 1 4 -H -I- 4-H-1-+-F- I I I I i--I- -f I-T-r-I-T 1 1 1 I 1 1 I I 1 I I I 1 I r 7 - - -I - 7 r 1 7 r 1 7 r 1- T r 1- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 L 1 1 _Fiftow_Area=21'422 sf _ Pe-ak E ev=1 1.12` - -IF-r-1-7-r-I-7-r - + � ; 4_ I 4_ IStorage=_11,365 cf 1 1 1 1 1 1 1 1 1 r -I _ T _ r _ _ _ _ r -I - "7 r1 - T ▪ L 1 1 1 1 L 1 1 L 1 L 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4-I----41 II I-- -1---i-I---4-H-1-4- I I I I I I I I I I I I I I I I I T -f _1 � f I T f I 7 I I T 1 I T f _1_7_1-_I_T 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1_1_1-1_L_I_1-L-1- J_4_L-1 1_L-1-1-L_I_ _L-1-4- L__ 4_L_1_1_L_1-1. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 - r - r -I - Y - r - I - t - r -I - -1 - t - r -1- r - r -1 - r - r - - y - r 1 - 't - r -1- t - r -I - r - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 . 7 1- 1 7 F 1 7 1 I_ 1-T-r-1-7-f-1-7-r--T_T_1_T_T_1_T-r-1-7-r-I-7 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I nmrf 1 1 1 1 1 1 1 1 1 1 1 1 1--1-L-1--L-L-1-1-1:- 1 I- 1 1 + I I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) • Inflow O Outflow ■ Discarded El Primary 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 87 Summary for Pond 6P: Grass Depression Inflow Area = Inflow = Outflow = Discarded = Primary = 3,325 sf, 9.62% Impervious, Inflow Depth = 0.72" for 10-YR NOAA+ event 0.04 cfs @ 12.07 hrs, Volume= 199 cf 0.03 cfs @ 12.13 hrs, Volume= 199 cf, Atten= 21%, Lag= 3.8 min 0.03 cfs @ 12.13 hrs, Volume= 199 cf 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 95.08' @ 12.13 hrs Surf.Area= 158 sf Storage= 6 cf Plug -Flow detention time= 1.1 min calculated for 199 cf (100% of inflow) Center -of -Mass det. time= 1.1 min ( 827.2 - 826.2 ) Volume Invert Avail.Storage Storage Description #1 95.00' 273 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 95.00 0 0 0 95.10 198 10 10 95.50 395 119 129 95.60 2,500 145 273 Device Routing Invert Outlet Devices #1 Discarded #2 Primary 95.00' 8.270 in/hr Exfiltration over Surface area Phase -In= 0.01' 95.50' 8.0' long x 4.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.03 cfs @ 12.13 hrs HW=95.08' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=95.00' (Free Discharge) t2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 88 Pond 6P: Grass Depression Hydrograph 0.042= 0.04' 0.0385 0.0365 0.0345 0.0325 0.03= 0.028- _ 0.026 1n 0.024 U 0.022-_ 0.02 - LL 0.018- 0.016= 0.014-1 0.012= 0.01- 0.008- 0.006= 0.00 cfs 1 1 1 1 0.04 cfs 1 1 T F I T I '' r 1 7 I--I- t I I 1 I T 1 1 7 - 1 _ I_ I L 1 1 I 1 7 -r -1-t-1 -1- t 1 1 1 1 1 1 1 _+ _,- _I_+_1- -1_+ 1 1 T 1 1 T I 1 7 1 1 1 1 1 1 1 1 1 1 1 1 i l I I +-4--1-+-1- -4 1 1 1 -4 1 1- 4- L It F 1 t F 1 t 1 t t I t 1 1 1 1 1 I I 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 I 1 1 1 1 1 + 1rtfloW Ares#3,3215- sf - 7 7 1 1 7 1 7 7 11 Peak Ere -v=95.08'' r1 -t -r-1-- - 1 I 1 1 1 1 1 1 Stor`age=6 cf - I 11 I I � � I I T r 1 _ 1 1 1. 1 1 1 , , r I II I II 1 1 1 I 1 1 1 1 . I T r 1 T 1 7 1" 17 1 1 1 r I 1 L I 1 1 1 1 1 1 1 I I I - 1 I 1 4- I I I I I I I I I '1 r I I I I I I I I I I 1 - L 1 + 1 -4 4- I -1 ✓- 1 i I- 1 1 1 1 1 7 1 L 1 1 // 0 1 2 3 4 5 6 7 8 9 10 11 1213 14 1516 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) _ L - - r • Inflow O Outflow ■ Discarded E Primary 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 89 Summary for Pond SPO: SPO Inflow Area = 1,201 sf, 48.21% Impervious, Inflow Depth = 2.52" for 10-YR NOAA+ event Inflow = 0.07 cfs @ 12.07 hrs, Volume= 252 cf Primary = 0.07 cfs @ 12.07 hrs, Volume= 252 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond SPO: SPO Hydrograph 0.075= 0.07= 0.065= 0.06- 0.055= 0.0527 0.045 0.04= 0.035= 0.03= 0.025= 0.0271 0.015 0.01 0.005 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Inflow ❑ Primary 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 90 Summary for Pond SP1: Study Point 1 Inflow Area = 39,500 sf, 18.73% Impervious, Inflow Depth = 0.02" for 10-YR NOAA+ event Inflow = 0.00 cfs @ 16.79 hrs, Volume= 70 cf Primary = 0.00 cfs @ 16.79 hrs, Volume= 70 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond SP1: Study Point 1 Hydrograph 0.002- 0.002- 0.002- 0.0027 0.002- u 0.001- 0 0.001 - LL 0.001- 0.001- 0.001- 0.0007 0.000- 0 1 Inflow Area=39,500 sf I 8 9 10 11 12 13 14 15 16"1'7"1'8-1'9"26" -1-2'2-2'3-24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Inflow ❑ Primary 22084 -POST Type 111 24 -hr 10-YR NOAA+ Rainfall=5.27" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 91 Summary for Pond SP2: Study Point 2 Inflow Area = 256,812 sf, 33.86% Impervious, Inflow Depth = 0.02" for 10-YR NOAA+ event Inflow = 0.03 cfs @ 12.09 hrs, Volume= 479 cf Primary = 0.03 cfs @ 12.09 hrs, Volume= 479 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond SP2: Study Point 2 Hydrograph 0.032= 0.03= 0.028= 0.026 0.024= 0.022 0.02= 0.018 0 0.016= LL 0.014- 0.012= 0.01=, 0.008 0.006= 0.004= 0.002 0 Inflow Area=256,81-2 sf 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Inflow ❑ Primary 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 92 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment B1: Building 1 SubcatchmentB10: Building 10 SubcatchmentB11: Building 11 Subcatchment B2: Building 2 Subcatchment B3: Building 3 Subcatchment B4: Building 4 Subcatchment B5: Building 5 Subcatchment B6: Building 6 Subcatchment B7: Building 7 Subcatchment B8: Building 8 Subcatchment B9: Building 9 SubcatchmentDAO: DA0 Subcatchment DA1: DA1 Subcatchment DA1 a: DA1 a Subcatchment DA2: DA2 SubcatchmentDA2a: DA2a Runoff Area=2,250 sf 100.00% Impervious Runoff Depth=6.28" Tc=5.0 min CN=0/98 Runoff=0.33 cfs 1,178 cf Runoff Area=2,380 sf 100.00% Impervious Runoff Depth=6.28" Tc=5.0 min CN=0/98 Runoff=0.35 cfs 1,246 cf Runoff Area=1,700 sf 100.00% Impervious Runoff Depth=6.28" Tc=5.0 min CN=0/98 Runoff=0.25 cfs 890 cf Runoff Area=6,730 sf 100.00% Impervious Runoff Depth=6.28" Tc=5.0 min CN=0/98 Runoff=0.99 cfs 3,523 cf Runoff Area=2,380 sf 100.00% Impervious Runoff Depth=6.28" Tc=5.0 min CN=0/98 Runoff=0.35 cfs 1,246 cf Runoff Area=2,570 sf 100.00% Impervious Runoff Depth=6.28" Tc=5.0 min CN=0/98 Runoff=0.38 cfs 1,345 cf Runoff Area=2,570 sf 100.00% Impervious Runoff Depth=6.28" Tc=5.0 min CN=0/98 Runoff=0.38 cfs 1,345 cf Runoff Area=2,570 sf 100.00% Impervious Runoff Depth=6.28" Tc=5.0 min CN=0/98 Runoff=0.38 cfs 1,345 cf Runoff Area=2,380 sf 100.00% Impervious Runoff Depth=6.28" Tc=5.0 min CN=0/98 Runoff=0.35 cfs 1,246 cf Runoff Area=1,700 sf 100.00% Impervious Runoff Depth=6.28" Tc=5.0 min CN=0/98 Runoff=0.25 cfs 890 cf Runoff Area=2,570 sf 100.00% Impervious Runoff Depth=6.28" Tc=5.0 min CN=0/98 Runoff=0.38 cfs 1,345 cf Runoff Area=1,201 sf 48.21% Impervious Runoff Depth=3.28" Tc=5.0 min CN=37/98 Runoff=0.09 cfs 328 cf Runoff Area=21,422 sf 34.53% Impervious Runoff Depth=2.41" Tc=5.0 min CN=35/98 Runoff=1.09 cfs 4,302 cf Runoff Area=18,078 sf 0.00% Impervious Runoff Depth=0.22" Tc=5.0 min CN=32/0 Runoff=0.01 cfs 330 cf Runoff Area=65,271 sf 0.41% Impervious Runoff Depth=0.29" Flow Length=228' Tc=6.5 min CN=33/98 Runoff=0.09 cfs 1,578 cf Runoff Area=16,853 sf 74.14% Impervious Runoff Depth=4.81" Tc=5.0 min CN=39/98 Runoff=1.86 cfs 6,759 cf 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 93 SubcatchmentDA2b: DA2b Subcatchment DA2c: DA2c Subcatchment DA2d: DA2d SubcatchmentDA2e: DA2e Subcatchment DA2f: DA2f SubcatchmentDA2g: DA2g SubcatchmentDA2h: DA2h SubcatchmentDA2i: DA2f Su bcatchment DA2j: DA2j SubcatchmentDA2k: DA2k Pond 1P: URC 1 Pond 2P: URC 2 Pond 3P: URC 3 Pond 4P: URC 4 Runoff Area=8,485 sf 54.67% Impervious Runoff Depth=3.71" Tc=5.0 min CN=39/98 Runoff=0.70 cfs 2,622 cf Runoff Area=13,038 sf 42.77% Impervious Runoff Depth=2.96" Tc=5.0 min CN=37/98 Runoff=0.83 cfs 3,219 cf RunoffArea=21,166 sf 60.90% Impervious Runoff Depth=4.01" Tc=5.0 min CN=37/98 Runoff=1.91 cfs 7,079 cf Runoff Area=40,408 sf 0.86% Impervious Runoff Depth=0.32" Tc=5.0 min CN=33/98 Runoff=0.06 cfs 1,068 cf Runoff Area=7,710 sf 85.76% Impervious Runoff Depth=5.47" Tc=5.0 min CN=39/98 Runoff=0.98 cfs 3,516 cf Runoff Area=22,572 sf 33.12% Impervious Runoff Depth=2.29" Tc=5.0 min CN=34/98 Runoff=1.10 cfs 4,310 cf Runoff Area=3,473 sf 80.54% Impervious Runoff Depth=5.18" Tc=5.0 min CN=39/98 Runoff=0.42 cfs 1,498 cf Runoff Area=7,087 sf 45.87% Impervious Runoff Depth=3.08" Tc=5.0 min CN=35/98 Runoff=0.48 cfs 1,819 cf Runoff Area=17,624 sf 2.80% Impervious Runoff Depth=0.64" Tc=5.0 min CN=37/98 Runoff=0.10 cfs 946 cf Runoff Area=3,325 sf 9.62% Impervious Runoff Depth=1.15" Tc=5.0 min CN=39/98 Runoff=0.06 cfs 319 cf Peak Elev=94.30' Storage=6,555 cf Inflow=4.86 cfs 18,597 cf Discarded=0.37 cfs 18,597 cf Primary=0.00 cfs 0 cf Outflow=0.37 cfs 18,597 cf Peak Elev=93.53' Storage=0.076 af Inflow=2.77 cfs 10,253 cf Discarded=0.27 cfs 10,253 cf Primary=0.00 cfs 0 cf Outflow=0.27 cfs 10,253 cf Peak Elev=96.11' Storage=5,128 cf Inflow=3.69 cfs 13,660 cf Discarded=0.35 cfs 13,660 cf Primary=0.00 cfs 0 cf Outflow=0.35 cfs 13,660 cf Peak Elev=92.92' Storage=0.040 af Inflow=1.48 cfs 5,925 cf Discarded=0.16 cfs 5,925 cf Primary=0.00 cfs 0 cf Outflow=0.16 cfs 5,925 cf Pond 5P: Surface Infiltration Basin Peak EIev=101.52' Storage=1,890 cf Inflow=1.09 cfs 4,302 cf Discarded=0.08 cfs 4,302 cf Primary=0.00 cfs 0 cf Outflow=0.08 cfs 4,302 cf Pond 6P: Grass Depression Pond SPO: SPO Pond SP1: Study Point 1 Peak Elev=95.12' Storage=15 cf Inflow=0.06 cfs 319 cf Discarded=0.04 cfs 319 cf Primary=0.00 cfs 0 cf Outflow=0.04 cfs 319 cf Inflow=0.09 cfs 328 cf Primary=0.09 cfs 328 cf Inflow=0.01 cfs 330 cf Primary=0.01 cfs 330 cf 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 94 Pond SP2: Study Point 2 Inflow=0.09 cfs 1,578 cf Primary=0.09 cfs 1,578 cf Total Runoff Area = 297,513 sf Runoff Volume = 55,293 cf Average Runoff Depth = 2.23" 68.09% Pervious = 202,578 sf 31.91% Impervious = 94,935 sf 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 95 Summary for Subcatchment B1: Building 1 Runoff = 0.33 cfs @ 12.07 hrs, Volume= 1,178 cf, Depth= 6.28" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 2,250 98 Unconnected roofs, HSG A 2,250 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.36 0.34 0.32 0.3=' 0.28 0.26 0.24 0.22 o 0.2 a 0.18 LL 0.16 0.14- 0.12 0.1 0.08 0.06- 0.04= 0.02= 0 Subcatchment B1: Building 1 Hydrograph L 1- L I I I I r r r I I -I- f - -r-r-I- I r - 1- - I 4 L 1 L I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 1 4 L 4- 4- L L I I I Type III I I I I 4 1- L 25-YR NOAA+ Ralinfall=6.52" RunoffArea=2,2501-ef - Runoff Volume=1,00 cf- 4 1 r r I I I r I - r I ✓ 1 Y + I- 4- 4- I I 4 4 4 L I I I I L L I I I I I I I I I I 1 r I I r C T -I ,9$- � r r -r----7- V I I I I I�unof Depth=6.28" I r r r r ' - I I I I I I I - I I I I I I I I 4 1 I I 1 1 I I I I L L 1 ■ Runoff 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 96 Summary for Subcatchment B10: Building 10 Runoff = 0.35 cfs @ 12.07 hrs, Volume= 1,246 cf, Depth= 6.28" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 2,380 98 Unconnected roofs, HSG A 2,380 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment B10: Building 10 Hydrograph 0.38 T 0.35 cfs 0.36=' - __ - - -- 0.34-- 0.32=' r - 0.3J , 0.26 0.24 0.22 0.2= a 0.18 LL 0.16 0.14 0.12= 0.1t. 0.08 ' 0.06 0.04 0.02 0 i I 1 r r I I 7 I 7 I I I 1 , r 1 I I I I -II I - - - -r 7 I 7 I r 1-,-T-r- -r II I ----7-7-r-r-r 1 1 r r r r r I I I I r r 1 r + --F- 4 4 4 4- 1- x L I I -1- Type III 241* +- - -I- 25-YR NOAA+ Rainfall=6.52" - I I I I I I 1 - Runoff Area=2,380,-sf r Runoff Vollurne=1,2 611,cf ,, l Runoff pepth=6.2x8" 7 r- Y r r I I I 7 7 t I I I I I I I I I I I I 1 I 1 h 1 I ;Tc=5.0-rriiri r T r r 7 r r r 1 1 r- Y I I I I I I I I I I I I I I r r 1 1 , T r r I I I I I I I I I I I I I I I r r r 1- , r r r r r I I I I I I I I I I I I F, 1 1 , T r r 1 , Ii 1- 7 7 r r , , T r r r 1 7 7 I I I I I I I I I 7 T r r , , T r r r 1 T -f I I I I I I I I I I I I I I I I I I I r 1 r ,7 f T r r 1 -I 7 7 C-t1=W98 I I I 1 I I I I 1 1 I I 1 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ■ Runoff 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 97 Summary for Subcatchment B11: Building 11 Runoff 0.25 cfs © 12.07 hrs, Volume= 890 cf, Depth= 6.28" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 1,700 98 Unconnected roofs, HSG A 1,700 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.28- 0.26- 0.24- 0.22= 0.2- 0.18: 0.16- 0.14- 0.12- 0.1 0.08- 0.06 0.04- 0.02- 0 Subcatchment B11: Building 11 Hydrograph 7 T T r r I I I I I I I I -r r TypeIII24-hr - 25-YR NOAA+ Rainfall=6.52" Runoff Area=1,700 sf Runoff Volume=890 cf Runoff Depth=6.28" L L Tc=5.0min 1 I I I CN=0/98 I I I I I I i 1 1 L L L 1 1 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Runoff` 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 98 Summary for Subcatchment B2: Building 2 Runoff = 0.99 cfs @ 12.07 hrs, Volume= 3,523 cf, Depth= 6.28" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 3,365 98 Unconnected roofs, HSG A 3,365 98 Roofs, HSG A 6,730 98 Weighted Average 6,730 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) U 0 L 5.0 Direct Entry, Direct Subcatchment B2: Building 2 Hydrograph 7- 7 - i r 1 1 1 7 7 7 T 7 7 Type III 24 -hr 25-YR NOAA+ Rainfall=6.52" Runoff Area=6,730'sf Runoff ff Volume=3,523 cf Runoff Depth=6.28" Tc=5,0 mitt CIS=0/.98 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Runoff 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 99 Summary for Subcatchment B3: Building 3 Runoff = 0.35 cfs @ 12.07 hrs, Volume= 1,246 cf, Depth= 6.28" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 2,380 98 Unconnected roofs, HSG A 2,380 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment B3: Building 3 Hydrograph 0.38 T 0.35 cfs 0.36=' ---4_-+-4.----- 0.34-- 0.32=' r - 0.3J , 0.26 0.24 0.22 0.2= 3 0 0.18 LL 0.16 0.14 0.12= 0.1 0.08 ' 0.06 0.04 0.02 0 I 1 i 1 --7-1-r-r-r- 1 ----7-t-fi-r-r-I I I I I I I r I,- r I I I I I -1 -] T 1 I I I I 1 r I I I -1- -T-T-r-r-r II ----7-T-r t r 1 1 4 r r r 1 I - 1 r1 r 1r, 1 11- II I 1 1 1 1 + + . + 1- . 4. + I I I Type III 2*-* +- -' -I- 25-YR NOAA+ Rainfall=6.52" - I I I I I I I Runoff Area=2,380sf r Runoff Vollurne=1,2 611,cf 1 1 1 1 1 1 Runoff Depth- 6-.2187 I I I I I I I I I I I Runoff I 1 -+-+-r-r l l y y -t -r -r -r-1 I I I I I I I I I I I I I I r r I I 1 1 T T r r I I � I I I I I I I I I I I I I 1 r r 1 1 Tc=5.07rYiin r r 1 r r r r 1 1 1 1 1 r 1 1 I- I 1 T T r r T 1 174 1 1 1 1 1 1 1 1 1 1 1 1 T r l 1 T r r r 1 7 7 r 1 1 1 1 1 1 1 1 1 1 1 1 1- -1' r r r 1 1 1 1 1 r r r r 1 T 1 r r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r r r 1 1 1 1 1 1-1 r r 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I r 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ■ Runoff 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 100 Summary for Subcatchment B4: Building 4 Runoff = 0.38 cfs @ 12.07 hrs, Volume= 1,345 cf, Depth= 6.28" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 2,570 98 Unconnected roofs, HSG A 2,570 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.42= 0.4= 0.38= 0.361 0.34= 0.32= 0.3= 0.28= 0.26= 0.24= 0.22= 0.2= 0.18 0.16 0.14 0.12= 0.1= 0.08- 0.06= 0.04= 0.02= 0 Subcatchment B4: Building 4 Hydrograph A L L 1 1 -1 L _+_+ I I I I r I 1 I r r I I 1 J I 1, 1 1 1 -1-+-+- 1 - 1- I I I -1-Y-*-r-r I 1 I 1 T r r I 1 I 1 1 1 1 1 1 4 _ 4 _ 4 _ + _ r. I I I -- -T-Y-Y-Y-I--1 r r I 1 1, I 1 I I r r I I I r I I 11- I 1 1 1 L 1 1 1 I I I +- -1- -t-r-r 1 1 1 1 1 1 1 L_ 1 L L I I I I I I 1 I 7 -1 t r r 1- 1 1 -, T Type III 24 -hr - 25-YR NOAA+ Rainfall=6.52" - Runoff Area=2,5701sf - Runoff Volurne=1,345, cf T r r I I I 1 I 1 1 1 I 1 1 1 1 1 1 1 1 L L I I I I I 1 T 1 1 1 1 1unoff Eeepth=fr.2&' - I I Tc=5.01niiri - - 4 t -Y -t -r -r I r T I I I I 1 1 L L I I I I I 4-4-4--+-1- 1 I I I I 1 Y t r r r r r I I I I CN=0019$ I I I I Y Y r t r I I I 1 I I I J J 1 1 1 1 1 1 4. 1 1 1 L L I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) J L L 1 I 1 -4-4-4-4--:- 24 25 26 27 28 29 30 31 32 33 34 35 36 ■ Runoff 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 101 Summary for Subcatchment B5: Building 5 Runoff = 0.38 cfs @ 12.07 hrs, Volume= 1,345 cf, Depth= 6.28" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 2,570 98 Unconnected roofs, HSG A 2,570 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.42= 0.4= 0.38= 0.361 0.34= 0.32= 0.3= 0.28= 0.26= 0.24= 0.22= 0.2= 0.18 0.16 0.14 0.12= 0.1= 0.08- 0.06= 0.04= 0.02= 0 Subcatchment B5: Building 5 Hydrograph A L L 1 1 -1 _+_+ I I I r I 1 I r r I I 1 J I 1, 1 1 1 -1-+-+- 1- - 1- I I I -1-Y-1-r-r 1 1 T r r I 1 I 1 1 1 1 1 1 4 _ 4 _ 4 _ + _ r. I I I -- -T-Y-Y-Y-I--1 r r I 1 1, I I r r I I 1 r I I 11- I 1 1 1 L 1 1 1 I I I +- -1- 1 -t-r-r 1 1 1 1 1 1 1 T_ 1 L L I- -1--1-+- 1 - 1-- 1 I I I I I 1 7 -1 t r r 1- I 1 -, T Type III 24 -hr - 25-YR NOAA+ Rainfall=6.52" - Runoff Area=2,5701sf - Runoff Volurne=1,3451, cf T r r I I I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 L L I I I I 1 1 T 1 1 1 1 1unoff Eeepth=fr.2&' - I I Tc=5.01niiri - - 4 t -Y -t -r -r I r T I I I I I 1 L L I I I I I 4-4-4--+-1- 1 I I I I 1 Y t r r r r r I I I I CN=0019$ I I I I Y Y r t r I I T I J J 1 1 1 1 1 1 4. 1 1 1 L L I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) J L L 1 I 1 -4-4-4-4--:- 24 25 26 27 28 29 30 31 32 33 34 35 36 ■ Runoff 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 102 Summary for Subcatchment B6: Building 6 Runoff = 0.38 cfs @ 12.07 hrs, Volume= 1,345 cf, Depth= 6.28" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 2,570 98 Unconnected roofs, HSG A 2,570 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.42= 0.4= 0.38= 0.361 0.34= 0.32= 0.3= 0.28= 0.26= 0.24= 0.22= 0.2= 0.18 0.16 0.14 0.12= 0.1= 0.08- 0.06= 0.04= 0.02= 0 Subcatchment B6: Building 6 Hydrograph A L L 1 1 -1 L _+_+ I I I I r I 1 I r r I I 1 J I 1, 1 1 1 -1-+-+- 1 - 1- I I I -1-Y-*-r-r I 1 I 1 T r r I 1 I 1 1 1 1 1 1 4 _ 4 _ 4 _ + _ r. I I I -- -T-Y-Y-Y-I--1 r r I 1 1, I 1 I I r r I I I r I I 11- I 1 1 1 L 1 1 1 I I I +- -1- -t-r-r 1 1 1 1 1 1 1 L_ 1 L L I I I I I I 1 I 7 -1 t r r 1- 1 1 -, T Type III 24 -hr - 25-YR NOAA+ Rainfall=6.52" - Runoff Area=2,5701sf - Runoff Volurne=1,345, cf T r r I I I 1 I 1 1 1 I 1 1 1 1 1 1 1 1 L L I I I I I 1 T 1 1 1 1 1unoff Eeepth=fr.2&' - I I Tc=5.01niiri - - 4 t -Y -t -r -r I r T I I I I 1 1 L L I I I I I 4-4-4--+-1- 1 I I I I 1 Y t r r r r r I I I I CN=0019$ I I I I Y Y r t r I I I 1 I I I J J 1 1 1 1 1 1 4. 1 1 1 L L I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) J L L 1 I 1 -4-4-4-4--:- 24 25 26 27 28 29 30 31 32 33 34 35 36 ■ Runoff 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 103 Summary for Subcatchment B7: Building 7 Runoff = 0.35 cfs @ 12.07 hrs, Volume= 1,246 cf, Depth= 6.28" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 2,380 98 Unconnected roofs, HSG A 2,380 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment B7: Building 7 Hydrograph 0.38 T 0.35 cfs 0.36=' ---4_-+-4.----- 0.34-- 0.32=' r - 0.3J , 0.26 0.24 0.22 0.2= 3 0 0.18 LL 0.16 0.14 0.12= 0.1 0.08 ' 0.06 0.04 0.02 0 I 1 i 1 I --7-1-r-r-r- 1 1 I 1 1 ----7-t-fi-r-r-I I I I I I I r I,- r I I I I I -I -] T 1 I I I I 1 r I I I -I- -T-T-r -r -r I I ---1-7-T-r-t--r 1 1 I 1 1 T4 r r r 1 1 -I 1 1 r1 r 1 + + . + 1 + 1 I I I Type III 2*-* +- -' -I- 25-YR NOAA+ Rainfall=6.52" - I I I I I I 1 - Runoff Area=2,380sf r Runoff Vollurne=1,2 611,cf 1 1 1 1 1 1 Runoff Depth- 6-.2187 I I I I I I I I I I I Runoff I 1 -+-+-r-r l l y y -t -r -r -r-1 I I I I I I I I I I I I I I r r I I 1 1 T T r r I I � I I I I I I I I I I I I I 1 r r 1 1 Tc=5.07rYiin r r 1 r r r r 1 1 1 1 1 r 1 1 r r -11 1 1 1- 1 T r r l 1 T r r r 1 7 7 1 r 1 1 1 1 1 1 1 1 1 1 1 1 1 1- -1' r r r 1 1 1 1 1 r r r r 1 T 1 r r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r r r 1 1 1 1 1 1-1 r r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 4 T i - r I I I I I 1 I r 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ■ Runoff 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 104 Summary for Subcatchment B8: Building 8 Runoff 0.25 cfs © 12.07 hrs, Volume= 890 cf, Depth= 6.28" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 1,700 98 Unconnected roofs, HSG A 1,700 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.28- 0.26- 0.24- 0.22= 0.2- 0.18: 0.16- 0.14- 0.12- 0.1 0.08- 0.06 0.04- 0.02- 0 Subcatchment B8: Building 8 Hydrograph 7 T T r r I I I I I I I I -r r TypeIII24-hr - 25-YR NOAA+ Rainfall=6.52" Runoff Area=1,700 sf Runoff Volume=890 cf Runoff Depth=6.28" L L Tc=5.0min 1 I I I CN=0/98 I I I I I I i 1 1 L L L 1 1 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Runoff` 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 105 Summary for Subcatchment B9: Building 9 Runoff = 0.38 cfs @ 12.07 hrs, Volume= 1,345 cf, Depth= 6.28" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 2,570 98 Unconnected roofs, HSG A 2,570 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.42= 0.4= 0.38= 0.361 0.34= 0.32= 0.3= 0.28= 0.26= 0.24= 0.22= 0.2= 0.18 0.16 0.14 0.12= 0.1= 0.08- 0.06= 0.04= 0.02= 0 Subcatchment B9: Building 9 Hydrograph A L L 1 1 -1 _+_+ I I I r I 1 I r r I I 1 J I 1, 1 1 1 -1-+-+- 1- - 1- I I I -1-Y-1-r-r 1 1 T r r I 1 I 1 1 1 1 1 1 4 _ 4 _ 4 _ + _ r. I I I -- -T-Y-Y-Y-I--1 r r I 1 1, I I r r I I 1 r I I 11- I 1 1 1 L 1 1 1 I I I +- -1- 1 -t-r-r 1 1 1 1 1 1 1 T_ 1 L L I- -1--1-+- 1 - 1-- 1 I I I I I 1 7 -1 t r r 1- I 1 -, T Type III 24 -hr - 25-YR NOAA+ Rainfall=6.52" - Runoff Area=2,5701sf - Runoff Volurne=1,3451, cf T r r I I I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 L L I I I I 1 1 T 1 1 1 1 1unoff Eeepth=fr.2&' - I I Tc=5.01niiri - - 4 t -Y -t -r -r I r T I I I I I 1 L L I I I I I 4-4-4--+-1- 1 I I I I 1 Y t r r r r r I I I I CN=0019$ I I I I Y Y r t r I I T I J J 1 1 1 1 1 1 4. 1 1 1 L L I I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) J L L 1 I 1 -4-4-4-4--:- 24 25 26 27 28 29 30 31 32 33 34 35 36 ■ Runoff 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 106 Summary for Subcatchment DAO: DAO Runoff = 0.09 cfs @ 12.07 hrs, Volume= 328 cf, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 579 98 Paved parking, HSG A 497 39 >75% Grass cover, Good, HSG A 125 30 Woods, Good, HSG A 1,201 67 Weighted Average 622 37 51.79% Pervious Area 579 98 48.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.095-' 0.09= 0.085 0.08= 0.075= 0.07 0.065 0.06 0.055- 0.05= 0.045= 0.04= 0.035 0.03 0.025 0.02= 0.015= 0.01 0.005= Subcatchment DAO: DA0 Hydrograph L L 25TYR L 1 -h L I I J _ J_ 1_ L_ L Type 1II'1124.hr- II NOAA+ Rainfall*6.-52" I I I I 1 1 1 1 Rynpff Area=1,2Q11sf Runoff Volume=32811 c - -Runoff Depth=3.28" - Tc=5.0 mini C N=37/9$ - 0- ZZZ 0 1 2 3 4 5 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Runoff 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 107 Summary for Subcatchment DA1: DA1 Runoff = 1.09 cfs @ 12.07 hrs, Volume= 4,302 cf, Depth= 2.41" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 6,909 98 Paved parking, HSG A 488 98 Water Surface, HSG A 6,260 30 Woods, Good, HSG A 7,765 39 >75% Grass cover, Good, HSG A 21,422 14,025 7,397 Tc Length (min) (feet) 5.0 0 u 57 Weighted Average 35 65.47% Pervious Area 98 34.53% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Direct Entry, Direct Subcatchment DA1: DA1 Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 25-YR NO Runoff Type 111 24 -hr + Rainfall=6.52" Area=21,422 sf Runoff Volume=4,302 cf Runoff Depth=2.41" Tc=5101 min CN=8,5/98 ❑ Runoff 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 108 Summary for Subcatchment DA1a: DA1a Runoff = 0.01 cfs @ 13.66 hrs, Volume= 330 cf, Depth= 0.22" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 0 98 Paved parking, HSG A 0 98 Water Surface, HSG A 14,963 30 Woods, Good, HSG A 3,115 39 >75% Grass cover, Good, HSG A 18,078 32 Weighted Average 18,078 32 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) a LL 5.0 Direct Entry, Direct 0.014- 0.013= 0.012= 0.011- 0.01- 0.0092_ 0.008= 0.007= 0.006- 0.005 0.004- 0.003 0.002 0.001- Subcatchment DA1a: DA1a Hydrograph J - 1 - 1 1 1 1 1 1 1 1 1 1 1 1 1 L 1 1 1 1 1 1 1 1 1 1 1 r r r T 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 L 1 1 1 1 1 1 1 7 T r r 1 1 1 -1 ----+ I- 1 25-YR 1 1 -I- 1 1 1 y - T -t -+ --- r---- ti--rt- -- 7 r + r r 1 1 1 1 1 1 0 z/(e - , - , - - & .,/, 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) • r Type III 24 -ht - NOAA+ RainfaII 6.52" - RUnoff Are1a=18,078 sf Runoff Volume=330 cf Runoff E)epth-h-0.22' - Tc=5.0 mit% - CN=32/Q 4 1 1 1 1 1 1 1 1 1 1 1- 1 • Runoff 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 109 Summary for Subcatchment DA2: DA2 Runoff = 0.09 cfs @ 12.47 hrs, Volume= 1,578 cf, Depth= 0.29" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 265 98 Unconnected pavement, HSG A 24,958 30 Woods, Good, HSG A 23,190 39 >75% Grass cover, Good, HSG A 16,858 30 Meadow, non -grazed, HSG A 65,271 65,006 265 Tc Length (min) (feet) U 0 L 33 Weighted Average 33 99.59% Pervious Area 98 0.41% Impervious Area Slope Velocity (ft/ft) (ft/sec) 5.0 50 0.0550 0.17 1.5 178 0.0750 6.5 228 Total 1.92 Capacity Description (cfs) Sheet Flow, Grass: Dense n= 0.240 P2= 3.89" Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps Subcatchment DA2: DA2 Hydrograph 0.095= I I -r -- - - -I -f + t - t - -1 -- -r -- 1- - r 0.09=.. I I I 1 I I I I I I I .F -----I + t I 1 1 1 1 -- 1 1 L --I-1-1---'- +-+-1-+ 0.085. I I 0.08_ I i 0.075 -V +1 0.07_ 1 : 1 1 Runoff Area=65,271'sf 0.065= ' 1 I ! 1 -I R�ur'o�ff Volurne=1,578 cf 0.06 / L -I - 1 L 1 L - I- -1 _ I I 1 1 L + 1 L L r w R1111AFf P_nti1=_ A�� 0.055-E 1 �I I. I 0.05 = 1 J 0.045 _ 1 0.04= 0.035- 0.03 0.025 0.02 0.015= 0.01= 0.0050=1"/ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0.09 cfs 25 YR 1 I 1 1 Type III 24 -hr NOAA+ Rainfall=6.52 - Flow Length=J228' T 61,51n11fl - i I I C$=-33-$ - ❑ Runoff 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 110 Summary for Subcatchment DA2a: DA2a Runoff 1.86 cfs @ 12.07 hrs, Volume= 6,759 cf, Depth= 4.81" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 12,226 98 Paved parking, HSG A 268 98 Water Surface, HSG A 4,359 39 >75% Grass cover, Good, HSG A 16,853 4,359 12,494 Tc Length (min) (feet) 83 Weighted Average 39 25.86% Pervious Area 98 74.14% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 5.0 0 LL Direct Entry, Direct Subcatchment DA2a: DA2a Hydrograph Type 11124 -hr 25-YR NOAA+ Rainfall=6.52" Runoff Area=16,853 sf Runoff Volume=6,759 cf Runoff Depth=4.81" Tc=5.0 min CN=39/98 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Runoff 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 111 Summary for Subcatchment DA2b: DA2b Runoff = 0.70 cfs @ 12.07 hrs, Volume= 2,622 cf, Depth= 3.71" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 4,436 98 Paved parking, HSG A 203 98 Water Surface, HSG A 3,846 39 >75% Grass cover, Good, HSG A 8,485 71 Weighted Average 3,846 39 45.33% Pervious Area 4,639 98 54.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) U1 0 LL 5.0 Direct Entry, Direct 0.75 0.7 0.65 0.6= 0.55 0.5 0.45= 0.4 0.35= 0.3 0.25= 0.2 0.15= 0.1 0.05= 0 , .. 0 Subcatchment DA2b: DA2b Hydrograph 1 7 I 1 I 1 1 1 1 1r 11 L_ 11 1 �1 I 1 4- 11 1 L 1 1 1 I I -4 L -1 L L 1 L 11- 7 r 1 Type II1- 2114hr - 25-YR NOAA+ Rainfall=6.-5-2" - Runoff Area=8,48511sf runoff Votame=2,6' 2cf 1 Runoff Depth=3.71' I 1 I r I I L r L 1 1 1 r L 1 Tc=5.0 min CN=39/98 7 7 1 L_ L I I I I I I T r r I L I I I I 1 r r r 1 1 1 1 L I I I I I 7 r -4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) • Runoff 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 112 Summary for Subcatchment DA2c: DA2c Runoff = 0.83 cfs @ 12.07 hrs, Volume= 3,219 cf, Depth= 2.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 5,087 98 Paved parking, HSG A 336 98 Roofs, HSG A 154 98 Water Surface, HSG A 1,611 30 Woods, Good, HSG A 5,850 39 >75% Grass cover, Good, HSG A 13,038 7,461 5,577 63 Weighted Average 37 57.23% Pervious Area 98 42.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1= 0 - Direct Entry, Direct Subcatchment DA2c: DA2c Hydrograph J 1 1 1 1 L L _1. tri I 1 1 L i I L L I I i I 1 I I 7 1 4. -1 I I I I T ---I--I 1 1 1 I L 4 - 1 1 1 1 1 1 I I 1 Type llf 2`4-h _ L 2S-YRL NOAA-+ RBinfallrS..52" - Runoff Area=13,038-a€ - Runoff Volume=3,2'9 cf- I r TT 7 r 1 I 4 .L 4 1 I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) Runoff Depth', 2.9!6'` L I- 4- Tc=5O rrlir - CN=37/98 - L L L 24 25 26 27 28 29 30 31 32 33 34 35 36 • Runoff 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 113 Summary for Subcatchment DA2d: DA2d Runoff = 1.91 cfs @ 12.07 hrs, Volume= 7,079 cf, Depth= 4.01" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 12,656 98 Paved parking, HSG A 234 98 Water Surface, HSG A 1,772 30 Woods, Good, HSG A 6,504 39 >75% Grass cover, Good, HSG A 21,166 74 Weighted Average 8,276 37 39.10% Pervious Area 12,890 98 60.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment DA2d: DA2d Hydrograph ❑ Runoff 1.91 cfs 0 u Type Ili 24 -hr 25-YR NOAA+ Rainfall=6.52" Runoff Area=21,166 sf Runoff Volume=7,019 cf Runoff Depth =4.01" Tc=5,01 rriin CN 8,7/98 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 114 Summary for Subcatchment DA2e: DA2e Runoff = 0.06 cfs @ 12.44 hrs, Volume= 1,068 cf, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 346 98 Paved parking, HSG A 0 98 Water Surface, HSG A 25,531 30 Woods, Good, HSG A 14,531 39 >75% Grass cover, Good, HSG A 40,408 40,062 346 Tc Length (min) (feet) 0 5.0 0.065- 0.06 0.055- 0.057 0.045- 0.04- 0.0357 0.03- 0.025- 34 Weighted Average 33 99.14% Pervious Area 98 0.86% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Direct Entry, Direct Subcatchment DA2e: DA2e Hydrograph 4--F Hi - ;T 11 I 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1--1 1 1 4- 1 1 I I 1 1 -I T I I 4 r 1 I ; T ' Type III 2'4_ -hr _ 25-YRINOAA+ RainfaII#6.52" 'Runoff Arela=40,+4Q8Isf Runoff Volurne=1,0$0 cf Runoff Depth -0.82''' 0.02- 0.015- r 0.01- 1 1 I I I I T T r 0.005- 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 4 L 4 Tc=5:0 Min 1 L L CN=33/;9$ I 1 1 4 I I I I I I T T r I I I I 1 I 7 0 Runoff 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 115 Summary for Subcatchment DA2f: DA2f Runoff = 0.98 cfs @ 12.07 hrs, Volume= 3,516 cf, Depth= 5.47" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 6,481 98 Paved parking, HSG A 131 98 Water Surface, HSG A 0 30 Woods, Good, HSG A 1,098 39 >75% Grass cover, Good, HSG A 7,710 90 Weighted Average 1,098 39 14.24% Pervious Area 6,612 98 85.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 0 Direct Entry, Direct Subcatchment DA2f: DA2f 0.98 cfs I' r Hydrograph - 4- L Type II1 24 -hr 25-YR NOAA+ Rainfall=6.52" Runoff Area=7,1710 sf Runoff VFolurne=3,06 cf Runoff Depth=5.47" Tc=5 01 min CN=9/,98 z 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Runoff 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 116 Summary for Subcatchment DA2g: DA2g Runoff = 1.10 cfs @ 12.07 hrs, Volume= 4,310 cf, Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 7,299 98 Paved parking, HSG A 176 98 Water Surface, HSG A 7,652 30 Woods, Good, HSG A 7,445 39 >75% Grass cover, Good, HSG A 22,572 55 Weighted Average 15,097 34 66.88% Pervious Area 7,475 98 33.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 0 u 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Direct Entry, Direct Subcatchment DA2g: DA2g Hydrograph 1 25-YR NO Runoff Type Ili 24 -hr + Rainfall=6.52" Area=22,572 sf Runoff Volume=4,3'0 cf Runoff Depth=2.29" Tc=5101 min CN=8,4/98 0 Runoff 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 117 Summary for Subcatchment DA2h: DA2h Runoff = 0.42 cfs @ 12.07 hrs, Volume= 1,498 cf, Depth= 5.18" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 2,746 98 Paved parking, HSG A 51 98 Water Surface, HSG A 676 39 >75% Grass cover, Good, HSG A 3,473 87 Weighted Average 676 39 19.46% Pervious Area 2,797 98 80.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment DA2h: DA2h Hydrograph 0.46 0.44 0.425 0.45 0.38 0.36= 0.34= 0.32 0.3 0.28 7-/-) 0.26 = 0.24 0.22- 0 0.2 0.18 0.16= 0.14-1 0.12-1 0.1. 0.08-1 0.06-1 0.04 0.02 0 0 1 -1 1 t I 1 r 11 I I I J J 1 1 L L 1 I I I I I 1 , t r r I 7 7 I 1 1 I i IL t r r 1 I 1 1 L L 4 41 I I I I I 1 1 I 1 1 L L I I I t f 44 I I I 2 3 1 I A l t L L 1 1 1 1--.-t-1-r-I-- i l l L L 1 1 I 1 L L I I I 1 11 1 I 1 1 1 X 1 1 1 1 Type Hf 2L4;hr� 1- r 1 1 1 1 1 1 r r 1 r 25'1-1FR'1 NOAA+ Rai-nfaH:6-.52" J 1 1 L L L 1 1 1 L L 1 J u L L 1 1 1 1 1 I I Runoff Area=;3,r473_sf _. 1 1 T1 r 1 1 I ,Runoff -- _ I_ I _1 _I L 1 I I .1 1 L L 1 Runoff Depth; 5-.a,&" 1 1 1 1 1 1 1 L L I I I -1-Y-"I"-r- 1 1 1 1 1 1 Tc=5.01 iri_ _ -CN=39/19¢ I ( I I I I I I I I I I �{ 1 1 1 I 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 L L 1 1 1 .1 1 1 1 I I 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 I T1 1 1 1-+- - -I--1--1--1-1-1-t-t I 1 1 1 1 1 1 1 t 1r 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 I 1 I 1 1 1 1 I 1 1 1 1 I 11 L L 1 1 1 1 1 1 1 L 1 11 1 1 1 1 L 1 1 I I I 1 I 1 I 1 I 1 1 I 1 I I I I 1 - -1 - 1 - 1 - -r - 1 - r - r -1- -1-H-1--t 1 I I I I 1 I 1 I 1 I 1 1 I 1 1 1 1 1 I I 1 1 1 1 1 1 1 T 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 I I 1L ; . , r r 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) L 1 I 1 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 118 Summary for Subcatchment DA2i: DA2i Runoff = 0.48 cfs @ 12.07 hrs, Volume= 1,819 cf, Depth= 3.08" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 3,181 98 Paved parking, HSG A 70 98 Water Surface, HSG A 1,789 30 Woods, Good, HSG A 2,047 39 >75% Grass cover, Good, HSG A 7,087 64 Weighted Average 3,836 35 54.13% Pervious Area 3,251 98 45.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment DA2i: DA2i Hydrograph 0.5- 0.45 0.35- N 0.3 0 0.25 0.2- 0 zz J J H 25-YR r Typelal 24-hr- NOAA+ Rainfall#6.52" Runoff Area=7,I0$7I sf Runoff Vollume=1,$191II cf Runoff Depth=8.08" Tc�5�0'Imin CN=35/98 r r 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) • Runoff 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 119 Summary for Subcatchment DA2j: DA2j Runoff 0.10 cfs @ 12.28 hrs, Volume= 946 cf, Depth= 0.64" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 493 98 Paved parking, HSG A 4,488 30 Woods, Good, HSG A 12,643 39 >75% Grass cover, Good, HSG A 17,624 17,131 493 Tc Length (min) (feet) 38 Weighted Average 37 97.20% Pervious Area 98 2.80% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 5.0 0.11 0.105 0.1= 0.095 0.09- 0.085= 0.08= 0.075= 0.07- u^, 0.065= 0.06= 3 0.055- O = u_ 0.045 0.04 0.035 0.03 0.025= 0.02'_ 0.015 0.01 0.005= 0" (n4" Direct Entry, Direct Subcatchment DA2j: DA2j Hydrograph f 2 3 4 5 6 7 0 1 L L -t-+-r-T- 1 1 1 1 1 1 1 T 1 1 I 1 1 I 1 1 1 1 1 1 1-7--1-4-7 41 41 1 1 7 T T I 1 1 1 I 1 1 0.10 cfs 1 1 1 1 -1 4 4 4 4 1 1 1 -1 7 1 I I I 71 71 I 1 1 1 1 1 1 L 1 1 1 1 L 1 1 1 1 I 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 --1 -1--11-1-Y-T-T-r 1 1 1 1 1 1 1 1 1 1 1 4 4 4 4 4 I I I I I I -1 1 1 T T 1 1 1 1 7 1 1 1 1 1 1 L L I r 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) L L L I I 1 1 1 I I I 1 I I 1 1 1 1 1 1 I 1 -+-i--+-I--I--I-1- - +- +- r - r - I- -I - - -+-i--r- I 1 1 1 1 I I 1 I 1 1 1 1 I I I 1I I1 I I I I 1 1 1 1 1 1 1 Type- III24-h r_ I I I I I 25-YR NOAA+ Rainfall=6.52" T r r I I 1 I I 4 � I I II 4- 4 I 1 r 11 Runoff Depth=0.64" J 1 1 L 4 1 1 I I I I + + - 7 1- T T T I I 1 Runoff Area=17,624 sf Runoff Volume=946 cf 1 1 I 1 I I I 4-- 1-+- 1- 7- F Tc=5.0 min I I I I I I I I I I I I 1 1 7 1 1 1 1 1 1 1 1 1 1 1 1 CN=3.7/98 I I I I I I I 1 I I I I I I I I I I I I I I I I I + + I I L 4 1- 1- 1-4 4 + I 1 1 1 1 1 T r T I1 1 1 1 1 1 1 1 1- E- r I I L L I I I I 14 1- 1- J I I 1 I 1 1 I I I -11 I I 4- r T T I I I I 41-1 - ♦- I r T 1 I I 1 1 L L I I 1 I I hi 1 1 I I I 4 4 I I I 1 1 4 4 TT L 4 4, I I' I I 1 1 ❑ Runoff 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 120 Summary for Subcatchment DA2k: DA2k Runoff = 0.06 cfs @ 12.10 hrs, Volume= 319 cf, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 25-YR NOAA+ Rainfall=6.52" Area (sf) CN Description 122 98 Paved parking, HSG A 198 98 Water Surface, HSG A 0 30 Woods, Good, HSG A 3,005 39 >75% Grass cover, Good, HSG A 3,325 45 Weighted Average 3,005 39 90.38% Pervious Area 320 98 9.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment DA2k: DA2k Hydrograph 0 0.065 0.06- 0.055- 0.05- 0.045: 0.04- 0.035- 0.03- 0.025: 0.02- 0.015 0.01- 0.005- 0 1 2 3 4 5 6 1 T - T r � � 1 25-YR I I I i T 7 r I 1 1 7 I I I I I I I I ;Type 1111 24 -hr NOAA+ RainfdII=6.52" Runoff Area=3,3251sf Runoff Volume=319 cf Runoff Depth=1.15" J L� 4 4 4-+-+-1--I- r 1 1 L 4- r Tic=5:0'1Miri CN=3,9%9$ 4 I 1 I T 1 I 7 8 9 1011 12 13 14 15 16 171819 2021 2223 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Runoff 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 121 Summary for Pond 1P: URC 1 Inflow Area = 86,141 sf, 38.16% Impervious, Inflow Depth = 2.59" for 25-YR NOAA+ event Inflow = 4.86 cfs @ 12.07 hrs, Volume= 18,597 cf Outflow = 0.37 cfs @ 11.15 hrs, Volume= 18,597 cf, Atten= 92%, Lag= 0.0 min Discarded = 0.37 cfs @ 11.15 hrs, Volume= 18,597 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 94.30' @ 13.48 hrs Surf.Area= 1,933 sf Storage= 6,555 cf Plug -Flow detention time= 134.8 min calculated for 18,572 cf (100% of inflow) Center -of -Mass det. time= 134.6 min ( 896.2 - 761.6 ) Volume Invert Avail.Storage Storage Description #1A 89.00' 2,966 cf 28.50'W x 67.84'L x 7.25'H Field A 14,018 cf Overall - 5,029 cf Embedded = 8,989 cf x 33.0% Voids #2A 90.25' 5,029 cf ADS_StormTech MC -4500 b +Cap x 45 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap 45 Chambers in 3 Rows Cap Storage= +39.5 cf x 2 x 3 rows = 237.0 cf #3 95.00' 63 cf 4.00'D x 5.00'H Vertical Cone/Cylinder-Impervious #4 98.00' 1,958 cf Driveway surface (Prismatic)Listed below (Recalc) 10,016 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 98.00 0 0 0 98.50 1,493 373 373 99.00 4,845 1,585 1,958 Device Routing Invert Outlet Devices #1 Discarded 89.00' 8.270 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 98.75' 4.0' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Discarded OutFlow Max=0.37 cfs @ 11.15 hrs HW=89.11' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.37 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=89.00' (Free Discharge) t2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 122 Pond 1P: URC 1 Hydrograph 5 4 0 3 U 3 0 1 2- 1 0.00 cfs ����� L 4 Inflow Area=86,141 sf Peak Elev=94.30' Storage=6,555 cf 4 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ■ Inflow ❑ Outflow ® Discarded ❑ Primary 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 123 Summary for Pond 2P: URC 2 Inflow Area = 29,953 sf, 62.25% Impervious, Inflow Depth = 4.11" for 25-YR NOAA+ event Inflow = 2.77 cfs @ 12.07 hrs, Volume= 10,253 cf Outflow = 0.27 cfs @ 11.40 hrs, Volume= 10,253 cf, Atten= 90%, Lag= 0.0 min Discarded = 0.27 cfs @ 11.40 hrs, Volume= 10,253 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 93.53' @ 12.93 hrs Surf.Area= 0.032 ac Storage= 0.076 af Plug -Flow detention time= 84.6 min calculated for 10,239 cf (100% of inflow) Center -of -Mass det. time= 84.5 min ( 837.6 - 753.1 ) Volume Invert Avail.Storage Storage Description #1A 89.75' 0.050 af 19.42'W x 71.87'L x 7.25'H Field A 0.232 af Overall - 0.082 af Embedded = 0.150 af x 33.0% Voids #2A 91.00' 0.082 af ADS_StormTech MC -4500 b +Cap x 32 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap 32 Chambers in 2 Rows Cap Storage= +39.5 cf x 2 x 2 rows = 158.0 cf 0.131 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 89.75' 8.270 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 96.35' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.27 cfs @ 11.40 hrs HW=89.83' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.27 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=89.75' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) 22084 -POST Prepared by {enter your company name here} HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC U 0 u Pond 2P: URC 2 Hydrograph Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Printed 12/23/2022 Page 124 t 0.0 cfs 1 r-I-7- ---1-T-I--I--h-I, -t-r-i I I i I I I I I I I I I I , I I I I I Inflow Area=29,953 sf Peak E!ev=93.53' Storage=0:076 of r -r t -1 z 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Inflow J Outflow ® Discarded ❑ Primary 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 125 Summary for Pond 3P: URC 3 Inflow Area = 44,375 sf, 56.16% Impervious, Inflow Depth = 3.69" for 25-YR NOAA+ event Inflow = 3.69 cfs @ 12.07 hrs, Volume= 13,660 cf Outflow = 0.35 cfs @ 12.95 hrs, Volume= 13,660 cf, Atten= 91%, Lag= 52.9 min Discarded = 0.35 cfs @ 12.95 hrs, Volume= 13,660 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 96.11' @ 12.95 hrs Surf.Area= 1,811 sf Storage= 5,128 cf Plug -Flow detention time= 165.5 min calculated for 13,641 cf (100% of inflow) Center -of -Mass det. time= 165.2 min ( 918.7 - 753.5 ) Volume Invert Avail.Storage Storage Description #1A 87.00' 1,928 cf 19.42'W x 63.82'L x 7.25'H Field A 8,984 cf Overall - 3,140 cf Embedded = 5,844 cf x 33.0% Voids #2A 88.25' 3,140 cf ADS_StormTech MC -4500 b +Cap x 28 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap 28 Chambers in 2 Rows Cap Storage= +39.5 cf x 2 x 2 rows = 158.0 cf #3 94.00' 50 cf 4.00'D x 4.00'H Vertical Cone/Cylinder-Impervious #4 96.00' 2,940 cf Custom Stage Data (Prismatic)Listed below (Recalc) 8,058 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 96.00 0 0 0 96.50 2,487 622 622 97.00 6,786 2,318 2,940 Device Routing Invert Outlet Devices #1 Discarded 87.00' 8.270 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 96.75' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.35 cfs @ 12.95 hrs HW=96.11' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.35 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=87.00' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) 22084 -POST Prepared by {enter your company name here} HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Pond 3P: URC 3 Hydrograph Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Printed 12/23/2022 Page 126 U 0 0 3.69 cfs 0.0 cfs -1 - 1- -1 - -1 - 1- -1 - T - 1- -1 - 'Y - I- - 't - 1- -1 - -1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Inflow Area=44,375 Sf1 Peak EIev=96.11' Storage=5,128 cf 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) • Inflow O Outflow ■ Discarded El Primary 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 127 Summary for Pond 4P: URC 4 Inflow Area = Inflow = Outflow = Discarded = Primary = 27,747 sf, 35.82% Impervious, 1.48 cfs @ 12.07 hrs, Volume= 0.16 cfs @ 11.55 hrs, Volume= 0.16 cfs @ 11.55 hrs, Volume= 0.00 cfs @ 0.00 hrs, Volume= Inflow Depth = 2.56" for 25-YR NOAA+ event 5,925 cf 5,925 cf, Atten= 89%, Lag= 0.0 min 5,925 cf 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 92.92' @ 12.94 hrs Surf.Area= 0.019 ac Storage= 0.040 af Plug -Flow detention time= 74.2 min calculated for 5,916 cf (100% of inflow) Center -of -Mass det. time= 74.1 min ( 843.3 - 769.2 ) Volume Invert Avail.Storage Storage Description #1A 89.50' 0.031 af #2A 90.75' 0.048 af 19.42'W x 43.69'L x 7.25'H Field A 0.141 af Overall - 0.048 af Embedded = 0.094 af x 33.0% Voids ADS_StormTech MC -4500 b +Cap x 18 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap 18 Chambers in 2 Rows Cap Storage= +39.5 cf x 2 x 2 rows = 158.0 cf 0.079 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 89.50' 8.270 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 95.50' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.16 cfs @ 11.55 hrs HW=89.58' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.16 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=89.50' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) 22084 -POST Prepared by {enter your company name here} HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC U 0 0 Pond 4P: URC 4 Hydrograph Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Printed 12/23/2022 Page 128 %/l/�i/r. 1.48 cfs fl 1R rfs 0.16 cfs 0.0 cfs Inflow Area=27,747 of PeaK Eley=92.92' Storage=0.040 of 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Inflow J Outflow ® Discarded ❑ Primary 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 129 Summary for Pond 5P: Surface Infiltration Basin Inflow Area = Inflow = Outflow = Discarded = Primary = 21,422 sf, 34.53% Impervious, Inflow Depth = 2.41" for 25-YR NOAA+ event 1.09 cfs @ 12.07 hrs, Volume= 4,302 cf 0.08 cfs @ 13.76 hrs, Volume= 4,302 cf, Atten= 93%, Lag= 101.1 min 0.08 cfs @ 13.76 hrs, Volume= 4,302 cf 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 101.52' @ 13.76 hrs Surf.Area= 1,410 sf Storage= 1,890 cf Plug -Flow detention time= 250.8 min calculated for 4,302 cf (100% of inflow) Center -of -Mass det. time= 250.7 min ( 1,017.4 - 766.8 ) Volume Invert Avail.Storage Storage Description #1 99.50' 3,690 cf Custom Stage Data (Conic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic -feet) (cubic -feet) (sq-ft) 99.50 488 0 0 488 100.00 735 304 304 739 100.50 890 406 709 902 101.00 1,168 513 1,222 1,186 101.50 1,394 640 1,862 1,420 102.00 1,812 799 2,661 1,844 102.50 2,315 1,029 3,690 2,354 Device Routing Invert Outlet Devices #1 Discarded #2 Primary 99.50' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' 102.00' 10.0' long x 5.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.08 cfs @ 13.76 hrs HW=101.52' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.08 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=99.50' (Free Discharge) t2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 22084 -POST Prepared by {enter your company name here} HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC U 0 0 0.0 cfs Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Printed 12/23/2022 Page 130 Ihflow Area=21,422 $f Peak Elev=101.52' Storage=1,890 cf Pond 5P: Surface Infiltration Basin Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ■ Inflow ❑ Outflow • Discarded ❑ Primary 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 131 Summary for Pond 6P: Grass Depression Inflow Area = Inflow = Outflow = Discarded = Primary = 3,325 sf, 9.62% Impervious, Inflow Depth = 1.15" for 25-YR NOAA+ event 0.06 cfs @ 12.10 hrs, Volume= 319 cf 0.04 cfs @ 12.24 hrs, Volume= 319 cf, Atten= 33%, Lag= 8.4 min 0.04 cfs @ 12.24 hrs, Volume= 319 cf 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 95.12' @ 12.24 hrs Surf.Area= 209 sf Storage= 15 cf Plug -Flow detention time= 1.8 min calculated for 318 cf (100% of inflow) Center -of -Mass det. time= 1.8 min ( 839.3 - 837.4 ) Volume Invert Avail.Storage Storage Description #1 95.00' 273 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 95.00 0 0 0 95.10 198 10 10 95.50 395 119 129 95.60 2,500 145 273 Device Routing Invert Outlet Devices #1 Discarded #2 Primary 95.00' 8.270 in/hr Exfiltration over Surface area Phase -In= 0.01' 95.50' 8.0' long x 4.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.04 cfs @ 12.24 hrs HW=95.12' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=95.00' (Free Discharge) t2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 22084 -POST Prepared by {enter your company name here} HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC 0 u 0.065- 0.06- 0.055 0.05= 0.045 0.04= 0.035= 0.03- 0.025=:' 0.02 0.015= 0.01 0.00 cfs ; 2 0 viii-,, z r +-1 i 1 r Pond 6P: Grass Depression Hydrograph %- -1-r-I-T-r 1- L_ I_ 1- 1 I 1 r 1- nnarf 1 7 I 1 7 + i r r r Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Printed 12/23/2022 Page 132 r I I 1 L 1 L irtf oW A re,'a�3,325 sf - Peak ECev=95.12' r r , r I+ r StOlalge=l 5 cf i I I I I i I I i I I i I I 1 7 -!-1 7 J L 7 - T r I i I i I i I r r 1_r I i I I r I L - I- i 7 r 1_r r 0 1 2 3 4 5 6 7 8 9 10 11 1213 14 1516 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Inflow ❑ Outflow 11 Discarded p Primary 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 133 Summary for Pond SPO: SPO Inflow Area = 1,201 sf, 48.21% Impervious, Inflow Depth = 3.28" for 25-YR NOAA+ event Inflow = 0.09 cfs @ 12.07 hrs, Volume= 328 cf Primary = 0.09 cfs @ 12.07 hrs, Volume= 328 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond SPO: SPO Hydrograph 0.095= 0.09-_ 0.085- 0.08- 0.075- 0.07 0.065 0.06- 0.055= .E 0.05 0 0.045- LL 0.04 0.035- 0.03- 0.025- 0.02- 0.015 0.01- 0.005H 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Inflow ❑ Primary 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 134 Summary for Pond SP1: Study Point 1 Inflow Area = 39,500 sf, 18.73% Impervious, Inflow Depth = 0.10" for 25-YR NOAA+ event Inflow = 0.01 cfs @ 13.66 hrs, Volume= 330 cf Primary = 0.01 cfs @ 13.66 hrs, Volume= 330 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond SP1: Study Point 1 Hydrograph 0.014- 0.013- 0.012- 0.011- 0.01- 0.009- w 0.008- o 0.007- LL 0.006- 0.005- 0.004- 0.003- 0.002- 0.001 - 0.01 cfs 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Inflow Area 39,500 sf, - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Time (hours) ❑ Inflow ❑ Primary 22084 -POST Type 111 24 -hr 25-YR NOAA+ Rainfall=6.52" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 135 Summary for Pond SP2: Study Point 2 Inflow Area = 256,812 sf, 33.86% Impervious, Inflow Depth = 0.07" for 25-YR NOAA+ event Inflow = 0.09 cfs @ 12.47 hrs, Volume= 1,578 cf Primary = 0.09 cfs @ 12.47 hrs, Volume= 1,578 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond SP2: Study Point 2 Hydrograph 0 LL 0.095- 0.09 0.085= 0.08 0.075= 0.07= 0.065= 0.06- 0.055= 0.05 0.045= 0.04 0.035= 0.03 0.025H. 0.02= 0.015 0.01 0.005H 0 0 1 2 3 4 nnacf 0.09 cfs _ _ 1 _ L - _I_ J_ 1 _ L _ Inflow Area=256,812 s 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Inflow ❑ Primary 22084 -POST Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 136 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment B1: Building 1 SubcatchmentB10: Building 10 SubcatchmentB11: Building 11 Subcatchment B2: Building 2 Subcatchment B3: Building 3 Subcatchment B4: Building 4 Subcatchment B5: Building 5 Subcatchment B6: Building 6 Subcatchment B7: Building 7 Subcatchment B8: Building 8 Subcatchment B9: Building 9 SubcatchmentDAO: DA0 Subcatchment DA1: DA1 Subcatchment DA1 a: DA1 a Subcatchment DA2: DA2 SubcatchmentDA2a: DA2a Runoff Area=2,250 sf 100.00% Impervious Runoff Depth=8.29" Tc=5.0 min CN=0/98 Runoff=0.44 cfs 1,554 cf Runoff Area=2,380 sf 100.00% Impervious Runoff Depth=8.29" Tc=5.0 min CN=0/98 Runoff=0.46 cfs 1,644 cf Runoff Area=1,700 sf 100.00% Impervious Runoff Depth=8.29" Tc=5.0 min CN=0/98 Runoff=0.33 cfs 1,174 cf Runoff Area=6,730 sf 100.00% Impervious Runoff Depth=8.29" Tc=5.0 min CN=0/98 Runoff=1.30 cfs 4,649 cf Runoff Area=2,380 sf 100.00% Impervious Runoff Depth=8.29" Tc=5.0 min CN=0/98 Runoff=0.46 cfs 1,644 cf Runoff Area=2,570 sf 100.00% Impervious Runoff Depth=8.29" Tc=5.0 min CN=0/98 Runoff=0.50 cfs 1,775 cf Runoff Area=2,570 sf 100.00% Impervious Runoff Depth=8.29" Tc=5.0 min CN=0/98 Runoff=0.50 cfs 1,775 cf Runoff Area=2,570 sf 100.00% Impervious Runoff Depth=8.29" Tc=5.0 min CN=0/98 Runoff=0.50 cfs 1,775 cf Runoff Area=2,380 sf 100.00% Impervious Runoff Depth=8.29" Tc=5.0 min CN=0/98 Runoff=0.46 cfs 1,644 cf Runoff Area=1,700 sf 100.00% Impervious Runoff Depth=8.29" Tc=5.0 min CN=0/98 Runoff=0.33 cfs 1,174 cf Runoff Area=2,570 sf 100.00% Impervious Runoff Depth=8.29" Tc=5.0 min CN=0/98 Runoff=0.50 cfs 1,775 cf Runoff Area=1,201 sf 48.21% Impervious Runoff Depth=4.61" Tc=5.0 min CN=37/98 Runoff=0.12 cfs 461 cf Runoff Area=21,422 sf 34.53% Impervious Runoff Depth=3.51" Tc=5.0 min CN=35/98 Runoff=1.58 cfs 6,269 cf Runoff Area=18,078 sf 0.00% Impervious Runoff Depth=0.72" Tc=5.0 min CN=32/0 Runoff=0.13 cfs 1,081 cf Runoff Area=65,271 sf 0.41% Impervious Runoff Depth=0.84" Flow Length=228' Tc=6.5 min CN=33/98 Runoff=0.58 cfs 4,551 cf Runoff Area=16,853 sf 74.14% Impervious Runoff Depth=6.50" Tc=5.0 min CN=39/98 Runoff=2.53 cfs 9,135 cf 22084 -POST Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 137 Subcatchment DA2b: DA2b Runoff Area=8,485 sf 54.67% Impervious Runoff Depth=5.16" Tc=5.0 min CN=39/98 Runoff=0.99 cfs 3,649 cf Subcatchment DA2c: DA2c Runoff Area=13,038 sf 42.77% Impervious Runoff Depth=4.22" Tc=5.0 min CN=37/98 Runoff=1.21 cfs 4,590 cf SubcatchmentDA2d: DA2d RunoffArea=21,166 sf 60.90% Impervious Runoff Depth=5.51" Tc=5.0 min CN=37/98 Runoff=2.64 cfs 9,722 cf SubcatchmentDA2e: DA2e Runoff Area=40,408 sf 0.86% Impervious Runoff Depth=0.87" Tc=5.0 min CN=33/98 Runoff=0.39 cfs 2,931 cf Subcatchment DA2f: DA2f Runoff Area=7,710 sf 85.76% Impervious Runoff Depth=7.31" Tc=5.0 min CN=39/98 Runoff=1.31 cfs 4,695 cf SubcatchmentDA2g: DA2g RunoffArea=22,572 sf 33.12% Impervious Runoff Depth=3.35" Tc=5.0 min CN=34/98 Runoff=1.56 cfs 6,293 cf SubcatchmentDA2h: DA2h RunoffArea=3,473 sf 80.54% Impervious Runoff Depth=6.95" Tc=5.0 min CN=39/98 Runoff=0.56 cfs 2,010 cf SubcatchmentDA2i: DA2f Runoff Area=7,087 sf 45.87% Impervious Runoff Depth=4.34" Tc=5.0 min CN=35/98 Runoff=0.67 cfs 2,563 cf Subcatchment DA2j: DA2j Runoff Area=17,624 sf 2.80% Impervious Runoff Depth=1.38" Tc=5.0 min CN=37/98 Runoff=0.44 cfs 2,033 cf SubcatchmentDA2k: DA2k Runoff Area=3,325 sf 9.62% Impervious Runoff Depth=2.05" Tc=5.0 min CN=39/98 Runoff=0.14 cfs 568 cf Pond 1P: URC 1 Peak Elev=98.79' Storage=9,115 cf Inflow=6.72 cfs 26,660 cf Discarded=1.02 cfs 26,596 cf Primary=0.08 cfs 64 cf Outflow=1.10 cfs 26,660 cf Pond 2P: URC 2 Peak Elev=95.90' Storage=0.120 af Inflow=3.83 cfs 14,063 cf Discarded=0.27 cfs 14,063 cf Primary=0.00 cfs 0 cf Outflow=0.27 cfs 14,063 cf Pond 3P: URC 3 Peak Elev=96.71' Storage=6,419 cf Inflow=5.04 cfs 18,848 cf Discarded=1.05 cfs 18,848 cf Primary=0.00 cfs 0 cf Outflow=1.05 cfs 18,848 cf Pond 4P: URC 4 Peak Elev=95.51' Storage=0.070 af Inflow=2.24 cfs 8,637 cf Discarded=0.16 cfs 8,577 cf Primary=0.04 cfs 60 cf Outflow=0.20 cfs 8,637 cf Pond 5P: Surface Infiltration Basin Peak Elev=102.03' Storage=2,708 cf Inflow=1.58 cfs 6,269 cf Discarded=0.10 cfs 5,977 cf Primary=0.10 cfs 292 cf Outflow=0.21 cfs 6,269 cf Pond 6P: Grass Depression Peak Elev=95.33' Storage=70 cf Inflow=0.14 cfs 568 cf Discarded=0.06 cfs 568 cf Primary=0.00 cfs 0 cf Outflow=0.06 cfs 568 cf Pond SPO: SPO Pond SP1: Study Point 1 Inflow=0.12 cfs 461 cf Primary=0.12 cfs 461 cf Inflow=0.16 cfs 1,373 cf Primary=0.16 cfs 1,373 cf 22084 -POST Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 138 Pond SP2: Study Point 2 Inflow=0.58 cfs 4,676 cf Primary=0.58 cfs 4,676 cf Total Runoff Area = 297,513 sf Runoff Volume = 81,139 cf Average Runoff Depth = 3.27" 68.09% Pervious = 202,578 sf 31.91% Impervious = 94,935 sf 22084 -POST Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 139 Summary for Subcatchment B1: Building 1 Runoff 0.44 cfs © 12.07 hrs, Volume= 1,554 cf, Depth= 8.29" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 2,250 98 Unconnected roofs, HSG A 2,250 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.48 0.46- 0.44 0.42 0.4- 0.38- 0.36 0.34- 0.32 0.3= 0.28- 0.26= 0.24= 0.22- 0.2 0.16- 0.14 0.12 0.1 0.08 0.04 0.02- 0 Subcatchment B1: Building 1 Hydrograph I I i 1 0.44 cfs I 1 i 1 1 1 i 1 1 1 1 1 1 1 1 1- 4- , I - -Y-r -r-r 1 1 7 r r-'" -1--1- I Tc=5.0 min. - I 1 CN-O/98 77 1 1 1 1 r 1 1 1 1 r r 1 r r , r 7 r r r 1 1 11 1 1 1 1 1 11 1 1 1 1 1 1 1 I I I 1 r r r 1 L L 100-YR NOAA+ I I I r r r I I 1 I r 1 1 1 1 1 1 1 Runoff 1 1 1 - I- 4 1 Runoff Volume=1,554 cf I I I 1 i I I I I I I I 7 7 , 1 1 r 1 J 1 1 4 L 1 1 I Type III 24 -hr Rainfall=8.53" Area=2,250 sf L L L 1 J_ 1 1 L L ▪ --Runoff -Depth=8.-29" 1 1 4 1 1 I 1 1 1 1 1 L 1 1 1 -I--1- 7- -Y-t 4- 1 I I f I I I -I- I 1 1- 1 I I 1 r 1 1 L L L ( I I I r I I J 1 -I-Y I I 1 L L I 11 rt r r 1 1 11 1 1 11 LL 11 1 r r 1 I I I 1 1 1 1 LL 1 L I I I I I I I I IL I J t r r 1 1 7 r r r I I I I I I I I I I 11 r + I 1 11 11 1 J 1 1 I I I I I I I I I 1- 1- I r 1 I 1 1 1 ✓ r I I r I I I I 1L I I I r � � r 1 I 1 T1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Runoff` 22084 -POST Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 140 Summary for Subcatchment B10: Building 10 Runoff = 0.46 cfs © 12.07 hrs, Volume= 1,644 cf, Depth= 8.29" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 2,380 98 Unconnected roofs, HSG A 2,380 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment B10: Building 10 Hydrograph 0.5- 0.48- 0.464 0.44 0.42 0.38 0.36-- 0.34 0.32 0.3= 0.28= 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12= 0.1 0.08= 0.06= 0.04 0.02 0 0 1 I � I 1 -1 I I 1 -1 I I I I I I I I --+-+-+--4- I I I I 4- 1- I I I I 4- 4 1 I 1 I a 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) 1 Type III 24=h r f 1 100-YR NOAA+ Rainfal1=8.53" Runoff Area=2,380 sf I I I 1 I +-1--4 1 I 1 I Runoff Volume=1,644 cf I I Runoff Depth=8.29" I I I I I � -- 1 Tc=5.d min I I I I I I I I I I I 1 I 1- - 1- 1 I 1 I 1 -4 I I I I 4 -+- 4-- 1--1--1-- a - 4 -+I 1 1 1 1 1 CN=0/98 1 I 1 I I I I I I + - + I I r 1 1 1 I + + 4- I- I I -I - 1 I 4- 4- 1 I I I I 1 I I I 1 I I I 1 1 1 4- I- I- I- 1 - -I -1 + + 4I- I- I I I 1 I I I 1 1 I I E 1 1 1 4--1--1 I 1 1 T 1 4 4 4- ]- I 1 1 I I I I -4 4 + 4- 1- 1 I 1 I I I 24 25 26 27 28 29 30 31 32 33 34 35 36 0 Runoff` 22084 -POST Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 141 Summary for Subcatchment B11: Building 11 Runoff 0.33 cfs © 12.07 hrs, Volume= 1,174 cf, Depth= 8.29" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 1,700 98 Unconnected roofs, HSG A 1,700 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.36= 0.34= 0.32 0.3= 0.28 0.26= 0.24= 0.22- 41u o.z= 0.18= O u. 0.16 0.14 0.12 0.11= 0.08- 0.06- 0.04 0.02= 0 Subcatchment B11: Building 11 Hydrograph 7 7 - -I J 7 1 1 J I I I 1 - T 7 t 1- L 1 I I I I I I 1 7 T T r r I I 1 I in 7- 7- 1 -r— I 100-YR NOAA+ Runoff Area=1,700-sf 1 7 7 r 1- r Type III 24 -hr Rainfall=8.53" Runoff Volume=1,174 cf - r Runoff Depth=8.29" _ I I I I I 7 7 T T r r 1 I I I I I I T T T r r r l 1 Tc=5.0 min CN=0I98 T r r 1 - + 2- -4- 4- L L -I 4 + + ti 1 I I I L 1 I I I L L I I I I I 1 1 I T T T T - 1 I I I I -, I- - I I I I - 4 1 - - I -+---I I I I I 1 L L L 1 I I I L 1 I I I I I 0 1 2 3 4 5 6 7 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Runoff 22084 -POST Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 142 Summary for Subcatchment B2: Building 2 Runoff = 1.30 cfs @ 12.07 hrs, Volume= 4,649 cf, Depth= 8.29" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 3,365 98 Unconnected roofs, HSG A 3,365 98 Roofs, HSG A 6,730 98 Weighted Average 6,730 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment B2: Building 2 Hydrograph 0 Runoff U 0 L 0 1.30 cfs i C 100-YR Type 24 -hr NOAA+ Rainfall=8.53" RUnloff Area=6,7 0 sf - Runoff folume=4,649 cf Runoff Depth=8.29" Tc=5,0 niirt CIS=0/.98 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 22084 -POST Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 143 Summary for Subcatchment B3: Building 3 Runoff = 0.46 cfs © 12.07 hrs, Volume= 1,644 cf, Depth= 8.29" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 2,380 98 Unconnected roofs, HSG A 2,380 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment B3: Building 3 Hydrograph 0.5- 0.48- 0.464 0.44 0.42 0.4= 0.38 0.36-- 0.34 0.32 0.3 0.28= 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12= 0.1 0.08= 0.06= 0.04 0.02 0- 0 1 1 � 1 1 _ -I I I I 1 1 - -I I I I I I I 1 I --+-+-+--4- 1 I 1 r 4- 1- 1 I I I -I --1 + + 4- H 1 1 1 1 1 1 H - - -I - -I - ' Type III 24=h r 1 100-YR NOAA+'Rainfall=8.53" H 1 1- 1 1 H + a H 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) 1 1 H -H-1 I I I 1 1 I I +-4-H 1 1 1 1 I Runoff Area=2,380 sf Runoff Volume=1,644 cf I I Runoff Depth=8.29" 1 1 1 1 Tc=5.d min - 1 I 1 1 1 1 1 1 1 1 CN=0/98 1 1 1 1 1 1 1 1 1 1 1 1 1--H 1 1 I 1 1 1 I I F-+-4-- F --I--1-- a - H 1 1 I 1 1 1 + 1 1 1 7 1 1 I I I + + 4- 1- 1 1 H I I I I I I 1 1 1 I I I 1 1- 1- I I I -I -+ -+ I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4- H 1- 1- 1 - 4 -4 + I I 1 1 1 1 1 1 I 1 1 r 1 1 1 1 'r 4--1--I 1 1 I T 1 -4 4 4 4- 4- 4- I 1 1 I 1 I -4 4 + + 1- I I 1 I 1 1 1 I I 24 25 26 27 28 29 30 31 32 33 34 35 36 0 Runoff` 22084 -POST Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 144 Summary for Subcatchment B4: Building 4 Runoff 0.50 cfs © 12.07 hrs, Volume= 1,775 cf, Depth= 8.29" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 2,570 98 Unconnected roofs, HSG A 2,570 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 0.55- I I 0.5- 0.45- 0.35- 00.3- LL 0.25: 0.2- 0.15- 0.1- 0.05 - Direct Entry, Direct Subcatchment B4: Building 4 Hydrograph Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Runoff Area=2,570 sf - Runoff Volume=1,775 cf Runoff Depth=8.29" Tc=5.c min CN=0/98 z 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Runoff` 22084 -POST Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 145 Summary for Subcatchment B5: Building 5 Runoff 0.50 cfs © 12.07 hrs, Volume= 1,775 cf, Depth= 8.29" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 2,570 98 Unconnected roofs, HSG A 2,570 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 0.55- I I 0.5- 0.45- 0.35- 00.3- LL 0.25: 0.2- 0.15- 0.1- 0.05 - Direct Entry, Direct Subcatchment B5: Building 5 Hydrograph Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Runoff Area=2,570 sf - Runoff Volume=1,775 cf Runoff Depth=8.29" Tc=5.c min CN=0/98 z 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Runoff` 22084 -POST Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 146 Summary for Subcatchment B6: Building 6 Runoff 0.50 cfs © 12.07 hrs, Volume= 1,775 cf, Depth= 8.29" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 2,570 98 Unconnected roofs, HSG A 2,570 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 0.55- I I 0.5- 0.45- 0.35- 00.3- LL 0.25: 0.2- 0.15- 0.1- 0.05 - Direct Entry, Direct Subcatchment B6: Building 6 Hydrograph Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Runoff Area=2,570 sf - Runoff Volume=1,775 cf Runoff Depth=8.29" Tc=5.c min CN=0/98 z 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Runoff` 22084 -POST Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 147 Summary for Subcatchment B7: Building 7 Runoff = 0.46 cfs © 12.07 hrs, Volume= 1,644 cf, Depth= 8.29" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 2,380 98 Unconnected roofs, HSG A 2,380 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment B7: Building 7 Hydrograph 0.5- 0.48- 0.464 0.44 0.42 0.4= 0.38 0.36-- 0.34 0.32 0.3 0.28= 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12= 0.1 0.08= 0.06= 0.04 0.02 0- 0 1 1 � 1 1 _ -I I I I 1 1 - -I I I I I I I 1 I --+-+-+--4- 1 I 1 r 4- 1- 1 I I I -I --1 + + 4- H 1 1 1 1 1 1 H - - -I - -I - ' Type III 24=h r 1 100-YR NOAA+'Rainfall=8.53" H 1 1- 1 1 H + a H 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hours) 1 1 H -H-1 I I I 1 1 I I +-4-H 1 1 1 1 I Runoff Area=2,380 sf Runoff Volume=1,644 cf I I Runoff Depth=8.29" 1 1 1 1 Tc=5.d min - 1 I 1 1 1 1 1 1 1 1 CN=0/98 1 1 1 1 1 1 1 1 1 1 1 1 1--H 1 1 I 1 1 1 I I F-+-4-- F --I--1-- a - H 1 1 I 1 1 1 + 1 1 1 7 1 1 I I I + + 4- 1- 1 1 H I I I I I I 1 1 1 I I I 1 1- 1- I I I -I -+ -+ I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4- H 1- 1- 1 - 4 -4 + I I 1 1 1 1 1 1 I 1 1 r 1 1 1 1 'r 4--1--I 1 1 I T 1 -4 4 4 4- 4- 4- I 1 1 I 1 I -4 4 + + 1- I I 1 I 1 1 1 I I 24 25 26 27 28 29 30 31 32 33 34 35 36 0 Runoff` 22084 -POST Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 148 Summary for Subcatchment B8: Building 8 Runoff 0.33 cfs © 12.07 hrs, Volume= 1,174 cf, Depth= 8.29" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 1,700 98 Unconnected roofs, HSG A 1,700 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.36= 0.34= 0.32 0.3= 0.28 0.26= 0.24= 0.22= 41u o.z= 0.18= O u. 0.16 0.14 0.12 0.11= 0.08- 0.06= 0.04 0.02= 0 Subcatchment B8: Building 8 Hydrograph 7 I T J 1 - T T t 1- L 1 I I 1 I 1 T T T r r I I 1 I in -1 -4 t t r r l i 1 1 I I I 100-YR NOAA+ Runoff Area=1,700-sf 7 r 4 Type III 24 -hr Rainfall=8.53" Runoff Volume=1,174 cf - r Runoff Depth=8.29" _ I 1 I I I 1 1 I 1 7 T r r r I I I I I I I T T r r r r l 1 Tc=5.0 min CN=0I98 T r r 1 - + I- 1 1 L L 4 4 + + I- I I I I I 1 1 1 I I I J J 1 1 I 1 I I L 1 I I I I L L I I I I I 1 1 1 T T r 1 1 1 I I I I i 1- - I I I I 4 } 1 - -+---I I I I I 1 L L L 1 I I I L L L 1 I I I I I 0 1 2 3 4 5 6 7 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Runoff 22084 -POST Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 149 Summary for Subcatchment B9: Building 9 Runoff 0.50 cfs © 12.07 hrs, Volume= 1,775 cf, Depth= 8.29" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 2,570 98 Unconnected roofs, HSG A 2,570 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 0.55- I I 0.5- 0.45- 0.35- 00.3- LL 0.25: 0.2- 0.15- 0.1- 0.05 - Direct Entry, Direct Subcatchment B9: Building 9 Hydrograph Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Runoff Area=2,570 sf - Runoff Volume=1,775 cf Runoff Depth=8.29" Tc=5.c min CN=0/98 z 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Runoff` 22084 -POST Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 150 Summary for Subcatchment DAO: DA0 Runoff 0.12 cfs @ 12.08 hrs, Volume= 461 cf, Depth= 4.61" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type 11124 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 579 98 Paved parking, HSG A 497 39 >75% Grass cover, Good, HSG A 125 30 Woods, Good, HSG A 1,201 67 Weighted Average 622 37 51.79% Pervious Area 579 98 48.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 0.13- 0.12= 0.11- 0.1- 0.09- 0.08- 0.07- 0.06- 0.05- 0.04 0.03 0.02 0.01 J + 1- - I I I I 1 1 1 1 r -r -r 1 1 1 1 1 T 7 r r I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Direct Entry, Direct Subcatchment DAO: DAO Hydrograph ▪ L L ▪ 1 ▪ + L L Type 11124 -hr 100-YR NOAA+ Rainfall=8.53" Runoff Area=1,201 sf Runoff Volume=461 cf - - 4- - - - - Run-off Depth=4.61" 1 1 T 11 4-1 L r H Tc=5.0 min CN=37/98 I I I 4 4 + I I I I I -t, I I I ❑ Runoff 22084 -POST Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 151 Summary for Subcatchment DA1: DA1 Runoff = 1.58 cfs @ 12.08 hrs, Volume= 6,269 cf, Depth= 3.51" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 6,909 98 Paved parking, HSG A 488 98 Water Surface, HSG A 6,260 30 Woods, Good, HSG A 7,765 39 >75% Grass cover, Good, HSG A 21,422 57 Weighted Average 14,025 35 65.47% Pervious Area 7,397 98 34.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 0 Direct Entry, Direct Subcatchment DA1: DA1 Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Type II1 24 -hr 100-YR NO -I- Rainfall=8.53" Runoff, Area=21,;422 sf Runoff Voiurne=6,2$19 cf Runoff-Depth=3:51" Tc=5 O l m i n CN=3,5/98 0 Runoff 22084 -POST Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 152 Summary for Subcatchment DA1a: DA1a Runoff 0.13 cfs @ 12.30 hrs, Volume= 1,081 cf, Depth= 0.72" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type 11124 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 0 98 Paved parking, HSG A 0 98 Water Surface, HSG A 14,963 30 Woods, Good, HSG A 3,115 39 >75% Grass cover, Good, HSG A 18,078 32 Weighted Average 18,078 32 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct 0.14-_ 0.13- 0.12- 0.11 0.1 - 0.09- J J ) 0.08- • 0.07- o • 0.06 0.05- 0.04- 0.03 0.02- 0.01 0 Subcatchment DA1a: DA1a Hydrograph 7 T Y 1 1 1 1 1 1 1 L I I IL 1 1 1 I I I I 1 1 1 1 1 1 1 1 L L I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) I 1 1 1 r 1 1 1 I I I I I I I 1 1 L L I I I I I I 1 T r I I I 1 1 r 11 I I I I 1 1 1 1 1 1 Jr L I I I I 1 1 1 1 I I 1 1 1 1 1 1 1 1 11_ L I I I I -r 1 7 1 1 r r r l I I I I I 1- 1 Type 11124 -hr 100-YR NOAA+Rainfall=8.53" Runoff Area=18,078 sf Runoff Volume=1,081 cf Runoff Depth=0.72" 1 1 1 -1--t-t-r-r-F- 1 1 1 1 1 1 Tc=5.0 min -1- CN=32/0 r 1 I I I I L L L I I 1 1 1 -I--1-r-r-r-r- I I I I 1 1 1 4- 1 1 I I I I 1 1 L L I I I I I 1 1 L L I I I I 1 1 1 1 I I I I 1 1 I 1 I I I I 1 1 L L I I I I ❑ Runoff 22084 -POST Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 153 Summary for Subcatchment DA2: DA2 Runoff 0.58 cfs @ 12.28 hrs, Volume= 4,551 cf, Depth= 0.84" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 265 98 Unconnected pavement, HSG A 24,958 30 Woods, Good, HSG A 23,190 39 >75% Grass cover, Good, HSG A 16,858 30 Meadow, non -grazed, HSG A 65,271 33 Weighted Average 65,006 33 99.59% Pervious Area 265 98 0.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 50 0.0550 0.17 1.5 178 0.0750 1.92 Sheet Flow, Grass: Dense n= 0.240 P2= 3.89" Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.5 228 Total 0.65- 0.6 0.55- 0.5- 0.45- 0.4= o 0.35- 0 • 0.3- 0.25- 0.2- 0.15 0.1- 0.05- Subcatchment DA2: DA2 Hydrograph 1 7 -I 7 r r I i I I 7 r I I r r J- I 1 7 r 7 7 1 7 T r r r r r I I 7 T r r I I 7 T r r I I Type III -24 -hr - 100-YR NOAA+ Rainfall=8.53" - Runoff Area=65,271 sf Runoff Volume=4,551 cf Runoff Depth=0.84" Flow Length=228' 7 T r r I I I 7 r r r I I r ✓ Tc=6.5 min - 1 CN=33/98 r r 04 //,i///, 0 1 2 3 4 5 6 7 8 9 ✓ 1 - r r r 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Runoff 22084 -POST Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 154 Summary for Subcatchment DA2a: DA2a Runoff = 2.53 cfs @ 12.07 hrs, Volume= 9,135 cf, Depth= 6.50" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 12,226 98 Paved parking, HSG A 268 98 Water Surface, HSG A 4,359 39 >75% Grass cover, Good, HSG A 16,853 83 Weighted Average 4,359 39 25.86% Pervious Area 12,494 98 74.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment DA2a: DA2a Hydrograph ❑ Runoff 2.53 cfs Ul 0 LL Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Runoff, Area=1 &,$53 sf Runoff Vrolume=9,135 cf Runoff Depth, 6.50" Tc=5.0 min CN=39/98 r I r 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 22084 -POST Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 155 Summary for Subcatchment DA2b: DA2b Runoff = 0.99 cfs @ 12.07 hrs, Volume= 3,649 cf, Depth= 5.16" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 4,436 98 Paved parking, HSG A 203 98 Water Surface, HSG A 3,846 39 >75% Grass cover, Good, HSG A 8,485 71 Weighted Average 3,846 39 45.33% Pervious Area 4,639 98 54.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 U) 0 LL Direct Entry, Direct Subcatchment DA2b: DA2b Hydrograph Type 111 24 -hr 100-YR NOAA-- Rainfall=8.53" Runoff Area=8,485 sf Runoff Vro1,ume=3,649 cf Runoff Depth=5.16" Tc=5 0I min CNV=3;9/,98 i I i j 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Runoff 22084 -POST Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 156 Summary for Subcatchment DA2c: DA2c Runoff = 1.21 cfs @ 12.08 hrs, Volume= 4,590 cf, Depth= 4.22" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 5,087 98 Paved parking, HSG A 336 98 Roofs, HSG A 154 98 Water Surface, HSG A 1,611 30 Woods, Good, HSG A 5,850 39 >75% Grass cover, Good, HSG A 13,038 7,461 5,577 63 Weighted Average 37 57.23% Pervious Area 98 42.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 U 0 0 Direct Entry, Direct Subcatchment DA2c: DA2c Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Typelll ?'4 -hr 100-YR NOAA+ Rainfall=8.53" Runoff Area=13,038 sf Runoff Volume=4,50 cf Runoff Depth=4.22" Tc=5 OI niin CN=3,7/,98 ❑ Runoff 22084 -POST Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 157 Summary for Subcatchment DA2d: DA2d Runoff = 2.64 cfs @ 12.07 hrs, Volume= 9,722 cf, Depth= 5.51" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 12,656 98 Paved parking, HSG A 234 98 Water Surface, HSG A 1,772 30 Woods, Good, HSG A 6,504 39 >75% Grass cover, Good, HSG A 21,166 74 Weighted Average 8,276 37 39.10% Pervious Area 12,890 98 60.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 N 0 u Direct Entry, Direct Subcatchment DA2d: DA2d Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Type II1 24 -hr 100-YR NOAA+ Rainfall=8.53" Runoff Area=21,1661 sf Runoff Volume=9,7*2 cf Runoff Depth=5.51" Tc=5 Olmin CN=3,7/98 0 Runoff 22084 -POST Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 158 Summary for Subcatchment DA2e: DA2e Runoff = 0.39 cfs @ 12.16 hrs, Volume= 2,931 cf, Depth= 0.87" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 346 98 Paved parking, HSG A 0 98 Water Surface, HSG A 25,531 30 Woods, Good, HSG A 14,531 39 >75% Grass cover, Good, HSG A 40,408 34 Weighted Average 40,062 33 99.14% Pervious Area 346 98 0.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment DA2e: DA2e Hydrograph 0.42 0.4 0.38 0.36 0.34 = - 0.32� 0.28 0.26 .- 0.24 0.22 0 0.2' LT_ 0.184 0.16 ,4- 0.14 0.12 0.14'; 0.08 0.06 0.04J 0 02= 0 r- 1 J 1 1 J 1_ 1 1 1 1 1 ---11--+-+-1-1-I--I I I I I I I 1 t.1 r 1 1 I I 7 r 1 I I J 1 j1 - L L -1 i -4 ♦- 1- I I 7 1 T 1- r I I I I 1 I 1 I I 1 L 1- 1 h 1 1 -4 1 -4 L 1- r r r 1 I I 11 I I -I 1 'r - r - r 1 1 I Type 1lJ 2444 _ 1Q0-YR NOAA+ Rainfall=8.53" - 1- 1- 4- r 1 ' 1 1 1 1 T r t Runoff Area=40;4081 sf 1 I r Runoff Vol-bme=2,9311 cf - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 L L I I I I +-+- 1-- 1- I I T I- r I I I I 1 1 1 1 1 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 L Time (hours) 1 L L LRunoff,Depth=Q.87�' I I I I I I I I I I I I Tc=5.0 mirE I I I I I I I I T T 4 1 , C N#33/9$ 1 I 1 I 1 1 1 1 1 1 1- 1 T r r I I I I I I I 1 1 1 1 L L I I I I L J- 4- 4- I 4- r 1 -1 I I I I I 1 1 1 1 1 1 1 I- I I I I I I 1 - 1 - r - I- - I- 1 1 1 I I I 1 1 1 1 1 1 1 I -1 4 T 1- r 1 1 I I I I 1 1 L L I I I I 4 4 1- I- ■ Runoff 22084 -POST Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 159 Summary for Subcatchment DA2f: DA2f Runoff = 1.31 cfs @ 12.07 hrs, Volume= 4,695 cf, Depth= 7.31" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 6,481 98 Paved parking, HSG A 131 98 Water Surface, HSG A 0 30 Woods, Good, HSG A 1,098 39 >75% Grass cover, Good, HSG A 7,710 90 Weighted Average 1,098 39 14.24% Pervious Area 6,612 98 85.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0 5.0 Direct Entry, Direct Subcatchment DA2f: DA2f Hydrograph 1.31 cfs Type II1 24 -hr 100-YR NO -I- Rainfall=8.53" Runoff ,'Area=77710 sf_ Runoff Vrolurne=4,65 cf Runoff Depth=7.:1" Tc=5101 min CN=3,9/,98 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Runoff 22084 -POST Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 160 Summary for Subcatchment DA2g: DA2g Runoff = 1.56 cfs @ 12.08 hrs, Volume= 6,293 cf, Depth= 3.35" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 7,299 98 Paved parking, HSG A 176 98 Water Surface, HSG A 7,652 30 Woods, Good, HSG A 7,445 39 >75% Grass cover, Good, HSG A 22,572 55 Weighted Average 15,097 34 66.88% Pervious Area 7,475 98 33.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 0 u Direct Entry, Direct Subcatchment DA2g: DA2g Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Runoff Area=22,572 sf Runoff Volume=6,293 cf Runoff Depth=3.35" Tc=5 O l m i n CN=3,4/98 0 Runoff 22084 -POST Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 161 Summary for Subcatchment DA2h: DA2h Runoff 0.56 cfs @ 12.07 hrs, Volume= 2,010 cf, Depth= 6.95" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 2,746 98 Paved parking, HSG A 51 98 Water Surface, HSG A 676 39 >75% Grass cover, Good, HSG A 3,473 87 Weighted Average 676 39 19.46% Pervious Area 2,797 98 80.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment DA2h: DA2h Hydrograph 0.6- 0.55- 0.45- 0.4 Is 0.35- U 0 0.3_ u. - 0.25- 0.2- 0.15- 0.1- 0.05- 0(K 0 1 2 3 0.56 cfs Type 11124 -hr 100-YR NOAA+Rainfall=8.53" Runoff Area=3,473 sf Runoff Volume=2,010 cf Runoff Depth=6.95" Tc=5.0 min CN=39/98 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 0 Runoff 22084 -POST Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 162 Summary for Subcatchment DA2i: DA2i Runoff = 0.67 cfs @ 12.08 hrs, Volume= 2,563 cf, Depth= 4.34" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 3,181 98 Paved parking, HSG A 70 98 Water Surface, HSG A 1,789 30 Woods, Good, HSG A 2,047 39 >75% Grass cover, Good, HSG A 7,087 64 Weighted Average 3,836 35 54.13% Pervious Area 3,251 98 45.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0 5.0 Direct Entry, Direct 0.7- 0.65- 0.55- 0.45 0.35- 0.3 0.25 0.2 0.15 0.1 0.05 0 Subcatchment DA2i: DA2i Hydrograph I I I T r r L I I I I I I I I I I I -1--1--F-+-+-+ I I I I I I - -A II II II 1- 1 1 1 r I I I I I I -1--1--+-+-L-+ I I I I I I I I I I J 1 1 I I 7 T T L I I I I I I 1 I L L L ' I I 11- I I I L I I I I I I 7 7 1 L I I I I I I r 100-11YR NOAA+ Rainfall=8.53 Type III 24.hr Runoff Area=7 $7 sf Runoff Volume=2;563 cf Runoff Depth=4.84" 1 II 1I Tc=6.Or min + J 1 I I I I I I 1 I I I I I I 1 L L I I I 1 1 1 1 L L CN35198 II I L I I 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) I I I 1 1 I I I I I J 1 1 L L L I I I I I 1 L • Runoff 22084 -POST Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 163 Summary for Subcatchment DA2j: DA2j Runoff 0.44 cfs @ 12.11 hrs, Volume= 2,033 cf, Depth= 1.38" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type 11124 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 493 98 Paved parking, HSG A 4,488 30 Woods, Good, HSG A 12,643 39 >75% Grass cover, Good, HSG A 17,624 17,131 493 Tc Length (min) (feet) 38 Weighted Average 37 97.20% Pervious Area 98 2.80% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 5.0 0.48 0.46- 0.44 0.42 0.4= 0.38= 0.36= 0.34 0.32 0.3= 0.28 0.26 0.24 0.22 0.2 = 0.18- 0.16= 0.14= 0.12 0.1 0.08= 0.06= 0.04 0.02.1 0 Direct Entry, Direct Subcatchment DA2j: DA2j Hydrograph 11 I 1 -i-i-i-i-- F I I I I I I I 1 1 1 1 I I - 1 1 L 1- 1 I 1 1 1 1 1 1 1 T 7 7 r r 1 J 1 1 1 L L 1- 1 1 1 1 1 r , - r r 1 1 1 1 1 1 - - - + + + 1 1 1 1 1 1 1 7 1 1 1 1 -1 1 11 I I I I I I 1 1 1 1 1 r HI -4 + r r I I I I I I I 1 I 1 If I I I I I I I 1 1 1 1 I I _I 1 1 1 1- I 1 1 1 1 1 1 r 1 T r r I 1 1 1 1 I I 1 1 7 7 7 1 1 L L I -1 i + { I- 1 -4 11 77 Tr r J. 1 1 L L 1 1 1 Runoff Area=17,624 sf 11 1 1 I 11 11 II I F 1 + + F 4 1 r 1 I I I I I I I I I I Type III 24 -hr A L L 100-YR NOAA+ Rainfall=8.53" 11 1 1 1 1 1 1 1 1 1 I I I I Runoff Volume=2,033 cf 7 T 1 1 r ▪ 1 1 1 1 77 Tr r ▪ 1 L L I I I I ✓ t + r r I I I I I , Runoff Depth=1.38" 7 J r T r J r Tc=5.0 min r I 1 CN=37/98 I I I I- I 1 1 1 1 1 1 1 1 I 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 + -4-+-r- F-1--I--I-i-4-+-+-L-F-I--1--I-4-f-+-i--1--1 1 1 1 1 1 1 1 1 1 1 I I I 11 1 1 1 1 1 1 1 1 I 1 1 1 L L 1- 1 I L 1 1 1 L L 1 I J 1 1 1 L 1 1 I I I 1 1 1 I 1 1 1 1 1 1 II 1 1 1 I T r r 1 1 1 1 T r r r I 1 7 1 7 1- 1- 1 II I I 1 I I I 1 1 1 1 1 1 1 1 1 1 1 +r I I 1 -1 + 4- r 1- I I -I 1 i t 1- I I 1 I I I I II 1 I I I I 1 I I I 1 1 11 1 1 1 1 4- 1- 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Runoff 22084 -POST Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 164 Summary for Subcatchment DA2k: DA2k Runoff = 0.14 cfs @ 12.09 hrs, Volume= 568 cf, Depth= 2.05" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II I 24 -hr 100-YR NOAA+ Rainfall=8.53" Area (sf) CN Description 122 98 Paved parking, HSG A 198 98 Water Surface, HSG A 0 30 Woods, Good, HSG A 3,005 39 >75% Grass cover, Good, HSG A 3,325 45 Weighted Average 3,005 39 90.38% Pervious Area 320 98 9.62% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment DA2k: DA2k Hydrograph 0.15 0.14= 0.13 0.12 0.11 0.1- 0.09 0.08- 0.07- 0.06 0.05- 0.04 0.0371 0.02 0.01 0 - 4- -I 4 i 4r r I I 100-YR NOAA+ Runoff Type IiI 4.h. Rainfall=8.3 Area=3,35,-s1 - 7 - + - Runoff Volume=568 cf Runo#-pepth=2.05' Tc=5.0 min - C- N 039/98- - r r r I I I I 1 T T 7 1 '1- L I r r I 7 r r 4 1 l T -r r r I II I I r r r L r In ✓ L r 1 -t r r J 1 1 r L L 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Runoff 22084 -POST Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 165 Summary for Pond 1P: URC 1 Inflow Area = Inflow = Outflow = Discarded = Primary = 86,141 sf, 38.16% Impervious, 6.72 cfs @ 12.08 hrs, Volume= 1.10 cfs @ 12.59 hrs, Volume= 1.02 cfs @ 12.59 hrs, Volume= 0.08 cfs @ 12.59 hrs, Volume= Inflow Depth = 3.71" for 100-YR NOAA+ event 26,660 cf 26,660 cf, Atten= 84%, Lag= 30.6 min 26,596 cf 64 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 98.79' @ 12.59 hrs Surf.Area= 5,340 sf Storage= 9,115 cf Plug -Flow detention time= 164.9 min calculated for 26,623 cf (100% of inflow) Center -of -Mass det. time= 164.8 min ( 932.9 - 768.1 ) Volume Invert Avail.Storage Storage Description #1A 89.00' 2,966 cf 28.50'W x 67.84'L x 7.25'H Field A 14,018 cf Overall - 5,029 cf Embedded = 8,989 cf x 33.0% Voids #2A 90.25' 5,029 cf ADS_StormTech MC -4500 b +Cap x 45 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap 45 Chambers in 3 Rows Cap Storage= +39.5 cf x 2 x 3 rows = 237.0 cf #3 95.00' 63 cf 4.00'D x 5.00'H Vertical Cone/Cylinder-Impervious #4 98.00' 1,958 cf Driveway surface (Prismatic)Listed below (Recalc) 10,016 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation (feet) 98.00 98.50 99.00 Surf.Area (sq-ft) 0 1,493 4,845 Inc.Store (cubic -feet) 0 373 1,585 Device Routing Invert Outlet Devices Cum.Store (cubic -feet) 0 373 1,958 #1 Discarded #2 Primary 89.00' 8.270 in/hr Exfiltration over Surface area Phase -In= 0.01' 98.75' 4.0' long x 0.5' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Discarded OutFlow Max=1.02 cfs @ 12.59 hrs HW=98.78' (Free Discharge) L1=Exfiltration (Exfiltration Controls 1.02 cfs) Primary OutFlow Max=0.07 cfs @ 12.59 hrs HW=98.78' (Free Discharge) t2=Broad-Crested Rectangular Weir (Weir Controls 0.07 cfs @ 0.52 fps) 22084 -POST Prepared by {enter your company name here} HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC • 4- 3 0 1 Pond 1P: URC 1 Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 6.72 cfs 077-.;%'---7-7 -1-40.08 cfs Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Printed 12/23/2022 Page 166 1 a 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 11 IflfloW Area:86,141 St 7 i 1 7 IT 7 7 7 1- • Inflow O Outflow ■ Discarded El Primary 22084 -POST Type III 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 167 Summary for Pond 2P: URC 2 Inflow Area = 29,953 sf, 62.25% Impervious, Inflow Depth = 5.63" for 100-YR NOAA+ event Inflow = 3.83 cfs @ 12.07 hrs, Volume= 14,063 cf Outflow = 0.27 cfs @ 11.10 hrs, Volume= 14,063 cf, Atten= 93%, Lag= 0.0 min Discarded = 0.27 cfs @ 11.10 hrs, Volume= 14,063 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 95.90' @ 13.57 hrs Surf.Area= 0.032 ac Storage= 0.120 af Plug -Flow detention time= 149.1 min calculated for 14,043 cf (100% of inflow) Center -of -Mass det. time= 148.9 min ( 902.7 - 753.8 ) Volume Invert Avail.Storage Storage Description #1A 89.75' 0.050 af 19.42'W x 71.87'L x 7.25'H Field A 0.232 af Overall - 0.082 af Embedded = 0.150 af x 33.0% Voids #2A 91.00' 0.082 af ADS_StormTech MC -4500 b +Cap x 32 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap 32 Chambers in 2 Rows Cap Storage= +39.5 cf x 2 x 2 rows = 158.0 cf 0.131 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 89.75' 8.270 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 96.35' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.27 cfs @ 11.10 hrs HW=89.82' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.27 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=89.75' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) 22084 -POST Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 168 Pond 2P: URC 2 Hydrograph 4 3 U 2 0 1 0.00 cfs / o w/zf/ Inflow (Area=29,953 tf Peak Elev=95.90' Storage=0.120 of 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ■ Inflow ® Outflow • Discarded ❑ Primary 22084 -POST Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 169 Summary for Pond 3P: URC 3 Inflow Area = 44,375 sf, 56.16% Impervious, Inflow Depth = 5.10" for 100-YR NOAA+ event Inflow = 5.04 cfs @ 12.07 hrs, Volume= 18,848 cf Outflow = 1.05 cfs @ 12.50 hrs, Volume= 18,848 cf, Atten= 79%, Lag= 25.8 min Discarded = 1.05 cfs @ 12.50 hrs, Volume= 18,848 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 96.71' @ 12.50 hrs Surf.Area= 5,498 sf Storage= 6,419 cf Plug -Flow detention time= 150.3 min calculated for 18,822 cf (100% of inflow) Center -of -Mass det. time= 150.2 min ( 905.7 - 755.5 ) Volume Invert Avail.Storage Storage Description #1A 87.00' 1,928 cf 19.42'W x 63.82'L x 7.25'H Field A 8,984 cf Overall - 3,140 cf Embedded = 5,844 cf x 33.0% Voids #2A 88.25' 3,140 cf ADS_StormTech MC -4500 b +Cap x 28 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap 28 Chambers in 2 Rows Cap Storage= +39.5 cf x 2 x 2 rows = 158.0 cf #3 94.00' 50 cf 4.00'D x 4.00'H Vertical Cone/Cylinder-Impervious #4 96.00' 2,940 cf Custom Stage Data (Prismatic)Listed below (Recalc) 8,058 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 96.00 0 0 0 96.50 2,487 622 622 97.00 6,786 2,318 2,940 Device Routing Invert Outlet Devices #1 Discarded 87.00' 8.270 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 96.75' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=1.05 cfs @ 12.50 hrs HW=96.71' (Free Discharge) L1=Exfiltration (Exfiltration Controls 1.05 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=87.00' (Free Discharge) L2=Orifice/Grate ( Controls 0.00 cfs) 22084 -POST Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 170 Pond 3P: URC 3 Hydrograph 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1819 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Inflow CI Outflow I® Discarded ❑ Primary 22084 -POST Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 171 Summary for Pond 4P: URC 4 Inflow Area = Inflow = Outflow = Discarded = Primary = 27,747 sf, 35.82% Impervious, Inflow Depth = 3.74" for 100-YR NOAA+ event 2.24 cfs @ 12.08 hrs, Volume= 8,637 cf 0.20 cfs @ 13.28 hrs, Volume= 8,637 cf, Atten= 91%, Lag= 71.9 min 0.16 cfs @ 11.25 hrs, Volume= 8,577 cf 0.04 cfs @ 13.28 hrs, Volume= 60 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 95.51' @ 13.28 hrs Surf.Area= 0.019 ac Storage= 0.070 af Plug -Flow detention time= 151.4 min calculated for 8,625 cf (100% of inflow) Center -of -Mass det. time= 151.2 min ( 926.3 - 775.1 ) Volume Invert Avail.Storage Storage Description #1A 89.50' 0.031 af #2A 90.75' 0.048 af 19.42'W x 43.69'L x 7.25'H Field A 0.141 af Overall - 0.048 af Embedded = 0.094 af x 33.0% Voids ADS_StormTech MC -4500 b +Cap x 18 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap 18 Chambers in 2 Rows Cap Storage= +39.5 cf x 2 x 2 rows = 158.0 cf 0.079 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 89.50' 8.270 in/hr Exfiltration over Surface area Phase -In= 0.01' #2 Primary 95.50' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.16 cfs © 11.25 hrs HW=89.58' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.16 cfs) Primary OutFlow Max=0.04 cfs @ 13.28 hrs HW=95.51' (Free Discharge) L2=Orifice/Grate (Weir Controls 0.04 cfs © 0.40 fps) 22084 -POST Prepared by {enter your company name here} HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Pond 4P: URC 4 Hydrograph Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Printed 12/23/2022 Page 172 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Inflow Area=27,747 sf Peak Elev=95.51' Storage=0.070 of ❑ Inflow CI Outflow II Discarded ❑ Primary 22084 -POST Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 173 Summary for Pond 5P: Surface Infiltration Basin Inflow Area = Inflow = Outflow = Discarded = Primary = 21,422 sf, 34.53% Impervious, Inflow Depth = 3.51" for 100-YR NOAA+ event 1.58 cfs @ 12.08 hrs, Volume= 6,269 cf 0.21 cfs @ 12.78 hrs, Volume= 6,269 cf, Atten= 87%, Lag= 41.9 min 0.10 cfs @ 12.78 hrs, Volume= 5,977 cf 0.10 cfs @ 12.78 hrs, Volume= 292 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 102.03' @ 12.78 hrs Surf.Area= 1,837 sf Storage= 2,708 cf Plug -Flow detention time= 290.1 min calculated for 6,269 cf (100% of inflow) Center -of -Mass det. time= 289.9 min ( 1,063.9 - 774.0 ) Volume Invert Avail.Storage Storage Description #1 99.50' 3,690 cf Custom Stage Data (Conic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic -feet) (cubic -feet) (sq-ft) 99.50 488 0 0 488 100.00 735 304 304 739 100.50 890 406 709 902 101.00 1,168 513 1,222 1,186 101.50 1,394 640 1,862 1,420 102.00 1,812 799 2,661 1,844 102.50 2,315 1,029 3,690 2,354 Device Routing Invert Outlet Devices #1 Discarded #2 Primary 99.50' 2.410 in/hr Exfiltration over Wetted area Phase -In= 0.01' 102.00' 10.0' long x 5.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Discarded OutFlow Max=0.10 cfs @ 12.78 hrs HW=102.03' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.10 cfs) Primary OutFlow Max=0.10 cfs @ 12.78 hrs HW=102.03' (Free Discharge) t2=Broad-Crested Rectangular Weir (Weir Controls 0.10 cfs @ 0.38 fps) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 22084 -POST Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 174 Pond 5P: Surface Infiltration Basin Hydrograph Inflow Area=21,422 sf Peak Elev=102.03' Storage=2,708 cf ❑ Inflow CI Outflow ® Discarded ❑ Primary 22084 -POST Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 175 Summary for Pond 6P: Grass Depression Inflow Area = Inflow = Outflow = Discarded = Primary = 3,325 sf, 9.62% Impervious, Inflow Depth = 2.05" for 100-YR NOAA+ event 0.14 cfs @ 12.09 hrs, Volume= 0.06 cfs @ 12.40 hrs, Volume= 0.06 cfs @ 12.40 hrs, Volume= 0.00 cfs @ 0.00 hrs, Volume= 568 cf 568 cf, Atten= 57%, Lag= 18.3 min 568 cf 0 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 95.33' @ 12.40 hrs Surf.Area= 313 sf Storage= 70 cf Plug -Flow detention time= 6.1 min calculated for 568 cf (100% of inflow) Center -of -Mass det. time= 6.1 min ( 845.9 - 839.7 ) Volume Invert Avail.Storage Storage Description #1 95.00' 273 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 95.00 0 0 0 95.10 198 10 10 95.50 395 119 129 95.60 2,500 145 273 Device Routing Invert Outlet Devices #1 Discarded #2 Primary 95.00' 8.270 in/hr Exfiltration over Surface area Phase -In= 0.01' 95.50' 8.0' long x 4.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Discarded OutFlow Max=0.06 cfs @ 12.40 hrs HW=95.33' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=95.00' (Free Discharge) t2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 22084 -POST Prepared by {enter your company name here} HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC U 0 0 Pond 6P: Grass Depression Hydrograph 0.14 cfs 0.13- 0.12 0.11 0.1.- 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.0 cfs 0 1/././/././ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Type 111 24 -hr 100-YR NOAA+ Rainfall=8.53" Printed 12/23/2022 Page 176 rt Irtfl w Itrea=3 325 sf - r 7 r : Y - Peak iEloir=95.33, Mora x=70 cf D Inflow D Outflow ■ Discarded El Primary 22084 -POST Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 177 Summary for Pond SPO: SPO Inflow Area = 1,201 sf, 48.21% Impervious, Inflow Depth = 4.61" for 100-YR NOAA+ event Inflow = 0.12 cfs @ 12.08 hrs, Volume= 461 cf Primary = 0.12 cfs @ 12.08 hrs, Volume= 461 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond SPO: SPO Hydrograph 0 LL 0.13- 0.12- 0.11- 0.1- 0.09 0.08- 0.07- 0.06- 0.05- 0.04- 0.03- 0.02- 0.01 - Inflow Area=1,201 sf 1 1 1 1 J I I 1 71 71 r.1 1 17 I I 1 I 1 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Inflow ❑ Primary 22084 -POST Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 178 Summary for Pond SP1: Study Point 1 Inflow Area = 39,500 sf, 18.73% Impervious, Inflow Depth = 0.42" for 100-YR NOAA+ event Inflow = 0.16 cfs @ 12.77 hrs, Volume= 1,373 cf Primary = 0.16 cfs @ 12.77 hrs, Volume= 1,373 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond SP1: Study Point 1 Hydrograph 0.18 0.17= 0.16= 0.15 0.14= 0.13= 0.12= 0.11 = 0.1 3 0.09 LL 0.08= 0.07= 0.06 0.05= 0.04= 0.03= 0.02= 0.01= 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ❑ Inflow ❑ Primary 22084 -POST Type Ill 24 -hr 100-YR NOAA+ Rainfall=8.53" Prepared by {enter your company name here} Printed 12/23/2022 HydroCAD® 10.10-4a s/n 01445 © 2020 HydroCAD Software Solutions LLC Page 179 Summary for Pond SP2: Study Point 2 Inflow Area = 256,812 sf, 33.86% Impervious, Inflow Depth = 0.22" for 100-YR NOAA+ event Inflow = 0.58 cfs @ 12.28 hrs, Volume= 4,676 cf Primary = 0.58 cfs @ 12.28 hrs, Volume= 4,676 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Pond SP2: Study Point 2 Hydrograph 0.65 0.6- 0.55 - 0.5- 0.45- 0.4- N u 0.35- 0.15- 0.1- 0.057 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) I'�flow Area=256,812 sf ❑ Inflow ❑ Primary APPENDIX E Groundwater Recharge Calculations Horsley Witten Group limr Sustainable Environmental Solutions �i STANDARD 3 -RECHARGE REQUIREMENTS Project Name: Millstone Housing Project No: 22084 Calculated by: KF Checked: Date: 12/22/2022 TOTAL DRAINAGE AREA 298,461 sf 6.85 acres TOTAL IMPERVIOUS AREA 64,044 sf 1.47 acres TOTAL IMPERVIOUS TO RECHARGE 60,464 sf 1.39 acres % IMPERVIOUS TO BE RECHARGED 94.4 % SOIL TYPE A RECHARGE VOLUME REQUIRED (Rv) 3,030 cft INFILTRATION RATE 8.27 in/hr BOTTOM SURFACE AREA OF CHAMBERS 6,700 sf ESTIMATED DRAWDOWN TIME FOR Rv* 0.66 hr *Must be less than 72 HRS RECHARGE VOLUMES RAINFALL 1 in URC-1 VOLUME 10016 cf URC-2 VOLUME 5706 cf URC-3 VOLUME 8058 cf URC-4 VOLUME 2308 cf TOTAL RECHARGE VOLUME PROVIDED 26088 cf TOTAL RECHARGE VOLUME REQUIRED 3030 cf Calculate Required Recharge Volume.' The Required Recharge Volume equals a depth of runoff corresponding to the soil type times the impervious areas covering that soil type at the post -development site. Rv F Impervious Area Rv = F x impervious area Equation (1) = Required Recharge Volume, expressed in Ft=_ cubic yards_ or acre-feet = Target Depth Factor associated with each Hydrologic Soil Group = pavement and rooftop area on site Soil Type Target Depth (in) Target Depth (ft) A 0.6 0.05 B 0.35 0.029 C 0.25 0.021 D 0.1 0.008 Rawls Table Texture Class NRCS Hydrologic Soil Group (HSG) Infiltration Rate Inches/Hour Sand A 8.27 Loamy Sand A 2.41 Sandy Loam B 1.02 Loam B 0.52 Silt Loam C 0.27 Sandy Clay Loam C 0.17 Clay Loam D 0.09 Silty Clay Loam D 0.06 Sandy Clay D 0.05 Silty Clay D 0.04 Clay D 0.02 To determine whether an infiltration BM) will drain within '72 hours, the following formula must be used, l Timedm- . (K)(Bottom _Aiwa) Rv 1T here: Rv = Storage Volume K = Saturated Hydraulic Conducti °ih' For "Static" and "Simple Dj: nam is " Methods, use Ra awls Rate (see Table 2.3.3). For `"Ll.74;naaic Field" : fethod, use 50% of the in -situ saturates hydraulic candzuctivity. Bottom Area = Bottom Area of Recharge Structure" - The dram -down ana''.i-sis arse as=_umes that the ;raker table does not fluctuateduring the draw down period. 21 In sane case, the infilttati n structure may be deaimed to meat the Required Waasr Ouuiirr d oimns and or to attenuate peak dscharoes in ad±tion to Maki moans the Requirsd!iscda"oge I o7 o,€- In that event the storage .-oh me of the structure na.t b u=ed in [he formula for dete m;oine draxtdo}xn tine in place of the iRequiradFaoMmrfa Voilane. APPENDIX F Pollutant Removal Calculations V INSTRUCTIONS: 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. r) a) t — Cl) > i O o E • i O (1) •— _a 0 as 0 Location: B BMP1 DA1 to Infiltration Basin C TSS Removal Rate1 D Starting TSS Load* E Amount Removed (C*D) Version 1, Automated: Mar. 4, 2008 F Remaining Load (D -E) Sediment Forebay Infiltration Basin 0.25 0.80 0.00 0.00 0.00 1.00 0.75 0.15 0.15 0.15 0.25 0.60 0.00 0.00 0.00 0.75 0.15 0.15 0.15 0.15 Project: Prepared By: Date: Non -automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Total TSS Removal = Millstone Housing KF 12/22/2022 85% Separate Form Needs to be Completed for Each Outlet or BMP Train *Equals remaining load from previous BMP (E) which enters the BMP Mass. Dept. of Environmental Protection V INSTRUCTIONS: 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. r) a) t — Cl) > i O o E • i O (1) •— _a 0 as 0 Location: B BMP1 DA2f to U RC 1 C TSS Removal Rate1 D Starting TSS Load* E Amount Removed (C*D) Version 1, Automated: Mar. 4, 2008 F Remaining Load (D -E) Sediment Forebay Bioretention Area Subsurface Infiltration Structure 0.25 0.90 0.80 0.00 0.00 1.00 0.75 0.08 0.02 0.02 0.25 0.68 0.06 0.00 0.00 0.75 0.08 0.02 0.02 0.02 Project: Prepared By: Date: Non -automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Total TSS Removal = Millstone Housing KF 12/22/2022 99% Separate Form Needs to be Completed for Each Outlet or BMP Train *Equals remaining load from previous BMP (E) which enters the BMP Mass. Dept. of Environmental Protection V INSTRUCTIONS: 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. r) a) t — Cl) > i O o E • i O (1) •— _a 0 as 0 Location: B BMP1 DA2c to URC 2 C TSS Removal Rate1 D Starting TSS Load* E Amount Removed (C*D) Version 1, Automated: Mar. 4, 2008 F Remaining Load (D -E) Sediment Forebay Bioretention Area Subsurface Infiltration Structure 0.25 0.90 0.80 0.00 0.00 1.00 0.75 0.08 0.02 0.02 0.25 0.68 0.06 0.00 0.00 0.75 0.08 0.02 0.02 0.02 Project: Prepared By: Date: Non -automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Total TSS Removal = Millstone Housing KF 12/22/2022 99% Separate Form Needs to be Completed for Each Outlet or BMP Train *Equals remaining load from previous BMP (E) which enters the BMP Mass. Dept. of Environmental Protection V INSTRUCTIONS: 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. r) a) t — Cl) > i O o E • i O (1) •— _a 0 as 0 Location: B BMP1 DA2a to URC 3 C TSS Removal Rate1 D Starting TSS Load* E Amount Removed (C*D) Version 1, Automated: Mar. 4, 2008 F Remaining Load (D -E) Sediment Forebay Bioretention Area Subsurface Infiltration Structure 0.25 0.90 0.80 0.00 0.00 1.00 0.75 0.08 0.02 0.02 0.25 0.68 0.06 0.00 0.00 0.75 0.08 0.02 0.02 0.02 Project: Prepared By: Date: Non -automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Total TSS Removal = Millstone Housing KF 12/22/2022 99% Separate Form Needs to be Completed for Each Outlet or BMP Train *Equals remaining load from previous BMP (E) which enters the BMP Mass. Dept. of Environmental Protection V INSTRUCTIONS: 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. r) a) t — Cl) > i O o E • i O (1) •— _a 0 as 0 Location: B BMP1 DA2h to URC 4 C TSS Removal Rate1 D Starting TSS Load* E Amount Removed (C*D) Version 1, Automated: Mar. 4, 2008 F Remaining Load (D -E) Sediment Forebay Bioretention Area Subsurface Infiltration Structure 0.25 0.90 0.80 0.00 0.00 1.00 0.75 0.08 0.02 0.02 0.25 0.68 0.06 0.00 0.00 0.75 0.08 0.02 0.02 0.02 Project: Prepared By: Date: Non -automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Total TSS Removal = Millstone Housing KF 12/22/2022 99% Separate Form Needs to be Completed for Each Outlet or BMP Train *Equals remaining load from previous BMP (E) which enters the BMP Mass. Dept. of Environmental Protection V INSTRUCTIONS: 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. r) a) t — Cl) > i O o E • i O (1) •— _a 0 as 0 Location: B BMP1 DA2i to BIO 8 C TSS Removal Rate1 D Starting TSS Load* E Amount Removed (C*D) Version 1, Automated: Mar. 4, 2008 F Remaining Load (D -E) Sediment Forebay Bioretention Area 0.25 0.90 0.00 0.00 0.00 1.00 0.75 0.08 0.08 0.08 0.25 0.68 0.00 0.00 0.00 0.75 0.08 0.08 0.08 0.08 Project: Prepared By: Date: Non -automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol. 1 Total TSS Removal = Millstone Housing KF 12/22/2022 93% Separate Form Needs to be Completed for Each Outlet or BMP Train *Equals remaining load from previous BMP (E) which enters the BMP Mass. Dept. of Environmental Protection APPENDIX G Stormwater Operations and Maintenance Manual Stormwater Management Operation and Maintenance Guide Millstone Housing Property 0 Millstone Road Brewster, Massachusetts Prepared for: Preservation of Affordable Housing, Inc. 2 Oliver Street, Suite 500 Boston, MA 02109 Prepared by: Horsley Witten Group ., Sustainable Environmental Solutions 90 Route 6A • Unit 1 • Sandwich, MA 02563 508-833-6600 • horsleywitten.com .. December 2022 Stormwater Operations & Maintenance Plan Millstone Housing, Brewster, MA Table of Contents 1. INTRODUCTION 2 2. RESPONSIBLE PARTIES 3 3. GREEN STORMWATER INFRASTRUCTURE 4 3.1 How Does Green Infrastructure Work? 4 3.2. What is required for Maintenance? 4 3.3. What practices are used at this site? 5 4. STRUCTURAL COMPONENTS: RAIN GUARDIAN FORTRESS 6 5. STRUCTURAL COMPONENTS: UNDERGROUND RECHARGE CHAMBERS (URCs) 7 6. STRUCTURAL COMPONENTS: BIORETENTION AREAS 8 7. STRUCTURAL COMPONENTS: INFILTRATION BASIN 9 8. PLANTINGS 10 8.1. Plantings 10 9. INVASIVE MANAGEMENT AND MAINTENANCE 19 10. GENERAL SITE MAINTENANCE 21 11. LONG-TERM POLLUTION PREVENTION MEASURES 22 APPENDICES A. Inspection Reports B. Manufacturer Operations and Maintenance Materials C. Operations and Maintenance Location Map D. Planting Plans Stormwater Management Maintenance Plan 1 December 2022 Millstone Housing, Brewster, MA 1. INTRODUCTION This document provides a general description along with the operation and maintenance requirements for the Millstone Housing site in Brewster, MA. The responsible parties are required to inspect and maintain all measures as outlined in this maintenance guide throughout the year. Site maintenance is divided into three categories as outlined below. Green Stormwater Infrastructure Structural Components Structural Maintenance Schedule Planting Landscape Maintenance Schedule Weed Guide General Site Maintenance Trash & Debris Pet Waste Pavement Sweeping Contributing Drainage Areas Snow Removal De-icing Long -Term Pollution Prevention Measures Stormwater Management Maintenance Plan 2 December 2022 Millstone Housing, Brewster, MA 2. RESPONSIBLE PARTIES Preservation of Affordable Housing, Inc. is responsible for the financing and continuous operation, maintenance and required emergency repair for the stormwater management system and associated drainage network. Owner: Preservation of Affordable Housing, Inc. Address: 2 Oliver Street, Suite 500 Boston, MA 02109 Contact: Signed: Date: Stormwater Management Maintenance Plan 3 December 2022 Millstone Housing, Brewster, MA 3. GREEN STORMWATER INFRASTRUCTURE 3.1. How Does Green Infrastructure Work? Green Stormwater Infrastructure (GSI) is a nature -based approach to stormwater treatment and management. These stormwater practices or "treatment areas" are designed to mimic nature and use the natural filtration properties of soil and plants to remove pollutants from stormwater runoff prior to discharging to the municipal drainage system or waterbodies. GSI relies on the following basic steps to function properly. Structural components of the practices facilitate the functioning of the steps. If one of these steps, or components, does not work properly, the entire system can be compromised and the GSI practice itself could be contributing to maintenance problems. This can lead to a landscape nuisances, more frequent maintenance, and costly repairs/improvement. The steps are: 1. Collect (Inlets) 2. Move Water (Conveyance) if needed, can come after capturing sediment 3. Capture Sediment (Pretreatment) 4. Treat and Manage (Filter, Infiltrate or Store) 5. Overflow (Structures and Spillways) 3.2. What is required for Maintenance? As these are nature -based systems that rely on plant upkeep, the maintenance for GSI typically falls under landscape and general site maintenance services. Proper operation and maintenance (O&M) are vital to its long-term viability. Regularly scheduled maintenance can prevent system failures due to sediment build-up, damage, or deterioration. The maintenance requirements, outlined in this guide, are critical to ensure proper treatment, maintain storage capacity and preserve the visual integrity. General maintenance includes the following: 1. Removing sediment from the pretreatment practices used to capture sediment. 2. Maintaining the proper drainage function and pollutant removal capacity of the systems. 3. Maintaining healthy native, tress, plants, and vegetative cover as well as the removal of unwanted weeds and invasive species. It is recommended that all practices be maintained regularly as part of the routine landscape maintenance or at a minimum four times per year and after major rain events: • Early Spring: during spring cleanup • Summer: during lawn mowing and other routine park maintenance • Early Fall: when leaves begin to fall • Late Fall/Early Winter: after all the leaves have fallen during leaf removal • After major storm events: 2" of rain or greater. Stormwater Management Maintenance Plan 4 December 2022 Millstone Housing, Brewster, MA The following sections describe the general function and landscape maintenance of each practice on the site. Included in the appendices is a specific Inspection Report for each practice type (Appendix A) along with a plan showing the location of the items to be inspected and maintained (Appendix B). 3.3. What practices are used at this site? The following practices are present at this site: a. Rain Guardian Fortress Inlets: Rain Guardian Fortress Inlets are a proprietary pretreatment device designed to remove trash, debris, and coarse sediment from runoff prior to entering surface green infrastructure. Debris and sediment accumulate in a shallow chamber within the structure. b. Bioretention Areas: A bioretention area is a stormwater management practice to manage and treat stormwater runoff using a conditioned planting soil bed or "filter" media and plants to filter runoff captured in a shallow depression. The method combines physical filtering and adsorption with bio-geochemical processes to remove pollutants. c. Infiltration Basin: An infiltration basin is a vegetated depression used to infiltrate stormwater runoff. Runoff is captured and stored in the basin where it can infiltrate through soil media that filters pollutants, similar to a bioretention area. d. Underground Infiltration Chambers: Underground infiltration chambers consist of rigid plastic parabolic subsurface chambers surrounded by coarse aggregate stone. Stormwater is piped to these chambers and infiltrated into the existing soils below. A manhole with internal weir provides overflow during large storm events. The maintenance for the green infrastructure is divided into two categories: a. The Structural Components that make up the basic steps of a functioning system. b. The Plantings that are the landscape and filtration element. Each category is further described in the sections below. Stormwater Management Maintenance Plan 5 December 2022 Millstone Housing, Brewster, MA 4. STRUCTURAL COMPONENTS: RAIN GUARDIAN FORTRESS Structural Components 1. COLLECT - Stormwater runoff is directed to grates. 2. CAPTURE SEDIMENT - The Fortress has a shallow chamber with screen to allow for settling and the separation of sediment, trash, and other debris. 3. MOVE WATER - The catch basins are piped directly into the existing stormwater system discharging to the underground detention system. TREAT AND MANAGE - N/A �. OVERFLOW - During extreme rain events, stormwater may pond at the grate. Any ponding will ultimately drain through the bioretention area. bee Appendix A for Maintenance Checklist and Appendix b tor Owner's Manuia, Stormwater Management Maintenance Plan 6 December 2022 Millstone Housing, Brewster, MA 5. STRUCTURAL COMPONENTS: UNDERGROUND RECHARGE CHAMBERS (URCs) Structural Components 1. COLLECT — Stormwater from adjacent rooftops and bioretention practices is collected in drainage piping and directed to a diversion manhole. 2. CAPTURE SEDIMENT - Sediment, trash, and debris is captured and accumulates overtime in the diversion manhole and isolator row within the practice (see Appendix A). 3. MOVE - Stormwater is directed to the underground chambers via a closed pipe/manifold system. 4. STORE AND INFILTRATE - Stormwater is stored in in the chambers and infiltrates into the subsurface soils. During larger storm events stormwater overflows from the outlet control manhole and connect to the existing sewer line on River Street. This is a combined sewer system 5. OVERFLOW - During larger rain events (25-yr storm or greater) when the chambers reach capacity the overflow structure will divert water from the chambers and discharge via overflow structure. SURROUNDING AREA — Proposed parking lot Problems such as unstable soils, erosion, and over sanding during the winter can contribute to long-term maintenance problems. See Section 10. See Appendix A for Maintenance Checklist and Appendix B for Owner's Manual Stormwater Maintenance Management Plan December 2022 Millstone Housing, Brewster, MA 6. STRUCTURAL COMPONENTS: BIORETENTION AREAS Structural Component. 1. COLLECT - Stormwater runoff is directed to inlets(s) or roof downspouts where stormwater enters the bioretention area. 2. CAPTURE SEDIMENT - For bioretention areas receiving runoff directly from paved areas sand and debris settle out within sediment forebays or Rain Guardian Fortress structures. 3. MOVE WATER - The stormwater discharges directly to the bioretention area via a granite check dam weir. 4. TREAT AND MANAGE - Stormwater overtops the forebay granite check dam or enters directly via Rain Guardian inlet and flows through the planted bioretention area. Plants slow the water down, and the soil media and plant roots filter the runoff, removing nitrogen and bacteria. The treated water then infiltrates into the soil below or overflows as described below. 5. OVERFLOW - During larger rain events, the water level will rise and overflow into the outlet structure during storm events greater than the Water Quality Volume. See Appendix A for Maintenance Checklist Stormwater Maintenance Management Plan December 2022 Millstone Housing, Brewster, MA 7. STRUCTURAL COMPONENTS: INFILTRATION BASIN Structural Components 1. COLLECT - Stormwater runoff is to the rain guardian foxhole structures curb cut. 2. CAPTURE SEDIMENT — A rain guardian foxhole structure pretreats runoff before reaching the infiltration basin. The foxhole slows runoff and allows debris and sediment to settle. 3. MOVE WATER — Runoff discharges directly into the infiltration basin from the foxhole structure 4. INFILTRATION — Runoff ponds in the basin and infiltrates through the filter media. 5. OVERFLOW — During larger storm events the ponding runoff overflows through the infiltration basins spillway. See Appendix A for Maintenance Guide Stormwater Maintenance Management Plan December 2022 Millstone Housing, Brewster, MA 8. PLANTINGS 8.1. Plantings The planting design for the site consists of three landscape maintenance areas. The "mow" area which consists of turf, the "no mow" areas that are Bioretention pockets and the naturalized site edge. A full planting plan is available in Appendix D. "Mow" Areas No "Mow" Area (Bioretention and Edge) S B6 RIM: 95.50 TC:9 .79 BC -96.29 Stormwater Management Maintenance Plan 10 December 2022 Millstone Housing, Brewster, MA PLANTINGS: "MOW" AREAS MAINTENANCE There is an area of the site that is allowed to be maintained as "mowed" lawn as necessary. Landscape maintenance of "mowed" lawn areas includes the following: Seeding Loam and reseed bare spots with a seed mix that matches existing species. Mowing/Weed Whacking Cut only 1/3 of vegetation. Do not mow during drought periods or when excessively wet. Depending on height of grasses and the time of year, grass cuttings/stalks may need to be raked and removed from site. Watering Allowing the lawn areas to "brown" is desired. Water only during drought conditions or during reseeding establishment period. Fertilizing No fertilizer shall be used. Weeding Weeding should be limited to invasive and weedy species (see section 3.6 Weed Identification below and the Weed Guide at https://web.uri.edu/riss/files/In-the-Weeds.pdf). Non -chemical methods (hand pulling and hoeing) are required; chemical herbicides should be avoided. Properly remove and dispose of all invasive species off site as to prevent colonization elsewhere, this includes disposal on land beyond the project area. Monitoring During the establishment period, walk the mow areas monthly during the first year to look for invasive species, bare spots and identify potential pest or disease problems. Properly remove and dispose all invasive species as to prevent colonization elsewhere, this includes disposal on land beyond the project area. Debris & Trash Remove and properly dispose litter from all areas prior to mowing. Stormwater Management Maintenance Plan 11 December 2022 Millstone Housing, Brewster, MA PLANTINGS: NO "MOW" AREA MAINTENANCE (BIORETENTION AREAS) By design, plants in bioretention areas and along the edge of the site are meant to flourish throughout the growing season leaving dry standing stalks during the dormant months. Plants do not require fertilizers and/or watering. This area is designated as "no mow." Frequent mowing would eliminate selected meadow species, may promote the growth of undesirable plants, and require additional maintenance and watering. It is recommended this area be cut back no more than one time per year and only as necessary. Remove and replace vegetation as necessary, using the appropriate species as shown on the Planting Plan. The best time to plant is in early to mid -fall or early to mid -spring. Specific maintenance activities of the "no mow" area include: Seeding Loam and reseed bare spots with the specified seed mix as shown on the Planting Plan. Cutting Back Recommend cutting with shears a maximum of once a year in early spring. Otherwise, allow areas to grow to their natural heights (12" to 36") to maintain a meadow appearance. Do NOT cut area lower than 6" — maintain sporadic wooden stakes on site at 6" height to provide visual cues during cutting. Depending on height of grasses and the time of year, grass cuttings/stalks may need to be raked and removed from site so as not to clog the bioretention. Use a leaf blower as needed to assist in clean-up. Pruning Prune trees and shrubs to remove deadwood and low hanging branches. Watering Water only during drought conditions or during reseeding establishment period. Fertilizing No fertilizer shall be used. Weeding Weeding should be limited to invasive and weedy species (see section on Weed Identification below and the Weed Guide at https://web.uri.edu/riss/files/In-the-Weeds.pdf). Non -chemical methods (hand pulling and hoeing) are required; chemical herbicides should be avoided. Properly remove and dispose off site all invasive species as to prevent colonization elsewhere; this includes disposal on land beyond the project area. Monitoring During the establishment period, walk the "no mow" areas monthly without the intent to cut, but to look for invasive species, bare spots and identify potential pest or disease problems. Debris & Trash Remove and properly dispose litter from all areas. Stormwater Management Maintenance Plan 12 December 2022 Millstone Housing, Brewster, MA PLANTINGS: REPLACEMENTS The plants that thrive in bioretention areas are typically quite drought tolerant due to the filter profile having a top layer of planting soil and sandy soil media below. They need to be able to withstand periods of inundation after storm events; however, when it doesn't rain, there will be less water held naturally in the sand than in other soil types for the plants to use, so they need to tolerate dry periods as well. Specifying plants native to the area increases the ecosystem benefits by helping to support native wildlife like pollinators. If replacements are needed, use the planting plan as a guide (see Appendix C). However, if all the plants of a certain species have not done well in the bioretention area or other locations on the site, do not replace with that same species. Rather, replant with one or more of the other species that has thrived under the conditions or have a plant professional choose a different species based on current photos of the site. Site specific considerations for plants in bioretention areas should be: • Preferably native • Drought tolerant • Tolerant of inundation for 24 hours • Size constraints: - taller perennials at the bottom of the bioretention - shorter perennials on the side slopes • Sun and salt tolerant (bioretention) • A mix of different types of plants that will create a resilient plant community: cold & warm season grasses, perennials, groundcovers in all areas. Stormwater Management Maintenance Plan 13 December 2022 Millstone Housing, Brewster, MA PLANTINGS: MAINTENANCE SCHEDULE By design, plants in the bioretention area are meant to help filter the stormwater as it passes through and flourish throughout the growing season. The plants do not require fertilizers or mulch, and, after establishment, only need water during periods of drought. Remove and replace vegetation as necessary, using the appropriate species as discussed in the no -mow section above. Weeding should occur quarterly during the growing season as well as monitoring for invasive species. An annual spring "clean up" includes cutting last season's growth of the perennials and pruning as needed. See the calendar below, the Plantings Maintenance Checklist in Appendix C, the Weed Identification section, and the Weed Identification Guide at https://web.uri.edu/riss/files/In-the-Weeds.pdf for more information. Bioretention Landscape Maintenance Schedule Task. Jan Feb Mar Apr Frequency May Jun Jul of Aug the Year Sep Oct Nov Dec &Time Cutting X Mowing x x x Weeding X X X X Monitoring X X X X Watering x x x x Seeding x x x x Plant Replacement x x x x "Mow" Areas No "Mow" Areas (Bioretention and Edge) & Planting Beds All areas X required x as needed • Trash and debris are removed during monthly structural component inspections but can also be completed during landscape maintenance visits for weeding and monitoring. Stormwater Management Maintenance Plan 14 December 2022 Millstone Housing, Brewster, MA PLANTINGS: WEED IDENTIFICATION Stormwater Management Maintenance Plan 15 Millstone Housing, Brewster, MA December 2022 Crabgrass (Digitaria ischaemum) PLANTINGS: WEED IDENTIFICATION Fireweed (Erechtites hieracifolia) Spotted Spurge (Euphorbia maculata) Crabgrass with seedheads Japanese Knotweed (Polygonum cuspidatum) Ragweed (Ambrosia artemisiifolia) Stormwater Management Maintenance Plan 16 Millstone Housing, Brewster, MA December 2022 PLANTINGS: WEED IDENTIFICATION Ragweed (Ambrosia artemisiifolia) Oriental Bittersweet (Celastrus orbiculatus) Norway Maple Tree Seedling (Acer platanoides) Green Foxtail (Setaria viridis) Stormwater Management Maintenance Plan 17 December 2022 Millstone Housing, Brewster, MA PLANTINGS: WEED IDENTIFICATION Catalpa Tree Seedling (Catalpa speciosa Purple Loosestrife (Lythrum salicaria) t Field Bindweed (Convolvulus arvensis) Black Swallow -wort (Cynanchum louisea) Stormwater Management Maintenance Plan 18 Millstone Housing, Brewster, MA December 2022 9. INVASIVE MANAGEMENT AND MAINTENANCE Invasive plants are non-native species that have been introduced to areas outside of their native range, where they often thrive and out-compete/overtake endemic plant communities. These plants are characteristically aggressive, adapted to a wide variety of habitats and climatic conditions, are mostly free of known diseases, parasites and/or herbivorous predators native to the U.S. and tend to have very effective reproductive abilities. The state of Massachusetts has identified invasive species that are prohibited from sale in the state: https://www.mass.gov/service-details/massachusetts-prohibited-plant-list Japanese Honeysuckle (Lonicera japonica) and Bittersweet (Celastrus orbiculatus) has been identified on site and should be the focus of invasive species management. Overview of Management Techniques Selected management techniques are generally based upon the extent of a given species within the vegetation community at a site and employ a strategy that best controls the invasive species, while minimizing the potential for adverse impacts to other desirable (i.e., native) species and the surrounding, integrated environment. Methods for the management of invasive species fall into two categories: • Physical/Mechanical (cutting, pulling, grubbing, covering, etc.), and • Chemical (use of herbicides). In general, mechanical controls, such as cutting or pulling, have the least adverse impacts on the adjacent, native communities; however, mechanical methods are often not as effective in the control of certain plant species. When warranted and appropriate, chemical controls (through the use of herbicides) are most effective through modest, precisely targeted applications of specific herbicides. Selective application of herbicides also functions to reduce adverse effects on desirable native species from herbicide use. Any application of herbicides should be completed by an applicator licensed in the state of Massachusetts Upon effective removal or control of invasive species, native plant species are then planted and/or promoted (via existing native populations and seed banks) in order to restore a native plant community, which provides a number of ecological benefits, and serves as the primary factor for limiting invasive plant establishment and spread in the future. With establishment of a robust and diverse native plant community, the system becomes more resilient to potential future invasions, and only minor ongoing invasive plant management efforts/interventions are required to maintain the long-term ecological integrity of the site. Long Term Management Initial implementation of invasive species management efforts will only address the immediate issues. Because of the invasive species ability to aggressively re -colonize through seeds and root fragments, long-term management and monitoring will be necessary. The control methods described above are likely to be successful in controlling many of these species for one to two years without additional action. However, invasive plants often begin to recover within a few years after treatment and will become re-established if follow-up monitoring and management efforts are not undertaken. Neighboring populations of invasive plants and existing dormant seeds within the soil often reintroduce a species. Annual maintenance is essential to the success of any management plan and should focus on the following: Stormwater Management Maintenance Plan 19 December 2022 Millstone Housing, Brewster, MA • Prevention; • Early detection/rapid response; • Monitoring managed areas; and • Preventing the spread of established populations. Maintenance Plan Annual maintenance includes monitoring the area and applying recommended treatments as necessary to prevent re -growth. The recommended approaches provided above for the species identified at the site, generally apply to both the initial treatments and any follow- up/maintenance treatments. The recommended best practice for invasive plant maintenance, after initial treatments are completed, is to perform follow-up treatments at least two times per year (late -June & late -September are generally recommended) for three to five years after the initial treatments. The exact timing and number of each year's visits and number of years of follow-up maintenance needed to achieve adequate control of the invasive plants is subject to a number of site -specific variables (existing invasive seed bank, effectiveness of initial treatments, etc.) which can be difficult to predict in advance. For the best long-term results, the maintenance phase should be approached in an adaptive manner and utilize site condition feed -back from monitoring visits to inform and develop the scope and strategy for each year's maintenance work. Note that the maintenance phase should generally be viewed as an ongoing process, even after successful control has been achieved after a 3 -5 -year effort, but that the time and cost requirements typically follow a descending trajectory until a modest, minimum annual (or biannual) "bench/floor" level is reached. Monitoring Plan Following the implementation of invasive species management and the introduction of native plant species, HW recommends that the site be monitored for a minimum of three growing seasons to ensure successful restoration. Monitoring should occur twice annually (approximately mid -June and mid -September) to assess the relative success of the restored areas. Semi-annual site inspections conducted during late spring and late summer will include an evaluation of the relative health and vigor of the planted vegetation, overall percent of vegetation cover, and extent of invasive species regrowth if any. Additional measures should be taken during construction and monitoring of the restoration area to discourage the invasion of exotic species within the newly disturbed soils. Stormwater Management Maintenance Plan 20 December 2022 Millstone Housing, Brewster, MA 10. GENERAL SITE MAINTENANCE General site maintenance includes the following requirements: Trash & DebrL Remove and properly dispose of all trash and debris. Pet Waste Visitors to the site are encouraged to pick up after their pets. Remove and properly dispose of all pet waste left behind. Pet waste should be picked up and disposed of properly to reduce bacteria and nutrient levels in stormwater. Pavement Sweeping Paved roadways should be mechanically swept, at a minimum of once per year in early spring, to remove accumulated sand and sediment debris. Contributing Drainage Areaf Check for sources of sediment in forebay from the contributing drainage area. Follow-up with landowner(s) as necessary. Snow removal from the practice is not necessary. Plowed or shoveled snow piles should not block the catch basin grates or inlet flumes. Excessive salting, sanding or other de-icing practices should be avoided. Use of large amounts of sand should also be avoided to avoid obstructing/clogging the conveyance system Stormwater Management Maintenance Plan 21 December 2022 Millstone Housing, Brewster, MA 11. LONG-TERM POLLUTION PREVENTION MEASURES Long-term pollution prevention measures implemented at the site reduce pollutants in stormwater discharges. The following precautions will be employed on an on -going basis. Spill Prevention & Control Measures To minimize the risk of spills or other accidental exposure of materials and substances to stormwater runoff, the following material management is to be used when working on site. • Any materials stored on -site will be stored in a neat, orderly manner in their appropriate containers. • Products will be kept in their original containers with the original manufacturer's label. • Substances will not be mixed with one another unless recommended by the manufacturer. • Manufacturers' recommendations for proper use and disposal will be followed. • The contractor's supervisor will be issued this Guide to ensure proper use and disposal of materials. Materials or substances listed below may be present on -site for maintenance and care should be taken to avoid spills: o Petroleum Based Products The following product -specific measures will be followed on -site: • Petroleum Products - All on -site vehicles will be monitored for leaks and receive preventative maintenance to reduce the chance of leakage. • Grass Clipping, Leaf Litter and Plant Debris — are to be removed from the property and not disposed on site. Stormwater Management Maintenance Plan 22 December 2022 Millstone Housing, Brewster, MA APPENDIX A Maintenance Checklists Bioretention Infiltration Basin Underground Infiltration Chambers Bioretention/Bioswale and Pretreatment Maintenance Checklist Millstone Housing Date: Time: Inspector: Maintenance Item Description Maintenance (YIN) 1. COLLECT Includes: Catch basin/Inlet Structure/Piping Frequency: Inspect four times per years during regular park maintenance and after major storm events (2" of rain or greater) When: March, June, September, November Surface Debris Cleaning Remove all trash, leaf litter and inlet clogging. Inlets Check for clogging and sediment accumulation that impacts inflow. If there is sediment accumulation, schedule cleaning. Actions to be taken: 2. CAPTURE Includes: Sediment Forebay, Rain Guardian Fortress Frequency: Inspect four times per year and after major storm events the first year; then annually and after major storm events (2" of rain or greater) When: March, June, September, November Debris Cleanout Remove all trash and debris. Side Slopes Signs of erosion gullies, animal burrowing, overtopping, or slumping are observed. Repair, as necessary. Sediment/Organic Debris Removal Remove sediment accumulation and properly dispose when accumulation is greater than or equal to 3 inches or you cannot see stones.* Refer to Owner's Manual for Rain Guardian Fortress Specific Maintenance Actions to be taken: 3 & 4. MOVES & FILTERS Includes: Planting bed Frequency: Inspect four times per years during regular park maintenance and after major storm events (2" of rain or greater) When: March, June, September, November Debris Cleanout Remove trash and debris from the surface. Sediment/Organic Debris Removal Remove and properly disposed of when build-up is greater than or equal to 3 inches.* Maintenance Item Description Maintenance (Y/N) Erosion Check for areas of erosion/ gullies, particularly along the bottom. Repair/reseed as necessary Side Slopes Signs of erosion gullies, animal burrowing, overtopping, or slumping are observed. Repair, as necessary. Vegetation Maintenance Replacement Cut back twice per year minimum (12" grass height). Over seed bare or thin grass growth areas. See also Landscape Maintenance Water Draining properly If standing water is observed for more than 48 hours after a storm event, check for standing water in cleanouts. If standing water observed flush underdrains. If still not draining, rototill or aerate the bottom 6 inches to breakup any hard -packed sediment Actions to be taken: 5. OVERFLOW Includes: Outlet structures Frequency: Inspect bi-annually and after major storm events (2" of rain or greater) When: March and September Overflow Structure Water level should be below outlet pipe inverts. Check for sediment accumulation that impacts outflow. If there is sediment accumulation, schedule cleaning. Check for leaf litter, debris, and inlet clogging. Actions to be taken: Other Routine Grounds Maintenance Includes: Surrounding landscape beyond the practice. Frequency: Inspect four times per year during regular park maintenance and after major storm events When: March, June, September, November Debris Removal Remove trash from perimeter areas. Contributing drainage area Look for sediment sources from erosion in the surrounding area. Drainage Network Ensure proper operation. Pavement Sweeping Sweep parking lot minimum once a year after spring thaw. Actions to be taken: *Sediment shall be disposed of offsite in a pre -approved location. Underground Chambers - Maintenance Checklist Millstone Housing Date: Time: Inspector: Maintenance Item Description Maintenance (YIN) 1. COLLECT Includes: Catch basin/Inlet Structure - see also bioretention Frequency: Inspect four times per years during regular park maintenance and after major storm events (2" of rain or greater) When: March, June, September and November Inlet Grate Remove all trash, leaf litter and inlet clogging. Remove sediment regularly or when accumulation impedes proper inflow and/or outflow. Surface Debris Cleaning Remove all trash, leaf litter and inlet clogging. Check for clogging and sediment accumulation that impacts inflow. Actions to be taken: 2. CAPTURE Includes: Deep Sump/Sediment Forebay/Isolator Row Frequency: Inspect four times per year and after major storm events the first year; then annually and after major storm events (2" of rain or greater) When: Mar March, June, September and November Debris Cleanout Remove all trash and debris from the swale. Sediment/Organic Debris Removal Remove sediment accumulation and properly dispose when accumulation is greater than or equal to 3 inches or you cannot see stones.* Actions to be taken: 3. MOVE Drain Manhole and manifold Cleanout • Remove trash and debris from the surface. See Also Manufacturer's Requirements Actions to be taken: Maintenance Item Description Maintenance (Y/N) 4. STORE AND INFILTRATE Includes: Chambers Frequency: Inspect annually — see manufacturer's requirements When: Spring Sediment/Organic Debris Removal Use inspection ports to check chambers for sediment accumulation in isolator row. Water Draining properly If standing water is observed for more than 48 hours after a storm event, jet vac chambers. 5. OVERFLOW Includes: Drain manholes and weir walls Frequency: Inspect annually and after major storm events (2" of rain or greater) When: Spring Overflow Structure Check for sediment accumulation that impacts inflow. If sediment accumulation. Schedule cleaning. Check for leaf litter, debris, and inlet clogging. Actions to be taken: Other Routine Grounds Maintenance Includes: Surrounding landscape beyond the practice. Frequency: Inspect four times per year during regular park maintenance and after major storm events When: March, June, September and November Debris Removal Remove trash from perimeter areas. Contributing drainage area Look for sediment sources from erosion in the surrounding area. Drainage Network Ensure proper operation. Pavement Sweeping Sweep parking lot minimum once a year after spring thaw. Actions to be taken: *Sediment shall be disposed of offsite in a pre -approved location. Infiltration Basin and Pretreatment Maintenance Checklist Millstone Housing Date: Time: Inspector: Maintenance Item Description Maintenance (YIN) 1. COLLECT Includes: Inlet Structure Frequency: Inspect four times per years during regular park maintenance and after major storm events (2" of rain or greater) When: March, June, September, November Surface Debris Cleaning Remove all trash, leaf litter and inlet clogging. Inlets Check for clogging and sediment accumulation that impacts inflow. If there is sediment accumulation, schedule cleaning. Actions to be taken: 2. CAPTURE Includes: Rain Guardian Foxhole Structure Frequency: Inspect four times per year and after major storm events the first year; then annually and after major storm events (2" of rain or greater) When: March, June, September, November Debris Cleanout Remove all trash and debris. Sediment/Organic Debris Removal Remove sediment accumulation and properly dispose when accumulation is greater than or equal to 3 inches or you cannot see stones.* Refer to Owner's Manual for Rain Guardian Foxhole Specific Maintenance Actions to be taken: 3 & 4. MOVES & FILTERS Includes: Planting bed Frequency: Inspect four times per years during regular park maintenance and after major storm events (2" of rain or greater) When: March, June, September, November Debris Cleanout Remove trash and debris from the surface. Sediment/Organic Debris Removal Remove and properly disposed of when build-up is greater than or equal to 3 inches.* Erosion Check for areas of erosion/ gullies, particularly along the bottom. Repair/reseed as necessary Maintenance Item Description Maintenance (Y/N) Side Slopes Signs of erosion gullies, animal burrowing, overtopping, or slumping are observed. Repair, as necessary. Vegetation Maintenance Replacement Cut back twice per year minimum (12" grass height). Over seed bare or thin grass growth areas. See also Landscape Maintenance Water Draining properly If standing water is observed for more than 48 hours after a storm event, check for standing water in cleanouts. If standing water observed flush underdrains. If still not draining, rototill or aerate the bottom 6 inches to breakup any hard -packed sediment Actions to be taken: 5. OVERFLOW Includes: Spillway Frequency: Inspect bi-annually and after major storm events (2" of rain or greater) When: March and September Overflow Structure Check for sediment accumulation that impacts outflow. If there is sediment accumulation, schedule cleaning. Check for leaf litter, debris, and inlet clogging. Actions to be taken: Other Routine Grounds Maintenance Includes: Surrounding landscape beyond the practice. Frequency: Inspect four times per year during regular park maintenance and after major storm events When: March, June, September, November Debris Removal Remove trash from perimeter areas. Contributing drainage area Look for sediment sources from erosion in the surrounding area. Drainage Network Ensure proper operation. Pavement Sweeping Sweep parking lot minimum once a year after spring thaw. Actions to be taken: *Sediment shall be disposed of offsite in a pre -approved location. APPENDIX B Manufacturer Operations and Maintenance Materials Rain Guardian Fortress Maintenance Guide ADS StormTech Warranty and Isolator Row Operations and Maintenance Manual Contech Stormceptor Operations and Maintenance Guide 17.0 Standard Limited Warranty STANDARD LIMITED WARRANTY OF STORMTECH LLC ("STORMTECH"): PRODUCTS (A) This Limited Warranty applies solely to the StormTech chambers and end plates manufactured by StormTech and sold to the original purchaser (the "Purchaser"). The chambers and end plates are collectively referred to as the "Products." (B) The structural integrity of the Products, when installed strictly in accordance with StormTech's written installation instructions at the time of installation, are warranted to the Purchaser against defective materials and workmanship for one (1) year from the date of purchase. Should a defect appear in the Limited Warranty period, the Purchaser shall provide StormTech with written notice of the alleged defect at StormTech's corporate headquarters within ten (10) days of the discovery of the defect. The notice shall describe the alleged defect in reasonable detail. StormTech agrees to supply replacements for those Products determined by StormTech to be defective and covered by this Limited Warranty. The supply of replacement products is the sole remedy of the Purchaser for breaches of this Limited Warranty. StormTech's liability specifically excludes the cost of removal and/or installation of the Products. (C) THIS UMITED WARRANTY IS EXC USVE THERE ARE NO OTHERWARRANTI6WITH RESPECT TO THE PRODUCTS INCLUDING NO IM RUED WARRANTIES OF MBRCHANTABIUTY OR OF FITNESS FORA PARTICULAR PURPOSE (D) This Limited Warranty only applies to the Products when the Products are installed in a single layer. UNDER NO CIRCUMSTANCES SHALLTHE PRODUCTS BE INSTALLED IN A MULTI-LAYERCONRGURATION. (E) No representative of StormTech has the authority to change this Limited Warranty in any manner or to extend this Limited Warranty. This Limited Warranty does not apply to any person other than to the Purchaser. StormTech- (F) Under no circumstances shall StormTech be liable to the Purchaser or to any third party for product liability claims; claims arising from the design, shipment, or installation of the Products, or the cost of other goods or services related to the purchase and installation of the Products. For this Limited Warranty to apply, the Products must be installed in accordance with all site conditions required by state and local codes; all other applicable laws; and StormTech's written installation instructions. (G) THE UMITED WARRANTY DOES NOT D TEND TO INCIDENTAL, CONSEQUENTIAL, SPECIAL OR INDIFECT DAMAGE'S STORMTECH SHALL NOT BE UABLE FOR PENALTIES ORLIQUIDATED DAMAGES, INCLUDING LOSS OF PRODUCTION AND PROFITS; LABOR AND MATERIALS OVERHEAD COSTS, OR OTHER LOSS OR EXPENSE INCURRED BYTHE PURCHASERS OR ANY THIRD i3 RIY. SPBrlFICAI IY OCCLUDED FROM UMFTED WARRANTY COVERAGE ARE DAMAGETO THE PROD- UCTSARISNG FROM ORDINARYWEAR AND TEAR ALTEiA11ON, ACCIDENT, MISU ABUSEORNESL EC ; THE PRODUCTS S3NG SUBECTEDTO VB1ICLE TRAFFIC OR OTH ER CON DITIONSWHICH ARE NOT PERMITTED BYSTORVITBCH'SWRTTBJ SPECIFICA- TIONS ORINSTALLATION INSTRJCTIONS, FAILURETO MAINTAIN THE MINIMUM GROUND COVERS SET FORTH IN THE INSTALLATION INSTRJCT1ONS,THE PLACEMENT OF IMFROFER2MATIIALS INTOTHE PRODUCTS FAIL- URE OFTHE PRODUCTS DUE1O IMPROPERSIING OR IMPROPER SZING;ORANY OTFIEREVENT NOT CAUSED BY STORVITECH. THIS LIMITED WARRANTY REPRESENTS STORMTECH'S SOLE UABIUTY1OTHE PURCHA,SEtFOR CLAJMSFOAM) TOTHEPRCD- UCTSs WHETH6 1HECLAIM ISBASED UPON CON- TRACT, TORT, OR OTHER LBCALTHEORY. StormTechm An «<` company 70 Inwood Road Suite 3 I Rocky Hill 1 Connecticut 106067 888-892-2694 www.stormtech.com 28 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stomitech.com for technical and product information. 2 THE MOST ADVANCED NAME IN WATER MANAGEMENT SOLUTIONS TM Looking down the Isolator Row from the manhole opening, woven geotextile is shown between the chamber and stone base. StormTech Isolator Row with Overflow Spillway (not to scale) THE ISOLATOR® ROW INTRODUCTION An important component of any Stormwater Pollution Prevention Plan is inspection and maintenance. The StormTech Isolator Row is a technique to inexpensively enhance Total Suspended Solids (TSS) and Total Phosphorus (TP) removal with easy access for inspection and maintenance. THE ISOLATOR ROW The Isolator Row is a row of StormTech chambers, either SC-160, SC- 310, SC-310-3, SC-740, DC-780, MC-3500 or MC-4500 models, that is surrounded with filter fabric and connected to a closely located manhole for easy access. The fabric-wrapped chambers provide for settling and filtration of sediment as storm water rises in the Isolator Row and ultimately passes through the filter fabric. The open bottom chambers and perforated sidewalls (SC-310, SC- 310-3 and SC-740 models) allow storm water to flow both vertically and horizontally out of the chambers. Sediments are captured in the Isolator Row protecting the storage areas of the adjacent stone and chambers from sediment accumulation. A woven geotextile fabric is placed between the stone and the Isolator Row chambers. The woven geotextile provides a media for stormwater filtration, a durable surface for maintenance, prevents scour of the underlying stone and remains intact during high pressure jetting. A non- woven fabric is placed over the chambers to provide a filter media for flows passing through the perforations in the sidewall of the chamber. The non-woven fabric is not required over the SC-160, DC-780, MC-3500 or MC-4500 models as these chambers do not have perforated side walls. The Isolator Row is typically designed to capture the “first flush” and offers the versatility to be sized on a volume basis or flow rate basis. An upstream manhole provides access to the Isolator Row and typically includes a high flow weir. When flow rates or volumes exceed the Isolator Row weir capacity the water will flow over the weir and discharge through a manifold to the other chambers. Another acceptable design uses one open grate inlet structure. Using a “high/low” design (low invert elevation on the Isolator Row and a higher invert elevation on the manifold) an open grate structure can provide the advantages of the Isolator Row by creating a differential between the Isolator Row and manifold thus allowing for settlement in the Isolator Row. The Isolator Row may be part of a treatment train system. The design of the treatment train and selection of pretreatment devices by the design engineer is often driven by regulatory requirements. Whether pretreatment is used or not, the Isolator Row is recommended by StormTech as an effective means to minimize maintenance requirements and maintenance costs. Note: See the StormTech Design Manual for detailed information on designing inlets for a StormTech system, including the Isolator Row. ECCENTRIC HEADER MANHOLE WITH OVERFLOW WEIR STORMTECH ISOLATOR ROW OPTIONAL PRE-TREATMENT OPTIONAL ACCESS STORMTECH CHAMBERS INSPECTION The frequency of inspection and maintenance varies by location. A routine inspection schedule needs to be established for each individual location based upon site specific variables. The type of land use (i.e. industrial, commercial, residential), anticipated pollutant load, percent imperviousness, climate, etc. all play a critical role in determining the actual frequency of inspection and maintenance practices. At a minimum, StormTech recommends annual inspections. Initially, the Isolator Row should be inspected every 6 months for the first year of operation. For subsequent years, the inspection should be adjusted based upon previous observation of sediment deposition. The Isolator Row incorporates a combination of standard manhole(s) and strategically located inspection ports (as needed). The inspection ports allow for easy access to the system from the surface, eliminating the need to perform a confined space entry for inspection purposes. If upon visual inspection it is found that sediment has accumulated, a stadia rod should be inserted to determine the depth of sediment. When the average depth of sediment exceeds 3 inches throughout the length of the Isolator Row, clean-out should be performed. MAINTENANCE The Isolator Row was designed to reduce the cost of periodic maintenance. By “isolating” sediments to just one row, costs are dramatically reduced by eliminating the need to clean out each row of the entire storage bed. If inspection indicates the potential need for maintenance, access is provided via a manhole(s) located on the end(s) of the row for cleanout. If entry into the manhole is required, please follow local and OSHA rules for a confined space entries. Maintenance is accomplished with the JetVac process. The JetVac process utilizes a high pressure water nozzle to propel itself down the Isolator Row while scouring and suspending sediments. As the nozzle is retrieved, the captured pollutants are flushed back into the manhole for vacuuming. Most sewer and pipe maintenance companies have vacuum/JetVac combination vehicles. Selection of an appropriate JetVac nozzle will improve maintenance efficiency. Fixed nozzles designed for culverts or large diameter pipe cleaning are preferable. Rear facing jets with an effective spread of at least 45” are best. Most JetVac reels have 400 feet of hose allowing maintenance of an Isolator Row up to 50 chambers long. The JetVac process shall only be performed on StormTech Isolator Rows that have AASHTO class 1 woven geotextile (as specified by StormTech) over their angular base stone. StormTech Isolator Row (not to scale) ISOLATOR ROW INSPECTION/MAINTENANCE Note: Non-woven fabric is only required over the inlet pipe connection into the end cap for SC-160LP, DC-780, MC-3500 and MC-4500 chamber models and is not required over the entire Isolator Row. ISOLATOR ROW STEP BY STEP MAINTENANCE PROCEDURES STEP 1 Inspect Isolator Row for sediment. A) Inspection ports (if present) i. Remove lid from floor box frame ii. Remove cap from inspection riser iii. Using a flashlight and stadia rod,measure depth of sediment and record results on maintenance log. iv. If sediment is at or above 3 inch depth, proceed to Step 2. If not, proceed to Step 3. B) All Isolator Rows i. Remove cover from manhole at upstream end of Isolator Row ii. Using a flashlight, inspect down Isolator Row through outlet pipe 1. Mirrors on poles or cameras may be used to avoid a confined space entry 2. Follow OSHA regulations for confined space entry if entering manhole iii. If sediment is at or above the lower row of sidewall holes (approximately 3 inches), proceed to Step 2. If not, proceed to Step 3. STEP 2 Clean out Isolator Row using the JetVac process. A) A fixed floor cleaning nozzle with rear facing nozzle spread of 45 inches or more is preferable B) Apply multiple passes of JetVac until backflush water is clean C) Vacuum manhole sump as required STEP 3 Replace all caps, lids and covers, record observations and actions. STEP 4 Inspect & clean catch basins and manholes upstream of the StormTech system. ADS “Terms and Conditions of Sale” are available on the ADS website, www.ads-pipe.com The ADS logo and the Green Stripe are registered trademarks of Advanced Drainage Systems, Inc. Stormtech® and the Isolator® Row are registered trademarks of StormTech, Inc. © 2018 Advanced Drainage Systems, Inc. #11011 08/18 CS An company Advanced Drainage Systems, Inc. 4640 Trueman Blvd., Hilliard, OH 43026 1-800-821-6710 www.ads-pipe.com  )( SAMPLE MAINTENANCE LOG Date Stadia Rod Readings Sediment Depth (1)–(2)Observations/Actions InspectorFixed point to chamber bottom (1) Fixed point to top of sediment (2) 3/15/11 6.3 ft none New installation. Fixed point is CI frame at grade DJM 9/24/11 6.2 0.1 ft Some grit felt SM 6/20/13 5.8 0.5 ft Mucky feel, debris visible in manhole and in Isolator Row, maintenance due NV 7/7/13 6.3 ft 0 System jetted and vacuumed DJM APPENDIX C Operations and Maintenance Location Map 14 + 6 7 0+00 1+00 2+00 3+00 4+00 5+006+007+00 8+0 0 9+ 0 0 10+00 11+00 12+00 13+0 0 14+ 0 0 BLDG 1 BLDG 2 BLDG 3 BLDG 4 BLDG 5 BLDG 6 BLDG 7 BLDG 8 BLDG 9 BLDG 10 BLDG 11 BLDG 1 2 0+00 1+00 1+34 105 100 95 93 94 95 95 100 105 100 95 90 8889 105 105 106106 104 101 101 102 103 100 100 106 110 105 100 97 98 99 100 100 105 98 98 99 99 101 101 102 103 104 106 95 100 91 92 93 94 96 97 98 99 101 1009899 101101 10 2 102103 103 95 93 94 96 106 104 111 106 106 107 96 100 96 97 98 99 101 105 103 104 100 97 98 99 90 108 109 105 106 107 108 104 101102 103 10 4 105 106 107 105106 TP-6 TP-9 TP-12 TP-11 TP TP-8 TP-10 TP-7 TP-2 TP-5 TP-3 DD D DD D D D RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD D D D D 99100101 102 100 102 101 100 105 104 105 10 4 99 98 98 98 98 97 99 101 102 100101 102 103 104103 104 105 105104103 103 104 105 102 103 102103 104 101 102 103 104 105 100 99 10099 98 97 97 98 95 101102103104 100101102 97 99 100 101 102 99 100 99 99 98 97 99 98 99 98 99 98 97 10099 101 103 102 101 100 99 98100 101100 99 99 100 101 10 1 102 102 101 100 99 95 94 96 98 97 97 96 99 98 98 102 99 98 97 102 98 99 100 9998 96 100 95 106107 103 102103104 101 101 100 101 101 99 98 97 99 97 99 94 94 96 93 93 96 96 9695 98 99 103 D MA S S S T A T E P L A N E Re v i s i o n s Ap p r . Re v . D a t e B y D e s c r i p t i o n 1 2 3 4 5 6 7 DE C E M B E R 2 0 2 2 MC L / E W H M C L / E W H R A C O& M M A P MI L L S T O N E H O U S I N G PE R M I T T I N G S E T BR E W S T E R , M A S S A C H U S E T T S Su r v e y P r o v i d e d B y : Sheet Number: Project Number: Registration: Pre p a r e d F o r : Pla n S e t : Pla n T i t l e : Ho r s l e y W i t t e n G r o u p , I n c . 90 R o u t e 6 A San d w i c h , M A 0 2 5 6 3 Pho n e : (50 8 ) 8 3 3 - 6 6 0 0 Fax : (50 8 ) 8 3 3 - 3 1 5 0 Da t e d : Oc t o b e r 1 0 , 2 0 2 2 Pre s e r v a t i o n o f A f f o r d a b l e Ho u s i n g , I n c . 2 O l i v e r S t r e e t , S u i t e 5 0 0 Bos t o n , M A 0 2 1 0 9 Pho n e : - Fax : ---- 22084 las t m o d i f i e d : 1 2 / 2 3 / 2 2 p r i n t e d : 1 2 / 2 3 / 2 2 b y k f H:\ P r o j e c t s \ 2 0 2 2 \ 2 2 0 8 4 M i l l s t o n e R o a d B r e w s t e r \ D r a w i n g s \ 2 2 0 8 4 - G D . d w g (in feet) GRAPHIC SCALE 030 15 30 60 120 1 INCH = 30 FEET 1 of 1 Ch e c k e d B y : De s i g n e d B y : Da t e : Dra w n B y : Su s t a i n a b l e E n v i r o n m e n t a l S o l u t i o n s ww w . h o r s l e y w i t t e n . c o m 90 R o u t e 6 A Sa n d w i c h , M A 0 2 5 6 3 50 8 - 8 3 3 - 6 6 0 0 v o i c e 50 8 - 8 3 3 - 3 1 5 0 f a x Ho r s l e y W i t t e n G r o u p , I n c . DRA F T NOT F O R CON S T R U C T I O N BIORETENTION AREA INFILTRATION BASIN RAIN GUARDIAN UNDERGROUND INFILTRATION CHAMBERS LEGEND: APPENDIX D Planting Plans THIS PAGE IS INTENTIONALLY BLANK HAC / POAH - Page 59 1 MILLSTONE ROAD BREWSTER, MA JULY 9, 2019 Due Diligence Report Massachusetts Housing Partnership 1 Due Diligence Report July 9, 2019 TABLE OF CONTENTS TABLE OF CONTENTS ........................................................................................................................................ 1 1.0 INTRODUCTION ..................................................................................................................................... 2 2.0 SITE DESCRIPTION ................................................................................................................................. 2 2.1 EXISTING CONDITIONS & TOPOGRAPHY ............................................................................................................................ 2 2.2 SOIL CONDITIONS ................................................................................................................................................................. 3 2.3 MILLSTONE ROAD IMPROVEMENTS ..................................................................................................................................... 3 3.0 ZONING ................................................................................................................................................... 4 4.0 RESOURCE AREAS .................................................................................................................................. 5 4.1 RESOURCE AREA EVALUATION ............................................................................................................................................. 5 4.2 100-YEAR FLOODPLAIN ....................................................................................................................................................... 5 4.3 RARE SPECIES AND HABITATS .............................................................................................................................................. 5 4.4 WELLHEAD PROTECTION ZONES ......................................................................................................................................... 5 5.0 UTILITY INFRASTRUCTURE .................................................................................................................. 5 5.1 SANITARY SEWER SYSTEM .................................................................................................................................................... 5 5.1.1 Existing Sanitary Sewer System .............................................................................................................................. 5 5.1.2 Proposed Sanitary Sewer System ........................................................................................................................... 6 5.2 WATER SYSTEM ..................................................................................................................................................................... 6 5.2.1 Existing Water System ................................................................................................................................................ 6 5.2.2 Proposed Water Service ............................................................................................................................................. 6 5.3 STORM DRAINAGE SYSTEM .................................................................................................................................................. 7 5.3.1 Existing Storm Drainage System ............................................................................................................................ 7 5.3.2 Proposed Storm Drainage System ......................................................................................................................... 7 5.4 ELECTRICAL AND TELECOMMUNICATION SERVICES ........................................................................................................... 7 6.0 SUMMARY .............................................................................................................................................. 8 APPENDIX A: EXHIBITS ..................................................................................................................................... 9 APPENDIX B: FEMA FLOOD INSURANCE RATE MAP .................................................................................14 APPENDIX C: NRCS WEB SOIL SURVEY ........................................................................................................16 ATTACHMENT 1: EXISTING CONDITIONS SURVEY ....................................................................................21 ATTACHMENT 2: CONCEPTUAL ROADWAY LAYOUT FOR MILLSTONE ROAD ......................................23 ATTACHMENT 3: STOPPING SIGHT DISTANCE EXHIBIT ...........................................................................26 Massachusetts Housing Partnership 2 Due Diligence Report July 9, 2019 1.0 INTRODUCTION This report summarizes the due diligence findings and potential constraints for the subject properties identified off of Millstone Road in Brewster, Massachusetts for a potential affordable housing development. This summary is based on available GIS information provided to and acquired by Bohler Engineering (“Bohler”) at the time of this report. Massachusetts Housing Partnership, in conjunction with the Town of Brewster, is reviewing the feasibility of an affordable housing development located along Millstone Road between Joe Long Road and Fern Lane. The subject properties include one parcel that fronts on the western side of Millstone Road, between 598 and 560 Millstone Road, and a second larger parcel located to the west and southwest, in the rear of the existing residential lots along Millstone Road and Captains Village Lane, as further detailed on the Existing Conditions Survey, included as Attachment 1. These parcels, currently assigned an address of 0 Millstone Road, are further identified on Deed Book 18897 Page 134 and on Deed Book 31410 Page 87 and total approximately 16.61 acres in area (the “Site”), as shown on the Exhibits included in Appendix A. Based on discussions with the Town Department of Public Works (DPW), existing water infrastructure is currently available within the Millstone Road right-of-way to serve the project, however there is no municipal sewer infrastructure. In addition, roadway improvements are planned for Millstone Road in the next several years, estimated to begin in the Fall of 2020. Roadway improvements are anticipated to include repaving, minor roadway realignment, a new public sidewalk, and utility pole relocation to accommodate any realignments. The Conceptual Roadway Layout Plans for Millstone Road in the vicinity of the Site have been included as Attachment 2. Bohler recommends that the future driveway for this development be incorporated into the final roadway and sidewalk design in this area. Based on available GIS maps, there do not appear to be any wetland resource areas, however, a low lying area was identified by the Town’s Conservation Agent as a potential isolated wetland and will require an additional assessment to determine status and any associated impacts. Protected habitat areas are located on the opposite side of Joe Long Road to the east, but these areas appear to be located beyond the Site and are not expected to impact the development. The existing conditions, utility infrastructure and project constraints are further detailed in the sections below. 2.0 SITE DESCRIPTION 2.1 Existing Conditions & Topography The Site, located west of Millstone Road near the intersection with Fern Lane, includes the properties identified as “CAMA ID” 99-1 and 98-12 in the Town of Brewster, Massachusetts. One parcel (ID 99-1) has frontage along the western side of Millstone Road, between 598 and 560 Millstone Road, and is located along the northeastern edge of the second parcel. The second, rear parcel (ID 98-12) is located behind single family residential lots along both Millstone Road and Captains Village Lane, and extends to the west, along the Ocean Edge development and golf course. Massachusetts Housing Partnership 3 Due Diligence Report July 9, 2019 The Site also abuts a portion of dedicated conservation land associated with the Captains Village Lane development. The subject properties encompass approximately 16.61 acres. The Site consists primarily of undeveloped wooded land and is bordered by single family residential lots to the east, south and west. Ocean Edge, a condominium development, borders the Site to the north with a portion of the associated golf course also located to the west. The northern portion of the Site primarily slopes from north to south, towards a low lying area along the southern property line, near the inner corner of the “L-shaped” property. The southern portion of the Site is primarily sloped from south to north, towards the same low lying area. There is a small depression on the southern portion of the Site which appears to collect and infiltrate runoff in the vicinity. This low-lying area may result in a larger stormwater system in order to recreate the storage and infiltration that the area provides under existing conditions. The elevations across the Site range from approximately elevation 82 to 122. Slopes range from generally flat in the far southern extent of the property, up to 10% in the northwest portion of the property. The Existing Conditions Survey, included as Attachment 1, further details the location and existing topography at the Site. 2.2 Soil Conditions Based on the United States Department of Agriculture (USDA) Natural Resources Conservation Service’s (NRCS) Web Soil Survey, the soils identified across the Site consist of Barnstable- Plymouth-Nantucket complex (Hydrologic Soil Group A) and Plymouth loamy course sand Hydrologic Soil Group A) which are expected to be very well drained soils. The NRCS Web Soil Survey report has been included in Appendix C for reference. In addition, based on the USDA NRCS Web Soil Survey, the depth to water table and any soil restrictive layer is greater than 6.5 feet. Soil testing for a septic system and geotechnical field testing for foundation design is recommended, once a concept plan is finalized, in order to confirm site specific soil conditions that may affect the project design. 2.3 Millstone Road Improvements The Town of Brewster is currently in the planning and design phases of Millstone Road improvements which will extend all the way from Long Pond Road to Main Street (Route 6A). Roadway improvements are anticipated to include repaving, minor roadway realignment, a new public sidewalk, and utility pole relocation to accommodate any necessary realignments. These improvements are planned to begin in the Fall of 2020. The Conceptual Roadway Layout Plans for Millstone Road in the vicinity of the Site have been included as Attachment 2. Based on initial review of the Site frontage, there may be some modifications required as part of the roadway improvements in order to ensure proper stopping sight distance is provided for the future driveway. It appears that Millstone Road currently has signage for a speed limit of 40 miles per hour. Fora flat roadway and a design speed of 40 miles per hour, the required stopping sight distance is 305 feet (per MassDOT guidance). Based on this speed, some tree clearing and trimming may be required within the right-of-way as part of the roadway improvement, or an adjustment to the roadway alignment, in order to ensure proper stopping sight distance is achieved (see Massachusetts Housing Partnership 4 Due Diligence Report July 9, 2019 Attachment 3). Alternatively, the design speed may be reduced along Millstone Road. This required distance should be further reviewed as conceptual design progresses. In addition, the proposed sidewalk associated with these improvements includes a roadway crossing and crosswalk just south of Fern Lane, which would allow the sidewalk to easily tie into the proposed development and provide effective pedestrian access. If timing allows, the design of the future driveway for the Project should be coordinated closely with these roadway improvements in order to effectively incorporate the sidewalk and minimize any additional work. 3.0 ZONING The subject parcels are zoned as Low Density Residential based on the Town of Brewster Zoning Map, last revised November 2015. Based on a review of the Town’s GIS mapping system, there are no overlay districts in the project area. Per the Town of Brewster Zoning By-Laws, last updated December 3, 2018, the Low Density Residential District allows by right one-family detached dwelling units, accessory single-family dwelling units (ADUs), and accessory residential buildings. For denser housing, such as cluster residential developments, major residential developments, and planned residential developments, a Special Permit from the Planning Board is required. In terms of required parking spaces, residential uses require 1 space / dwelling unit (studio/ 1 bedroom), 1.5 space / dwelling unit (2+ bedrooms), or 1 space / 2 residential units (affordable, elderly and/or handicapped housing). Table 1, below, outlines specific dimensional and geometrical requirements in the Low Density Residential District. Table 1: Residential District 3 Dimensional Requirements Minimum Lot Area 60,000 SF (+60,000 SF for the second Dwelling) Minimum Lot Frontage 150 Ft Minimum Front Yard Setback 40 Ft Minimum Side Yard Setbacks 25 Ft Minimum Rear Yard Setbacks 25 Ft Maximum Building Height 30 Ft Maximum Building Coverage of Lot 20% Massachusetts Housing Partnership 5 Due Diligence Report July 9, 2019 4.0 RESOURCE AREAS 4.1 Resource Area Evaluation Based on available GIS mapping, there are no wetland areas located within the vicinity of the Site. During a site visit conducted by Bohler, severallow lying areas were observed on and around the large parcel. The Town’s Conservation Agent later performed a site visit to review these areas on the property. Based on initial review, it appeared that there is one potential isolated wetland located on the western end of the property, where some hydric indicators were noted in the soil. It is anticipated that this area would fall under the jurisdiction of the Brewster Wetland Protection Bylaw, but would not be under jurisdiction of the Wetland Protection Act (WPA). This area will require further review and evaluation by a Wetland Scientist in the future to determine if it qualifies as a wetland and the potential impacts. 4.2 100-Year Floodplain Based on the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) map number 25001C0418J, the Project Site is in a region classified as Zone X. Zone X are areas determined to be outside the 0.2% annual chance floodplain. The FEMA Map has been included in Appendix B for reference. 4.3 Rare Species and Habitats There are no areas of Priority Habitat or Estimated Habitat for rare or endangered species within the Project Site according to current online Natural Heritage & Endangered Species (NHESP) Map, as shown on Exhibit C. 4.4 Wellhead Protection Zones Based on GIS mapping, there are Zone II Wellhead Protection areas located southeast of the Site. These areas are not located within the Project Site and are not anticipated to have an impact on the contemplated development, as shown on Exhibit D. 5.0 UTILITY INFRASTRUCTURE 5.1 Sanitary Sewer System 5.1.1 Existing Sanitary Sewer System The Town of Brewster does not have a sanitary sewer system, so any development is required to have an on-site disposal system. The Site has not been previously developed and does not have an existing septic system. Massachusetts Housing Partnership 6 Due Diligence Report July 9, 2019 5.1.2 Proposed Sanitary Sewer System The proposed project will require a septic system with associated leach fields to manage sanitary flows created from the development. Bohler expects that the total size of the project would be under the 10,000 gallons per day (90 bedroom) limit associated with Title V septic systems (310 CMR 15.004). System layout options will need to be explored in more detail during the conceptual planning stages and based on Town and community feedback. Should the more detailed planning stage indicate a sewer load greater than 10,000 gallons per day, the subdivision of the property could be explored if it would allow for the sewer loads to be split between multiple smaller septic systems. In this case, under Title V a subdivision and sale of separate properties would be required to exceed the 10,000 GPD threshold over the project area. The Town or one owner is not allowed to be a common beneficiary of said properties. For example, on this site a subdivision of the land into multiple properties, one multifamily project lot up to 90 bedrooms and multiple single family lots to be sold to separate owners, should be allowed. Based on the shape of the lot this seems feasible. Alternatively, a package treatment plant could be considered, but is usually cost prohibitive. Once a concept is finalized, soil testing should be performed in the areas identified for septic systems to confirm site soil conditions and system design constraints. 5.2 Water System 5.2.1 Existing Water System The Town of Brewster owns, operates, and maintains the water distribution systems in the vicinity of the Site. Based on discussions with the Town, a 12-inch water main is located within Millstone Road. There appear to be no existing concerns with the water infrastructure and it is anticipated to be adequate to serve the proposed development. An existing fire hydrant is also located within the Millstone Road right-of-way at the intersection of Joe Long Road. 5.2.2 Proposed Water Service The proposed water service for the project would connect to the existing 12-inch water main in Millstone Road. Depending on the conceptual layout and dwelling unit mix, multiple service connections may be required. The proponent will need to coordinate with the Town of Brewster Water Department and Fire Department to ensure the proposed water system meets their needs and requirements, including any private fire hydrants installed on the Site. Bohler also recommends that fire hydrant testing be performed in advance of design to ensure sufficient water pressure to serve the proposed development. Massachusetts Housing Partnership 7 Due Diligence Report July 9, 2019 5.3 Storm Drainage System 5.3.1 Existing Storm Drainage System Based on discussions with the Town, there are existing leaching catch basins and drywells located along Millstone Road that capture and infiltrate stormwater runoff from the roadway. Since the Site is undeveloped, there are no existing stormwater controls onsite. Based on GIS mapping, the existing soils onsite are sandy and very well drained, which would minimize any existing runoff from the Site. As previously discussed, there are several low lying areas observed at the Site which appear to capture and infiltrate any stormwater runoff during large storm events. 5.3.2 Proposed Storm Drainage System The proposed project will require a new storm drainage system onsite to serve the development. The proposed system is anticipated to consist of a series of catch basins, water quality treatment units and an infiltration basin to collect, treat and manage stormwater runoff from the buildings and parking areas. Since the Site is undeveloped and wooded, the development will result in a substantial increase in impervious area and will require a stormwater management system to retain and infiltrate stormwater in order match or reduce peak rates of runoff compared to that of existing conditions. Given the size of the Site, it is anticipated that an aboveground infiltration basin will be the most feasible and cost effective solution for stormwater management. As previously mentioned, the existing low lying areas at the Site may require a slightly larger stormwater system in order to recreate the storage and infiltration that these areas provide under existing conditions. The proposed development would be a good candidate for the use of a low impact development drainage system, which is suggested under the Massachusetts Stormwater Management Standards. The storm drainage system will need to be further refined as the conceptual planning process moves forward. In addition, during soil testing for the proposed septic system design, Bohler recommends that soil testing be performed in areas identified for stormwater management in order to confirm site soil conditions and depth to groundwater. 5.4 Electrical and Telecommunication Services Based on record plans and field observations, there are two (2) existing utility poles located on Millstone Road, along the Site frontage, with overhead wires that serve the single family homes. It is anticipated that electrical and telecommunication services can be provided via these existing poles to serve the project and that both poles can be retained as part of the development. The Project will need to be reviewed with the private utility providers to confirm available services and any required infrastructure to serve the properties. Massachusetts Housing Partnership 8 Due Diligence Report July 9, 2019 6.0 SUMMARY The initial due diligence for the Site has identified limited potential site constraints associated with the contemplated development. Based on the review of available GIS mapping, the Site is located outside of the NHESP priority and estimated habitat areas. The western portion of the Site may contain an isolated wetland based initial review and will require an assessment by a Wetland Scientist in the future to define the area and any potential impacts. The sloped topography may present some challenges, but the large size of the Site provides some flexibility with respect to layout and concept design. Since the Site is wooded and undeveloped with some low lying areas, substantial stormwater systems will be required to manage runoff, however, sandy soils should result in high infiltration rates which help to reduce the size of systems. Based on discussions with the Town, sufficient municipal water infrastructure is readily available to serve the Site within the project frontage. The project will require a septic system to manage sewer flows from the development, but the large size of the Site should again provide various options for system locations. Concept plans will need to be developed in order to refine the septic system options and explore options relative to a subdivision in order to meet related thresholds. Finally, the Zoning Bylaws may impose some constraints to the development relative to density and housing type. Since the project is an affordable housing development, state (Chapter 40B) and or town programs may allow for a higher density development, however, it will need to be further explored with the Town and community. In conclusion, based on initial due diligence for the Site, an affordable housing development appears to be a feasible project at this location with limited constraints. Massachusetts Housing Partnership 9 Due Diligence Report July 9, 2019 APPENDIX A: EXHIBITS PROJECT: SCALE:1"=1000' SOURCE:MASSGIS USGS FOR EXHIBIT A USGS LOCUS MAP SITE THE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATION FROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES 2018 Bohler Engineering NEW ENGLAND UPSTATE NEW YORK NEW YORK, NY PHILADELPHIA, PA LEHIGH VALLEY, PA BALTIMORE, MD REHOBOTH BEACH, DE WASHINGTON, DC NORTHERN VIRGINIA RALEIGH, NC CENTRAL VIRGINIA SOUTHERN MARYLAND NORTHERN NEW JERSEY SOUTHEASTERN, PA CHARLOTTE, NC BOSTON, MA SOUTHERN NEW JERSEY NEW YORK METRO TAMPA, FL SOUTH FLORIDA DALLAS, TX ATLANTA, GA PITTSBURGH, PA TM SUSTAINABLE DESIGN LANDSCAPE ARCHITECTURE SITE CIVIL AND CONSULTING ENGINEERING LAND SURVEYING PROGRAM MANAGEMENT PERMITTING SERVICESTRANSPORTATION SERVICES TOWN OF BREWSTER BARNSTABLE COUNTY MASSACHUSETTS MILLSTONE ROAD PROJECT: SCALE:1"=500' SOURCE: MASSGIS ONLINE MAP VIEWER FOR EXHIBIT B AERIAL MAP TOWN OF BREWSTER BARNSTABLE COUNTY MASSACHUSETTS MILLSTONE ROAD THE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATION FROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES 2018 Bohler Engineering NEW ENGLAND UPSTATE NEW YORK NEW YORK, NY PHILADELPHIA, PA LEHIGH VALLEY, PA BALTIMORE, MD REHOBOTH BEACH, DE WASHINGTON, DC NORTHERN VIRGINIA RALEIGH, NC CENTRAL VIRGINIA SOUTHERN MARYLAND NORTHERN NEW JERSEY SOUTHEASTERN, PA CHARLOTTE, NC BOSTON, MA SOUTHERN NEW JERSEY NEW YORK METRO TAMPA, FL SOUTH FLORIDA DALLAS, TX ATLANTA, GA PITTSBURGH, PA TM SUSTAINABLE DESIGN LANDSCAPE ARCHITECTURE SITE CIVIL AND CONSULTING ENGINEERING LAND SURVEYING PROGRAM MANAGEMENT PERMITTING SERVICESTRANSPORTATION SERVICES SITE PROJECT: SCALE:1"=1000' SOURCE: MASSGIS ONLINE MAPVIEWERLEGEND: NHESP ESTIMATED HABITATS OF RARE WILDLIFE NHESP PRIORITY HABITATS OF RARE SPECIES FOR EXHIBIT C NATURAL HERITAGE & ENDANGERED SPECIES (NHESP) MAP POTENTIAL VERNAL POOLS NONE SHOWN ON MAP EXTENTS) CERTIFIED VERNAL POOLS NONE SHOWN ON MAP EXTENTS)* THE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATION FROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES 2018 Bohler Engineering NEW ENGLAND UPSTATE NEW YORK NEW YORK, NY PHILADELPHIA, PA LEHIGH VALLEY, PA BALTIMORE, MD REHOBOTH BEACH, DE WASHINGTON, DC NORTHERN VIRGINIA RALEIGH, NC CENTRAL VIRGINIA SOUTHERN MARYLAND NORTHERN NEW JERSEY SOUTHEASTERN, PA CHARLOTTE, NC BOSTON, MA SOUTHERN NEW JERSEY NEW YORK METRO TAMPA, FL SOUTH FLORIDA DALLAS, TX ATLANTA, GA PITTSBURGH, PA TM SUSTAINABLE DESIGN LANDSCAPE ARCHITECTURE SITE CIVIL AND CONSULTING ENGINEERING LAND SURVEYING PROGRAM MANAGEMENT PERMITTING SERVICESTRANSPORTATION SERVICES SITE TOWN OF BREWSTER BARNSTABLE COUNTY MASSACHUSETTS MILLSTONE ROAD PROJECT: SCALE:1"=1000' SOURCE: MASSGIS ONLINE MAP VIEWER FOR EXHIBIT D WELLHEAD PROTECTION AREA ZONE II THE INFORMATION, DESIGN AND CONTENT OF THIS PLAN ARE PROPRIETARY AND SHALL NOT BE COPIED OR USED FOR ANY PURPOSE WITHOUT PRIOR WRITTEN AUTHORIZATION FROM BOHLER ENGINEERING. ONLY APPROVED, SIGNED AND SEALED PLANS SHALL BE UTILIZED FOR CONSTRUCTION PURPOSES 2018Bohler Engineering NEW ENGLAND UPSTATE NEW YORK NEW YORK, NY PHILADELPHIA, PA LEHIGH VALLEY, PA BALTIMORE, MD REHOBOTH BEACH, DE WASHINGTON, DC NORTHERN VIRGINIA RALEIGH, NC CENTRAL VIRGINIA SOUTHERN MARYLAND NORTHERN NEW JERSEY SOUTHEASTERN, PA CHARLOTTE, NC BOSTON, MA SOUTHERN NEW JERSEY NEW YORK METRO TAMPA, FL SOUTH FLORIDA DALLAS, TX ATLANTA, GA PITTSBURGH, PA TM SUSTAINABLE DESIGN LANDSCAPE ARCHITECTURE SITE CIVIL AND CONSULTING ENGINEERING LAND SURVEYING PROGRAM MANAGEMENT PERMITTING SERVICESTRANSPORTATION SERVICES SITE TOWN OF BREWSTER BARNSTABLE COUNTY MASSACHUSETTS MILLSTONE ROAD LEGEND: WELLHEAD PROTECTION AREA - ZONE II Massachusetts Housing Partnership 14 Due Diligence Report July 9, 2019 APPENDIX B: FEMA FLOOD INSURANCE RATE MAP USGS The National Map: Orthoimagery. Data refreshed October, 2017. National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250Feet Ü70° 2'54.20"W 41° 45' 36.73"N 70° 2'16.74"W 41°45'9.89"N SEE FIS REPORT FOR DETAILEDLEGENDANDINDEX MAP FOR FIRM PANEL LAYOUTSPECIALFLOODHAZARDAREASWithoutBaseFloodElevation (BFE)Zone A, V, A99With BFEor Depth Zone AE, AO, AH, VE, ARRegulatoryFloodway0.2% AnnualChanceFloodHazard, Areasof 1% annual chancefloodwithaveragedepthlessthanonefootorwith drainageareas of lessthanonesquaremileZoneXFutureConditions1% AnnualChanceFloodHazardZoneXAreawith Reduced Flood Risk due toLevee. See Notes.Zone X Area withFlood Risk due to Levee Zone D NO SCREE N Area of Minimal Flood Hazard Zone XArea of UndeterminedFloodHazardZoneD Channel, Culver t, or StormSewerLevee, Dike, or FloodwallCrossSections with 1% AnnualChance17.5 Water Surface ElevationCoastal Transect Coastal Transect BaselineProfile BaselineHydrographic FeatureBaseFloodElevation Line (BFE)Effective LOMRs Limit of StudyJurisdiction Boundar y Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracystandardsThefloodhazardinformationisderiveddirectlyfromtheauthoritativeNFHLweb services provided by FEMA. This mapwas exported on 3/29/2019 at 2:15:48 PM anddoesnotreflectchangesoramendmentssubsequenttothisdateandtime. The NFHL and effective information may change orbecome superseded by new data over time.This map image isvoidiftheoneormoreofthefollowing mapelements do not appear: basemap imagery, flood zone labels,legend, scale bar, map creation date, community identifiers,FIRMpanelnumber, and FIRM effective date. Mapimages forunmapped and unmodernizedareascannot be used forregulatory purposes. Legend OTHER AREAS OFFLOOD HAZARD OTHER AREAS GENERALSTRUCTURES OTHERFEATURES MAP PANELS 8 1:6,000 B 20.2 The pin displayed on the map is an approximate point selected bythe user Massachusetts Housing Partnership 16 Due Diligence Report July 9, 2019 APPENDIX C: NRCS WEB SOIL SURVEY Hydrologic Soil Group—Barnstable County, Massachusetts HSG) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/18/2019 Page 1 of446229004623000462310046232004623300462340046235004622800462290046230004623100462320046233004623400412700412800412900413000413100413200413300413400413500413600413700412700412800412900413000413100413200413300413400413500413600413700 41° 45' 30'' N 70° 3' 1'' W41° 45' 30'' N70° 2' 14'' W41° 45' 8'' N 70° 3' 1'' W41° 45' 8'' N 70° 2' 14'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 19N WGS84 0 200 400 800 1200 Feet 0 50 100 200 300 Meters Map Scale: 1:4, 920 if printed on A landscape (11" x 8. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:25,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Barnstable County, Massachusetts Survey Area Data: Version 15, Sep 5, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Dec 31, 2009—Apr 6, 2017 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Barnstable County, Massachusetts HSG) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/18/2019 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 435B Plymouth loamy coarse sand, 3 to 8 percent slopes A 37.3 33.8% 435D Plymouth loamy coarse sand, 15 to 35 percent slopes A 3.1 2.8% 436B Plymouth loamy coarse sand, 3 to 8 percent slopes, very stony A 19.2 17.4% 490C Barnstable-Plymouth- Nantucket complex, rolling A 3.9 3.6% 493D Plymouth-Barnstable- Nantucket complex, hilly, very bouldery A 3.3 3.0% 494C Barnstable-Plymouth- Nantucket complex, rolling, very bouldery A 43.7 39.5% Totals for Area of Interest 110.6 100.0% Hydrologic Soil Group—Barnstable County, Massachusetts HSG Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/18/2019 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Barnstable County, Massachusetts HSG Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/18/2019 Page 4 of 4 Massachusetts Housing Partnership 21 Due Diligence Report July 9, 2019 ATTACHMENT 1: EXISTING CONDITIONS SURVEY Massachusetts Housing Partnership 23 Due Diligence Report July 9, 2019 ATTACHMENT 2: CONCEPTUAL ROADWAY LAYOUT FOR MILLSTONE ROAD FERN LANE(PRIVATE WAY - 40' WIDE)JOE L O N G R O A D PRIV A T E W A Y - 4 0' WI D E) MILLSTONE ROAD TOWN WAY - 40' WIDE)253 254255 256257 258 25 9 26 0 26 1 PC + 58 96 PCC +75.57PT6175N6% SUPERELEVRE Q UI R EDV= 4 0 R 5 1 0 SHEET 6 OF 13 CONCEPTUAL ROADWAY & FERN LANE( PRIVATE WAY - 40' WIDE) AGASSIZ STREET(PRIVATE WAY - 40' WIDE)CLIFF POND ROAD( TOWN WAY - VARIABLE WIDTH)MILLSTONE ROAD TOWN WAY - 40' WIDE)MILLS T O N E R O A D TOW N W A Y 4 0' W I D E 259 260 261262 263264 265 266 267 268 269 270 PC +56. 69 PRC + 2 0 Massachusetts Housing Partnership 26 Due Diligence Report July 9, 2019 ATTACHMENT 3: STOPPING SIGHT DISTANCE EXHIBIT FERN LANE(PRIVATE WAY - 40' WIDE)JOE L O N G R O A D PRIV A T E W A Y - 4 0' WI D E) MILLSTONE ROAD TOWN WAY - 40' WIDE)253 254255 256257 258 25 9 26 0 26 1 PC + 58 96 PCC +75.57PT6175N6% SUPERELEVRE Q UI R EDV= 4 0 R 5 1 0 SHEET 6 OF 13 CONCEPTUAL ROADWAY & SIDEWALK LAYOUT MILLSTONE ROAD BREWSTER, MA STOPPING SIGHTDISTANCE EXHIBIT 30 4 9 ft 2 1 4 7 f t REQUIRED STOPPING SIGHT DISTANCE BASED ON 40 MPH DESIGN Massachusetts Housing Partnership 2 Stormwater Study January 5, 2021 1.0 INTRODUCTION This report summarizes the stormwater characteristics of the site and surrounding area and makes recommendations for mitigating permanent and construction period impacts related to the proposed potential affordable housing development (Project) at the Site. This memorandum is based on a variety of available information, including a Site survey, GIS mapping, comments and photographs submitted by abutting property owners and a field visit of the site and adjacent properties. For the purpose of this memorandum the Project is based on the Concept 2 Plan, Bohler, dated March 10, 2020, but the stormwater design would be similar for any multi-building development on the property. The property survey, watershed mapping and Concept 2 are included in Appendix A – Exhibits. The reader is also directed to the July 9, 2019 Due Diligence Report prepared by Bohler for additional site information, some of which has been included with this memorandum. This memorandum specifically addresses the following scope: Existing and Proposed Watershed Area Mapping- This identifies existing and proposed topographical and surface condition information as derived from the survey documents, master plan concepts and available GIS mapping. Existing and Proposed Stormwater Modelling - Utilizing the topography and surface conditions, an analysis was performed in HydroCAD to quantify the rates of run-off, design points, potential flooding, etc. The analysis includes calculations for the 2-, 10-, 25-, 50- and 100-year storms. This modelling shows design points, related stormwater flow and proposed underground infiltration systems to manage increased run-off from development. Review of Potential Stormwater Impacts to Abutting Properties – Based on the existing and proposed topography as well as the modelling, an assessment of impacts of abutting properties is provided. 2.0 EXISITNG SITE 2.1 Existing Surface Conditions The Site, located west of Millstone Road near the intersection with Fern Lane, includes the properties identified as “CAMA ID” 99-1 and 98-12 in the Town of Brewster, Massachusetts. One parcel (ID 99-1) has frontage along the western side of Millstone Road, between 598 and 560 Millstone Road, and is located along the northeastern edge of the second parcel. The second, rear parcel (ID 98-12) is located behind single family residential lots along both Millstone Road and Captains Village Lane, and extends to the west, along the Ocean Edge development and golf Massachusetts Housing Partnership 3 Stormwater Study January 5, 2021 course. The Site also abuts a portion of dedicated conservation land associated with the Captains Village Lane development. The subject properties encompass approximately 16.61 acres. The Site consists primarily of undeveloped wooded land and is bordered by single family residential lots to the east, south and west. Ocean Edge, a condominium development, borders the Site to the north with a portion of the associated golf course also located to the west. 2.2 Soil Conditions Based on the United States Department of Agriculture (USDA) Natural Resources Conservation Service’s (NRCS) Web Soil Survey, the soils identified across the Site consist of Barnstable- Plymouth-Nantucket complex (Hydrologic Soil Group A) and Plymouth loamy course sand Hydrologic Soil Group A) which are expected to be very well drained soils. The NRCS Web Soil Survey report has been included in Appendix B for reference. In addition, based on the USDA NRCS Web Soil Survey, the depth to water table and any soil restrictive layer is greater than 6.5 feet. 2.3 Existing Topography The elevations across the Site range from approximately elevation 82 to 122. Slopes range from generally flat in the far southern extent of the property, up to 10% in the northwest portion of the property. The Existing Conditions Survey, included as in Appendix A, further details the location and existing topography at the Site. Flow arrows have been added to show the above description of the topography. Also included in Appendix A, is a Watershed Analysis Figure showing a larger area than the Site survey. This figure includes flow arrows, identified low points and design points. The design points correspond to locations where stormwater from the Site is measured in the existing and proposed condition. The Low Points (LP) are locations we evaluated near the site that collect stormwater. The northern portion of the Site primarily slopes from north to south, towards a low-lying area along the southern property line, near the inner corner of the “L-shaped” property. The southern portion of the Site is primarily sloped from south to north, towards the same low-lying area. This small depression appears to collect and infiltrate runoff in the vicinity and is considered Design Point 1 (DP1). As depicted on the Watershed Figure this design point collects approximately 52 acres. This low-lying area would be the likely location of a future stormwater detention and infiltration system in order to mimic the storage and infiltration that the area provides under existing conditions. There is a second design point at a low-lying area listed as DP2 on the Watershed Figure. This design point is on an adjacent property and collects stormwater from the project site, Millstone Road and property to the north. There would be a small stormwater detention and infiltration system in order to match existing flows from the Project site to this point to mimic existing conditions. Massachusetts Housing Partnership 4 Stormwater Study January 5, 2021 Adjacent to the site, on the Ocean Edge property to the north and west there are some identified low points. While some low-lying areas are on the golf course and wooded areas, one is on Fletcher Lane collecting runoff from a large part of developed area of Fletcher Lane and Howland Circle. Based on comments submitted by residents this area was reviewed and we agree that it appears to be prone to flooding. Unfortunately, it appears that a low point was built into the road design without a drainage overflow or drainage structures to help convey water from this depression. We are confident based on the topography along the northern property line as well as typical drainage protocol that the Project if designed properly will not have any negative stormwater impacts on the adjacent condominium development. 3.0 PROPOSED SITE 3.1 Proposed Topography and Stormwater System The proposed development will consist of a driveway, surface parking and likely multiple buildings across the property. The preferred design was depicted previously in Concept 2. The proposed topography should match the existing to the greatest extent practicable in order to help match stormwater characteristics, minimize grading and preserve as many existing trees as possible. Based on the existing topography and watershed there are two design points to be considered. Design Point 1 (DP1) is located in the northwest corner of the site and DP2 is at the northeast corner of the site. It is important to note that there is a natural ridge running along the northern property line, which will aid in minimizing stormwater conveyance from the Project travelling to the neighboring properties to the North (Ocean Edge property). This was reviewed in the field and can be seen in the topography depicted in the survey and watershed mapping in appendix A and photos in Appendix C. Assuming that there is a buffer along the property line, the high point of this ridge should remain intact and prevent stormwater from the development from travelling north to the adjacent condominium development. Near the western most edge of the property, where the ridge offers less relief, a berm, grading and a stormwater collection system of catch basins and manholes should be established to allow no increase in stormwater flow from the development to the northern abutter. 3.2 Proposed Stormwater System The proposed project will require a new storm drainage system consisting of a series of catch basins, water quality treatment units and an underground infiltration system or surface basin to collect, treat and manage stormwater runoff from the buildings and parking areas. Since the Site is undeveloped and wooded, the development will result in an increase in impervious area Massachusetts Housing Partnership 5 Stormwater Study January 5, 2021 and will require a stormwater management system to retain and infiltrate stormwater in order to match peak rates of runoff compared to that of existing conditions. We expect that two or more detention and infiltration systems will be designed as part of the project. We have defined two low points that are considered design points for the development. Each system is assumed to be an underground detention/infiltration system for the modelling but could also be open detention ponds. The proposed development would be a good candidate for the use of a low impactdevelopment drainage system, which is suggested under the Massachusetts Stormwater Management Standards. The storm drainage system will need to be further refined as the conceptual planning process moves forward. In addition, during soil testing for the proposed septic system design, Bohler recommends that soil testing be performed in areas identified for stormwater management in order to confirm site soil conditions and depth to groundwater. We understand there is great concern about adding to flooding issues to the north of the property in the Ocean Edge development. We have reviewed comment letters and provided responses in Appendix E. 4.0 STORMWATER MODELLING 4.1 Methodology The proposed stormwater management design will provide a decrease in peak stormwater runoff rates from the proposed facility for the 2-, 10-, 25-, 50- and 100-year design storm events utilizing the SCS TR-20 and TR-55 Urban Hydrology for Small Watersheds methods. The assessment of existing and proposed stormwater flows was performed using HydroCAD©. HydroCAD© input and output data is included in Appendix D. In the modelling DP1 is called POA1 Point of Analysis 1) and DP2 is called POA2 (Point of Analysis 2). Times of concentration (Tc) utilized in the preparation of this report were generated utilizing the SCS TR-55 Urban Hydrology for Small Watersheds method. Runoff coefficients for the pre- and post-development conditions were calculated using widely accepted, and often utilized runoff coefficients and have been documented within the hydrology calculations in Appendix D of this report. Rainfall data for the storm events was obtained from the Northeast Regional Climate Center and the Natural Resources Conservation Service’s Extreme Precipitation in New York & New England. The following rainfall data was used in the calculations: Massachusetts Housing Partnership 6 Stormwater Study January 5, 2021 Table 1 – Rainfall Data 2-Yr 10-Yr 25-Yr 50-Yr 100-Yr Rainfall (inches) 3.23 4.69 5.60 6.29 7.0 Table 2 – Summary of Peak Runoff Rates to Design Point 1 (POA1 in HydroCAD) Storm Event (years) 2 10 25 50 100 Existing Flow, CFS 9.5 31.8 49.3 63.6 79.3 Proposed Flow, CFS 9.5 31.7 49.1 62.1 78.1 Change, CFS 0.0 -0.1 -0.2 - 1.5 -1.2 Table 3 – Summary of Peak Runoff Rates to Design Point 2 (POA2 in HydroCAD) Storm Event (years) 2 10 25 50 100 Existing Flow, CFS 6.9 13.2 17.3 20.5 23.7 Proposed Flow, CFS 6.7 12.7 16.7 19.8 23.6 Change, CFS -0.2 -0.5 -0.6 - 0.7 - 0.1 The proposed stormwater management as designed will provide a decrease in peak rates of runoff from the proposed facility for the 2-, 10-, 25-, 50- and 100-year design storm events. Massachusetts Housing Partnership 7 Stormwater Study January 5, 2021 5.0 STORMWATER DESIGN RECOMMENDATIONS The Project should be required to meet the MA DEP Stormwater Standards. Below is a summary of the standards and recommendations for the project. Standard #1: No New Untreated Discharges The project should be designed so that proposed impervious paved areas at a minimum shall be collected and passed through the proposed drainage system for treatment prior to discharge. Roof areas, which are clean may be infiltrated directly without treatment. Standard #2: Peak Rate Attenuation The proposed stormwater management system should be designed so that post-development peak rates of runoff are belowpre-development conditions for the 2-, 10-, 25- and100-year storm events at all design points. Standard #3: Recharge The stormwater runoff from the project should be collected and diverted to infiltration systems to mimic existing drainage pattern at the site. Standard #4: Water Quality Water quality treatment should be provided to meet an 80% Total Suspended Solids (TSS) removal. Standard #5: Land Use with Higher Potential Pollutant Loads Not Applicable for this project. Standard #6: Critical Areas Not Applicable for this project. Standard #7: Redevelopment Not Applicable for this project. Massachusetts Housing Partnership 8 Stormwater Study January 5, 2021 Standard #8: Construction Period Pollution Prevention and Erosion and Sedimentation Control The proposed project should provide construction period erosion and sedimentation controls complying with MA DEP guidance and EPA NPDES guidance. This includes a proposed construction exit, protection for stormwater inlets, protection around temporary material stockpiles and various other techniques as outlined on the erosion and sediment control sheets. Additionally, the project is required to file a Notice of Intent with the US EPA and implement a Stormwater Pollution Prevention Plan (SWPPP) during the construction period. The SWPPP will be prepared prior to the start of construction and will be implemented by the site contractor under the guidance and responsibility of the project’s proponent. Standard #9: Operation and Maintenance Plan (O&M Plan) An Operation and Maintenance (O&M) Plan for this site should be prepared for the long term operation and maintenance of the proposed site stormwater management system, including initial inspections upon completion of construction, and periodic monitoring of the system components, in accordance with established practices and the manufacturer’s recommendations. The O&M Plan should include a list of responsible parties and an estimated budget for inspections and maintenance. The Town may want to require submission of an annual report summarizing the maintenance activities completed. Standard #10: Prohibition of Illicit Discharges The proposed stormwater system should only convey allowable non-stormwater discharges firefighting waters, irrigation, air conditioning condensates, etc.) andshould not contain any illicit discharges from prohibited sources. Massachusetts Housing Partnership 9 Stormwater Study January 5, 2021 6.0 SUMMARY The drainage analysis for the site and surrounding area indicate that with typcial stormwater controls and treatment, the proposed Project should not impact surrounding properties. The existing topography of the site aids in the ability to develop the site because there is a ridge or topographical break along the northern property line. We recommend that the project be required to complete infiltration testing during the design and permitting process, complete the stormwater design according to the DEP Stormwater Standards and submit a draft SWPPP to the town for review prior to finalizing the design under the EPA NPDES program. © 2022 Microsoft Corporation © 2022 Maxar ©CNES (2022) Distribution Airbus DS Project Number:Registration: VICINITY MAP LOCUS la s t m o d i f i e d : 1 2 / 2 3 / 2 2 p r i n t e d : 1 2 / 2 3 / 2 2 b y j h K: \ P r o j e c t s \ 2 0 2 2 \ 2 2 0 8 4 M i l l s t o n e R o a d B r e w s t e r \ D r a w i n g s \ 2 2 0 8 4 - C V . d w g 1 2 3 4 5 6 7 Checked By: Drawn By: Designed By: Date Issued: Sheet Number: Revisions Appr.Rev. Date By Description Graphic Scale 1-inch = 1000-feet Drawing Number: Horsley Witten Group, Inc. Sustainable Environmental Solutions www.horsleywitten.com Headquarters 90 Route 6A Sandwich, MA 02563 (508) 833-6600 voice (508) 833-3150 fax 294 Washington Street Suite 801 Boston, MA 02108 (857) 263-8193 voice (617) 574-4799 fax 55 Dorrance Street Suite 403 Providence, RI 02906 (401) 272-1717 voice (401) 439-8368 fax Prepared By: Plan Set: Prepared For: MASSACHUSETTS SCALE IN FEET North SITE Graphic Scale BREWSTER North SITE SCALE IN FEET Graphic Scale 0 MILLSTONE ROAD COMPREHENSIVE PERMIT SET BREWSTER, MASSACHUSETTS DECEMBER 20, 2022 22084 of1 19 0 MILLSTONE ROAD COMPREHENSIVE PERMIT SET BREWSTER, MASSACHUSETTS Preservation of Affordable Housing, Inc. 2 Oliver Street, Suite 500 Boston, MA 02109 - GENERAL NOTES: 1. THIS PLAN SET IS FOR PERMITTING ONLY AND NOT FOR CONSTRUCTION. 2. SITE INFORMATION: ASSESSOR'S MAP ADDRESS: 0 MILLSTONE ROAD, BREWSTER, MA ZONING DISTRICT: R-L 3. THE PROPERTY IS LOCATED WITHIN F.I.R.M. ZONE X AS SHOWN ON COMMUNITY PANEL NO.25001C 0418J DATED JULY 16, 2014. 4. WETLANDS ARE NOT PRESENT ON THE SITE. DECEMBER 20, 2022 MCL/EWH MCL/EWH RAC 1:150000 1500000 1:12000 120000 113 R2 Water Street Exeter, NH 03833 (603) 658-1660 voice 1C - Sheet List Table Sheet Number Sheet Title C-1 COVER C-2 GENERAL NOTES C-3 PROPERTY LINE PLAN C-4 EXISTING CONDITIONS C-5 DEMOLITION & EROSION CONTROL PLAN C-6 OVERALL SITE PLAN C-7 SITE PLAN (1) C-8 SITE PLAN (2) C-9 GRADING PLAN (1) C-10 GRADING PLAN (2) C-11 UTILITY PLAN (1) C-12 UTILITY PLAN (2) C-13 DETAILS (1) C-14 DETAILS (2) C-15 DETAILS (3) C-16 DETAILS (4) L-17 PLANTING PLAN (1) L-18 PLANTING PLAN (2) L-19 PLANTING DETAILS A101 FLOOR PLANS - BUILDING 1 A201 EXTERIOR ELEVATIONS - BUILDING 1 A101 FLOOR PLANS - BUILDING 2 A201 EXTERIOR ELEVATIONS - BUILDING 2 A202 EXTERIOR ELEVATIONS - BUILDING 2 A101 FLOOR PLANS - BUILDINGS 3 (7 & 10 SIMILAR) A201 EXTERIOR ELEVATIONS - BUILDING 3 (7 & 10 SIMILAR) A101 FLOOR PLANS - BUILDINGS 5 & 9 (4 & 6 SIMILAR) A201 EXTERIOR ELEVATIONS - BUILDINGS 5 & 9 (4 & 6 SIMILAR) A101 BUILDINGS 8 & 11 - FLOOR PLANS A201 BUILDINGS 8 & 11 - EXTERIOR ELEVATIONS PERMITTING SET ONLY NOT FOR CONSTRUCTION Re v i s i o n s Ap p r . Re v . D a t e B y D e s c r i p t i o n 1 2 3 4 5 6 7 DE C E M B E R 2 0 , 2 0 2 2 M C L / E W H M C L / E W H R A C G E N E R A L N O T E S 0 M I L L S T O N E R O A D CO M P R E H E N S I V E P E R M I T S E T BR E W S T E R , M A S S A C H U S E T T S Su r v e y P r o v i d e d B y : Sheet Number: Project Number: Registration: Pr e p a r e d F o r : Pl a n S e t : Pl a n T i t l e : Sheet : Ho r s l e y W i t t e n G r o u p , I n c . 90 R o u t e 6 A Sa n d w i c h , M A 0 2 5 6 3 Ph o n e : (50 8 ) 8 3 3 - 6 6 0 0 Fa x : (50 8 ) 8 3 3 - 3 1 5 0 Da t e d : Oc t o b e r 1 0 , 2 0 2 2 Pr e s e r v a t i o n o f A f f o r d a b l e Ho u s i n g , I n c . 2 O l i v e r S t r e e t , S u i t e 5 0 0 Bo s t o n , M A 0 2 1 0 9 Ph o n e : - Fa x : --- - 2 1922084of la s t m o d i f i e d : 1 2 / 2 3 / 2 2 p r i n t e d : 1 2 / 2 3 / 2 2 b y j h K: \ P r o j e c t s \ 2 0 2 2 \ 2 2 0 8 4 M i l l s t o n e R o a d B r e w s t e r \ D r a w i n g s \ 2 2 0 8 4 - C V . d w g 2C - Ch e c k e d B y : De s i g n e d B y : Da t e : Dr a w n B y : Su s t a i n a b l e E n v i r o n m e n t a l S o l u t i o n s w w w . h o r s l e y w i t t e n . c o m 90 R o u t e 6 A Sa n d w i c h , M A 0 2 5 6 3 50 8 - 8 3 3 - 6 6 0 0 v o i c e 50 8 - 8 3 3 - 3 1 5 0 f a x Ho r s l e y W i t t e n G r o u p , I n c . LEGEND: OHW SB G C E/T/C S UGE FM PROPERTY, LOT, OR ROW CONTOUR - MAJOR EASEMENT LINE TREE LINE SETBACK LINE DRAIN PIPE SANITARY SEWER EDGE OF PAVEMENT CABLE LINE CURB CENTERLINE GAS LINE SEWER FORCE MAIN UNDERGROUND ELEC. UNDERGROUND E/T/C STRAWBALE BERM PATHWAY WALL - RETAINING FENCE - WOOD FENCE - WIRE FENCE - CHAIN LINK OVERHEAD WIRE CONTOUR - MINOR GUARD RAIL SIDEWALK ABUTTING LOT PROPOSED GENERAL 44 50 T TELEPHONE LINE COASTAL BANK COASTAL BANK BUFFER FEMA FLOOD ZONE RIVERFRONT BOUNDARY INNER RIVERFRONT (100) OUTER RIVERFRONT (100-200) WETLAND BOUNDARY WETLAND 50 BUFFER X X WALL - STONE LIMIT OF WORK UTILITIES SF SILT FENCE SFSB SILT FENCE-STRAWBALE SS SILT SOCK EROSION & SEDIMENT CONTROL W WATER LINE ENVIRONMENTAL WETLAND 100 BUFFER MEAN LOW WATER MEAN HIGH WATER X X MLW MHW EXISTING EXISTING EXISTING PROPOSED PROPOSED BUILDING STORMWATER AREA SYMBOLS DRAIN MANHOLE BOUNDARY GV WV SV MW CB WF PROPERTY INFORMATION STONE ROCK INLET PROTECTION EXISTING TREE EXISTING SHRUB BENCHMARK CONTROL POINT HYDRANT HANDICAP SYMBOL SIGN LIGHT POST EXISTING SPOT GRADE MAIL BOX GAS VALVE SEWER VALVE WATER VALVE THRUST BLOCK UTILITY BOX TEST PIT UTILITY POLE W/GUY MONITORING WELL WATER WELL SEWER MANHOLE WETLAND FLAG CLEAN OUT CURB STOP 44 50 CATCHBASIN CURB CUT BERM CUT VEGETATED SWALE CONCRETE CROSSWALK/PAVEMENT STRIPING UP1 BIKE 10 AUG# ELECTRIC MANHOLE TELEPHONE MANHOLE MANHOLE TV BOX UNKNOWN MANHOLE METER PIT RECHARGE BASIN W/ INLET RECHARGE BASIN RECHARGE BASIN W/ MANHOLE FLARED END OUTLET STONE APRON PIPE STUB UTILITY POLE GUY BORING BENCH PICNIC TABLE BIKE RACK NUMBER OF PARKING SPACES VEHICLE CIRCULATION VEHICLE CIRCULATION EXISTING EVERGREEN TREE BIORETENTION OUTLET S E T MH D W TP ? MP D CO CS H Y D UP TV EL:98.45 SPOT GRADE EL:95.00 TREE STUMP GENERAL CONSTRUCTION NOTES: 1. ALL SITE WORK TO COMPLETE THIS PROJECT AS INDICATED ON THE DRAWINGS AND IN THE SPECIFICATIONS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 2. IMMEDIATELY CONTACT AND COORDINATE WITH THE ENGINEER AND OWNER IF ANY DEVIATION OR ALTERATION OF THE WORK PROPOSED ON THESE DRAWINGS IS REQUIRED. 3. UTILIZE ALL PRECAUTIONS AND MEASURES TO ENSURE THE SAFETY OF THE PUBLIC, ALL PERSONNEL AND PROPERTY DURING CONSTRUCTION IN ACCORDANCE WITH OSHA STANDARDS, INCLUDING THE INSTALLATION OF TEMPORARY FENCING BARRICADES, SAFETY LIGHTING, CONES, POLICE DETAIL AND/OR FLAGMEN AS DETERMINED NECESSARY BY THE TOWN OF BREWSTER. THE CONTRACTOR IS RESPONSIBLE FOR THE COST OF POLICE DETAIL AND FOR COORDINATING WITH THE LOCAL OR STATE POLICE DEPARTMENT FOR ALL REQUIRED POLICE DETAIL. 4. MAKE ALL NECESSARY CONSTRUCTION NOTIFICATIONS AND APPLY FOR AND OBTAIN ALL NECESSARY CONSTRUCTION PERMITS, PAY ALL FEES INCLUDING POLICE DETAILS AND POST ALL BONDS, IF NECESSARY, ASSOCIATED WITH THE SAME, AND COORDINATE WITH THE OWNER AND THE ENGINEER. 5. ALL EXISTING CONDITIONS SHOWN ARE APPROXIMATE AND ARE BASED ON THE BEST INFORMATION AVAILABLE. PRIOR TO THE START CONSTRUCTION VERIFY THAT THE PROPOSED IMPROVEMENTS SHOWN ON THE PLANS DO NOT CONFLICT WITH ANY KNOWN EXISTING OR OTHER PROPOSED IMPROVEMENTS. IF ANY CONFLICTS ARE DISCOVERED, NOTIFY THE OWNER AND THE ENGINEER PRIOR TO INSTALLING ANY PORTION OF THE SITE WORK WHICH WOULD BE AFFECTED. 6. THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AND STRUCTURES AS INDICATED ON THE DRAWINGS ARE BASED ON RECORDS OF VARIOUS UTILITY COMPANIES, AND WHEREVER POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THIS INFORMATION IS NOT TO BE RELIED UPON AS BEING EXACT OR COMPLETE. VERIFY THE LOCATION OF ALL UNDERGROUND UTILITIES AND STRUCTURES IN THE FIELD PRIOR TO THE START OF CONSTRUCTION. CONTACT THE APPROPRIATE UTILITY COMPANY, ANY GOVERNING PERMITTING AUTHORITY IN THE TOWN OF BREWSTER, AND "DIGSAFE" (1-888-344-7233) AT LEAST THREE BUSINESS DAYS PRIOR TO ANY EXCAVATION WORK TO REQUEST EXACT FIELD LOCATION OF UTILITIES. THE CONTRACTOR MUST RESOLVE CONFLICTS BETWEEN THE PROPOSED UTILITIES AND FIELD-LOCATED UTILITIES AND REPORT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR DAMAGES INCURRED AS A RESULT OF UTILITIES OMITTED, INCOMPLETELY OR INACCURATELY SHOWN. THE CONTRACTOR MUST MAINTAIN ACCURATE RECORDS OF THE LOCATION AND ELEVATION OF ALL WORK INSTALLED AND EXISTING UTILITIES FOUND DURING CONSTRUCTION FOR THE PREPARATION OF THE AS-BUILT PLAN. 7. COORDINATE AND MAKE ALL CONNECTION ARRANGEMENTS WITH UTILITY COMPANIES, AS REQUIRED. 8. THE CONTRACTOR MUST MAINTAIN ALL EXISTING UTILITIES IN WORKING ORDER AND FREE FROM DAMAGE DURING THE ENTIRE DURATION OF THE PROJECT. REPAIR ANY DAMAGE TO EXISTING UTILITY LINES OR STRUCTURES INCURRED DURING CONSTRUCTION OPERATIONS AT NO COST TO THE OWNER. THE CONTRACTOR IS RESPONSIBLE FOR ALL COST RELATED TO THE REPAIR OF UTILITIES. EXCAVATION REQUIRED WITHIN THE PROXIMITY OF EXISTING UTILITY LINES MUST BE DONE BY HAND. 9. COORDINATE ALL TRENCHING WORK WITHIN ROADWAYS WITH THE PROPER LOCAL & STATE AGENCY. THE CONTRACTOR IS RESPONSIBLE FOR ALL TRENCH SAFETY INCLUDING ANY LOCAL AND/OR STATE PERMITS REQUIRED FOR THE TRENCH WORK. IF THIS WORK IS REQUIRED TO OCCUR OUTSIDE THE AGREED UPON HOURS OF OPERATION FOR THE FACILITY, THE CONTRACTOR MUST PLAN ACCORDINGLY. 10. SAWCUT ALL TRENCH WORK WITHIN EXISTING PAVEMENT AS INDICATED ON THE DRAWINGS. BACKFILL AND COMPACT TRENCH WORK AS INDICATED ON THE DRAWING AND IN THE SPECIFICATIONS. IF SETTLEMENT OCCURS DUE TO INADEQUATE COMPACTION, AS DETERMINED BY THE ENGINEER, WITHIN THE WARRANTY PERIOD, CONTRACTOR IS REQUIRED TO REMOVE, PATCH AND REPAVE AFTER ONE COMPLETE 12-MONTH CYCLE. 11. IMPORT ONLY CLEAN MATERIAL. MATERIAL FROM AN EXISTING OR FORMER 21E SITE AS DEFINED BY THE MASSACHUSETTS CONTINGENCY PLAN 310 CMR 40.0000 WILL NOT BE ACCEPTED . 12. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ESTABLISH AND MAINTAIN ALL CONTROL POINTS AND BENCHMARKS DURING CONSTRUCTION INCLUDING BENCHMARK LOCATIONS AND ELEVATIONS AT CRITICAL AREAS. COORDINATE WITH THE ENGINEER THE LOCATION OF ALL CONTROL POINTS AND BENCHMARKS. 13. SITE LAYOUT SURVEY REQUIRED FOR CONSTRUCTION MUST BE PROVIDED BY THE CONTRACTOR AND PERFORMED BY A MASSACHUSETTS' REGISTERED PROFESSIONAL LAND SURVEYOR. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING WITH THE SURVEYOR FOR ALL SITE SURVEY WORK. 14. MAINTAIN ALL GRADE STAKES SET BY THE SURVEYOR. GRADE STAKES ARE TO REMAIN UNTIL A FINAL INSPECTION OF THE ITEM HAS BEEN COMPLETED BY THE ENGINEER. RE-STAKING OF PREVIOUSLY SURVEYED SITE FEATURES IS THE RESPONSIBILITY (INCLUDING COST) OF THE CONTRACTOR. 15. UNLESS OTHERWISE INDICATED ON THE DRAWINGS AND/OR IN THE SPECIFICATIONS, ALL SITE CONSTRUCTION MATERIALS AND METHODOLOGIES ARE TO CONFORM TO THE MOST RECENT VERSION OF THE MASSACHUSETTS DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS (THE COMMONWEALTH OF MASSACHUSETTS DEPARTMENT OF TRANSPORTATION SPECIFICATIONS FOR HIGHWAY AND BRIDGES 2020 EDITION, AND THE SUPPLEMENTAL SPECIFICATIONS DATED JUNE 30, 2020). 16. PROVIDE ALL CONSTRUCTION SERVICE IN ACCORDANCE WITH APPLICABLE LAWS AND REGULATIONS REGARDING NOISE, VIBRATION, DUST, SEDIMENTATION CONTAINMENT, AND TRENCH WORK. 17. COLLECT SOLID WASTES AND STORE IN A SECURED DUMPSTER. THE DUMPSTER MUST MEET ALL LOCAL AND STATE SOLID WASTE MANAGEMENT REGULATIONS. 18. RESTORE ALL SURFACES EQUAL TO THEIR ORIGINAL CONDITION AFTER CONSTRUCTION IS COMPLETE PER SPECIFICATIONS. LEAVE ALL AREAS NOT DISTURBED BY CONSTRUCTION IN THEIR NATURAL STATE. TAKE CARE TO PREVENT DAMAGE TO SHRUBS, TREES, OTHER LANDSCAPING AND/OR NATURAL FEATURES. WHEREAS THE PLANS DO NOT SHOW ALL LANDSCAPE FEATURES, EXISTING CONDITIONS MUST BE VERIFIED BY THE CONTRACTOR IN ADVANCE OF THE WORK. 19. CONSTRUCT ALL WHEELCHAIR RAMPS IN ACCORDANCE WITH MASSACHUSETTS HIGHWAY DEPARTMENT STANDARD SPECIFICATIONS AND CONSTRUCTION AND TRAFFIC STANDARD DETAILS DRAWING NUMBER 107.1.0 AND 107.2.0. CONSTRUCT RAMPS WITH AN 8% MAX. SLOPE AND 2% CROSS SLOPE. 20. PROVIDE A UNIT PRICE COST IN CUBIC YARD MEASURE FOR LEDGE AND/OR BOULDER REMOVAL. LEDGE AND/OR BOULDERS LESS THAN 1 CUBIC YARD IN SIZE BASED ON THE AVERAGE DIMENSIONS WILL NOT BE CONSIDERED PAYABLE ROCK. PROVIDE UNIT PRICES FOR BOTH ON AND OFF SITE DISPOSAL. IF ADDITIONAL FILL MATERIAL IS REQUIRED INCLUDE THE COST OF ALL FILL MATERIAL. 21. REGULARLY INSPECT THE PERIMETER OF THE PROPERTY TO CLEAN UP AND REMOVE LOOSE CONSTRUCTION DEBRIS BEFORE IT LEAVES THE SITE. PROMPTLY REMOVE ALL DEMOLITION DEBRIS FROM THE SITE TO AN APPROVED DUMP SITE. 22. ALL TRUCKS LEAVING THE SITE MUST BE COVERED. 23. DO NOT WASH ANY CONCRETE TRUCKS ONSITE. REMOVE BY HAND ANY CEMENT OR CONCRETE DEBRIS LEFT IN THE DISTURBED AREA. 24. BURIAL OF ANY STUMPS, SOLID DEBRIS, AND/OR STONES/BOULDERS ONSITE IS PROHIBITED. DO NOT USE ROAD SALT OR OTHER DE-ICING CHEMICALS ON THE ACCESS ROADWAY. 25. AT THE END OF CONSTRUCTION, REMOVE ALL CONSTRUCTION DEBRIS AND SURPLUS MATERIALS FROM THE SITE IN ACCORDANCE WITH LOCAL AND STATE REGULATIONS. PERFORM A THOROUGH INSPECTION OF THE WORK PERIMETER. COLLECT AND REMOVE ALL MATERIALS AND BLOWN OR WATER CARRIED DEBRIS FROM THE SITE. 8. INSTALL TEMPORARY CONVEYANCE DEVICES (SWALES, CHECK DAMS, PIPES, ETC.) AS NECESSARY TO CONVEY RUNOFF TO TREATMENT AREAS. 9. BEGIN ROUGH GRADING AREAS FOR ROADS, PARKING AND BUILDINGS. BRING ROUGH GRADING TO PROPER ELEVATIONS AS SOON AS PRACTICABLE. COORDINATE WORK TO MINIMIZE TIME SOILS ARE UN-STABILIZED. 10. BEGIN UTILITY CONSTRUCTION. THE CONTRACTOR IS FREE TO INSTALL THE UTILITIES IN THE SEQUENCE HE/SHE CHOOSES. IMMEDIATELY REPAIR, REPLACE AND STABILIZE ANY EROSION CONTROL DEVICES DISTURBED DURING THE UNDERGROUND UTILITY CONSTRUCTION. MODIFY TEMPORARY CONVEYANCE DEVICES, AS NECESSARY, TO CONVEY RUNOFF TO TREATMENT AREAS. 11. INSTALL DRAINAGE PIPES, DRAINAGE MANHOLES, CATCH BASINS, AND UNDERGROUND DRAINAGE STRUCTURES. BEGIN WORK AT THE STORMWATER MANAGEMENT AREAS AND PROGRESS UP-GRADIENT. PROTECT DISCHARGE OUTLETS WITH RIP-RAP APRONS. THE STORMWATER MANAGEMENT AREA(S) AND DRAINAGE NETWORK ARE TO BE PROTECTED FROM SEDIMENTATION UNTIL ALL UN-STABILIZED AREAS ARE STABILIZED WITH STONE SUB-BASE OR VEGETATION. INSTALL SEDIMENT BARRIERS AT ALL POINTS OF ENTRY INTO THE DRAINAGE NETWORK. TAKE PARTICULAR CARE TO PROTECT THE UNDERGROUND STRUCTURES FROM SEDIMENT. 12. PERMANENTLY SEED ALL DISTURBED AREAS OUTSIDE OF THE AREA TO BE PAVED. 13. UPON COMPLETION OF UNDERGROUND UTILITIES INSTALLATION, PLACE COMPACTED GRAVEL FOUNDATION AND ROUGH GRADE THE ROADWAYS/PARKING AREAS IN ACCORDANCE WITH THE SITE PLANS AND IN ACCORDANCE WITH APPLICABLE STATE AND LOCAL REGULATIONS AS SOON AS POSSIBLE. 14. BEGIN ROAD AND PARKING CONSTRUCTION PER SITE PLANS AND IN ACCORDANCE WITH APPLICABLE STATE AND LOCAL REGULATIONS. ROADS AND PARKING AREAS ARE NOT TO BE PAVED UNTIL THE ENTIRE PERMANENT DRAINAGE SYSTEM HAS BEEN INSTALLED AND ALL PIPE CONNECTIONS COMPLETE. 15. FINISH PERMANENT STABILIZATION. COMPLETE PERMANENT STORMWATER MANAGEMENT AREA SEEDING AND PLANTING AFTER THE CONTRIBUTING AREA TO THE BASIN HAS REACHED A MINIMUM OF 80% STABILIZATION AND IS NO LONGER REQUIRED AS A CONSTRUCTION SEDIMENTATION BASIN. 16. COMPLETE ALL REMAINING PLANTING AND SEEDING. 17. SWEEP THE ROADWAY TO REMOVE ALL SEDIMENTS. REPAIR DRAINAGE OUTLETS AND BASINS AS REQUIRED. CLEAN AND FLUSH THE DRAINAGE STRUCTURES AND PIPES AT THE END OF CONSTRUCTION AND REMOVE ALL ACCUMULATED SEDIMENTS IN THE STORMWATER MANAGEMENT AREAS. CONTRACTOR MUST INSPECT THE DRAINAGE NETWORK AND REPAIR ANY DAMAGE IMMEDIATELY. 18. ENGINEER TO APPROVE THE REMOVAL OF ALL TEMPORARY SOIL EROSION AND SEDIMENTATION CONTROL MEASURES FOLLOWING VEGETATIVE ESTABLISHMENT OF ALL DISTURBED AREAS AND DETERMINE WHEN THE CONTRIBUTING AREA HAS REACHED A MINIMUM OF 80% STABILIZATION. GENERAL GRADING AND DRAINAGE NOTES: 1. ALL CUT AND FILL SLOPES SHALL BE 3:1 OR FLATTER UNLESS OTHERWISE NOTED. 2. EXISTING GRADE CONTOUR INTERVALS SHOWN AT 1 FOOT. 3. PROPOSED GRADE CONTOUR INTERVALS SHOWN AT 1 FOOT. 4. ADJUST AND/OR CUT EXISTING PAVEMENT AS NECESSARY TO ASSURE A SMOOTH FIT AND CONTINUOUS GRADE. 5. PROVIDE POSITIVE DRAINAGE AWAY FROM BUILDINGS FOR ALL NATURAL AND PAVED AREAS. IMMEDIATELY NOTIFY THE ENGINEER IF POSITIVE DRAINAGE CANNOT BE PROVIDED. 6. UNLESS INDICATED OTHERWISE ON THE DRAWINGS OR DETAIL, A MINIMUM CONCRETE FOUNDATION REVEAL OF 8" TO BE PROVIDED AT ALL BUILDING CORNERS. NOTIFY THE ENGINEER AND ARCHITECT IF ANY DEVIATION OR ALTERATION OF FOUNDATION REVEAL IS REQUIRED. 7. REFER TO ARCHITECTURAL PLAN AND SPECIFICATIONS FOR EARTHWORK AND COMPACTION REQUIREMENTS FOR ALL SLABS AND BUILDING FOUNDATIONS. 8. PROPOSED ELEVATIONS ARE SHOWN TO FINISH PAVEMENT OR GRADE UNLESS NOTED OTHERWISE. 9. ALL EARTHWORK AND SITE PREPARATION MUST BE DONE IN STRICT ACCORDANCE WITH THE RECOMMENDATIONS OF ANY SUBSURFACE INVESTIGATION OR GEOTECHNICAL REPORTS PREPARED FOR THIS SITE. 10. ALL DRAINAGE STRUCTURES AND PIPES MUST BE CONNECTED TO THE DRAINAGE SYSTEM PRIOR TO THE INSTALLATION OF ANY PAVEMENT. PAVING WILL NOT BE ALLOWED IF THE DRAINAGE SYSTEM FOR THE PROPOSED PAVED AREA IS NOT COMPLETELY AND PROPERLY INSTALLED. THIS INCLUDES THE STABILIZATION OF ALL DISTURBED AREAS CONTRIBUTING TO THE DRAINAGE SYSTEMS AND ANY STORMWATER BASIN FLOORS AND SIDE SLOPES STORMWATER FACILITY OPERATION & MAINTENANCE: THE CONTRACTOR IS RESPONSIBLE FOR THE PROPER INSPECTION AND MAINTENANCE OF ALL STORMWATER MANAGEMENT FACILITIES AS OUTLINED BELOW DURING CONSTRUCTION AND UNTIL SUCH TIME THAT THE ROADWAYS AND ASSOCIATED UTILITIES ARE ACCEPTED BY THE OWNER AND THE ENGINEER. 1. INSPECT AND RESTORE/CLEAN ALL FACILITIES (INLETS, MANHOLES, INFILTRATION BASINS, STORMWATER MANAGEMENT AREAS AS DESCRIBED BELOW OF SEDIMENT AND DEBRIS PRIOR TO THE OWNER'S ACCEPTANCE. 2. REMOVE AND DISPOSE ALL SEDIMENT AND DEBRIS TO A PRE-APPROVED LOCATION. 3. REFER TO THE STORMWATER POLLUTION PREVENTION PLAN (SWPPP) FOR ADDITIONAL INFORMATION PERTAINING TO STORMWATER FACILITY OPERATION AND MAINTENANCE REQUIREMENTS. MAINTAIN A WORKING COPY OF THE SWPPP ON SITE AT ALL TIMES. 4. AT A MINIMUM INSPECT MONTHLY AND AFTER STORM EVENTS GREATER THAN OR EQUAL TO 1" OF RAINFALL AS NECESSARY FOR THE ENTIRE DURATION OF THE CONSTRUCTION PROJECT AND THE FIRST 3 MONTHS AFTER CONSTRUCTION TO ENSURE PROPER STABILIZATION. 5. SPECIFIC MAINTENANCE REQUIRED DURING CONSTRUCTION: A.DRAINAGE STRUCTURES (INLETS, MANHOLES, CATCHBASINS, DIVERSION STRUCTURE, WATER QUALITY UNITS): MONITOR AND REGULARLY INSPECT ALL EXISTING AND PROPOSED DRAINAGE STRUCTURES FOR PROPER OPERATION, COLLECTION OF LITTER OR TRASH, AND STRUCTURAL DETERIORATION. CLEAN AND REMOVE SEDIMENT FRO THE STRUCTURES (INCLUDING SUMPS) AS NECESSARY, AND REPAIR WHEN REQUIRED. B.RIP-RAP SLOPE PROTECTION: MONITOR, REGULARLY INSPECT AND REPAIR AS NECESSARY. C.SEDIMENT FOREBAY: REGULARLY INSPECT TO ENSURE PROPER FUNCTION. REMOVE SEDIMENT BUILD-UP ON THE FLOOR OF THE FOREBAY AND PROPERLY DISPOSE , AS NECESSARY, TO LIMIT CLOGGING. CLEAN SEDIMENT FOREBAYS PRIOR TO COMPLETION OF CONSTRUCTION. D.INFILTRATION BASIN: MONITOR AND INSPECT STRUCTURAL COMPONENTS, INCLUDING WEIR WALLS, DRAINAGE INLETS, TRASH CHECK RACKS, OUTLET STRUCTURES AND SPILLWAY, FOR PROPER FUNCTION. CLEAN AND REPAIR ANY CLOGGED OPENINGS IDENTIFIED DURING INSPECTIONS. FOR PROPER OPERATION. REMOVE SEDIMENT OR ORGANIC BUILD-UP FROM THE CONSTRUCTED WETLAND AS NEEDED FOR PROPER OPERATION. REGULARLY INSPECT TO ENSURE THAT DESIGN INFILTRATION RATES ARE BEING MET. IF SEDIMENT OR ORGANIC DEBRIS BUILD-UP LIMITS THE INFILTRATION CAPABILITIES, REMOVE THE TOP 6" OR GREATER AND SURFACE ROTO-TILLED TO A DEPTH OF 12". RESTORE THE BASIN BOTTOM ACCORDING TO ORIGINAL DESIGN SPECIFICATIONS. E.BIORETENTION SYSTEMS AND RAINGARDENS: REGULARLY INSPECT TO ENSURE PROPER FUNCTION. MONITOR AND INSPECT STRUCTURAL COMPONENTS, INCLUDING WEIR WALLS, DRAINAGE INLETS, OUTLET STRUCTURES AND SPILLWAYS, FOR PROPER FUNCTION. CLEAN AND REPAIR ANY CLOGGED STRUCTURES DURING INSPECTIONS. PRIOR TO THE COMPLETION OF CONSTRUCTION, REMOVE AND REPLACE ILL-ESTABLISHED, DEAD OR SEVERELY DISEASED PLANTS, REMOVE SEDIMENT BUILD-UP AS NEEDED, AND REPLACE SOIL WHEN NECESSARY. IF SEDIMENT OR ORGANIC DEBRIS BUILD-UP LIMITS THE INFILTRATION CAPABILITIES, REMOVE THE TOP 6" OR GREATER AND SURFACE ROTO-TILLED TO A DEPTH OF 12". F.GRASS SWALES: PERFORM A GENERAL INSPECTION OF THE SWALE AFTER STORM EVENTS GREATER THAN OR EQUAL TO 1" OF RAINFALL OR MORE FREQUENTLY, AS NEEDED. MAINTENANCE CONSISTS OF REMOVAL OF ANY TRASH AND/OR DEBRIS FROM THE BOTTOM OF THE SWALE, REMOVAL OF SEDIMENT BUILDUP WITHIN THE SWALE, CORRECTING ANY EROSION GULLYING, AND RE-SEEDING, AS NECESSARY. G.GRAVEL WETLAND SYSTEM: MONITOR AND INSPECT STRUCTURAL COMPONENTS OF THE SYSTEM, INCLUDING ORIFICE STRUCTURES, WEIR WALLS, DRAINAGE INLETS, TRASH CHECK RACKS, VALVES, PIPES, UNDERGROUND STRUCTURES AND SPILLWAY FOR PROPER FUNCTION. CLEAN AND REPAIR ANY CLOGGED OPENINGS IDENTIFIED DURING INSPECTIONS. FOR PROPER OPERATION. REMOVE SEDIMENT OR ORGANIC BUILD-UP FROM THE CONSTRUCTED WETLAND AS NEEDED FOR PROPER OPERATION. . REMOVE AND REPLACE ILL-ESTABLISHED, DEAD OR SEVERELY DISEASED PLANTS REMOVE SEDIMENT AND/OR ORGANIC MATTER BUILD-UP ON THE GRAVEL WETLAND SURFACE AS REQUIRED FOR PROPER OPERATION. H.CONSTRUCTED WETLAND SYSTEM: MONITOR AND INSPECT STRUCTURAL COMPONENTS OF THE SYSTEM, INCLUDING ORIFICE STRUCTURES, WEIR WALLS, DRAINAGE INLETS, TRASH CHECK RACKS, VALVES, PIPES, AND SPILLWAY STRUCTURES, FOR PROPER FUNCTION. CLEAN AND REPAIR ANY CLOGGED OPENINGS IDENTIFIED DURING INSPECTIONS. FOR PROPER OPERATION. REMOVE SEDIMENT OR ORGANIC BUILD-UP FROM THE CONSTRUCTED WETLAND AS NEEDED FOR PROPER OPERATION. REMOVE AND REPLACE ILL-ESTABLISHED, DEAD OR SEVERELY DISEASED PLANTS. PRUNE AND REMOVE FROM THE SITE ANY INVASIVE VEGETATION ENCROACHING UPON THE PERIMETER OF THE FACILITY. CHECK EMBANKMENTS FOR STABILITY AND REMOVE ANY BURROWING ANIMALS. RE-VEGETATE PER THE PLANTING DESIGN ALL BARREN AREAS WITHIN THE EXTENTS OF THE FACILITY. I.ROUTINE MAINTENANCE: OTHER ROUTINE MAINTENANCE INCLUDES THE REMOVAL OF TRASH AND LITTER FROM PAVED AND PERIMETER AREAS, AND STREET AND PARKING LOT SWEEPING UPON COMPLETION OF CONSTRUCTION TO AVOID EXCESSIVE ACCUMULATION OF SEDIMENT IN THE DRAINAGE SYSTEM. INSPECT THE PIPES AND STRUCTURES FOR SEDIMENT ACCUMULATION AND PROPER FLOW. WATER & SEWER INSTALLATION NOTES 1.INSTALL SEWER AND WATER MAINS ACCORDING TO THE FOLLOWING GUIDELINES TO PREVENT FREEZING OF THE MAIN OR SEWER: UTILITY TYPE MIN. COVER OVER MIN. HORIZONTAL DISTANCE TOP OF PIPE TO DRAIN STRUCTURE SANITARY FORCEMAIN 5'3' GRAVITY SEWER 4'2' WATER MAIN 5'2' 2.INSULATE SANITARY FORCE MAINS, WATER MAINS, HYDRANT PIPING AND DEAD END WATER LINES WHERE SOIL COVER OR HORIZONTAL SEPARATION TO PRECAST STRUCTURES IS LESS THAN THE DISTANCE SPECIFIED ABOVE AND/OR WHERE SHOWN ON PLANS. 3.INSULATION: 2" THICK POLYURETHANE INSULATION WITH PVC JACKET PLACED AROUND PIPE OR DESIGNER APPROVED EQUAL. 4.WATER AND SEWER SEPARATION IS TYPICALLY 10-FEET MINIMUM HORIZONTAL AND 18-INCHES VERTICAL WITH SEWER MAINS BELOW THE WATER MAINS (SEE DETAIL). IF SITE CONDITIONS REQUIRE LESS, THEN INSTALL UTILITIES AS INDICATED ON DETAILS. WATER SYSTEM INSTALLATION NOTES: 1.CONSTRUCT THE WATER MAIN AND ITS APPURTENANCE IN ACCORDANCE WITH THE LOCAL WATER DEPARTMENT'S STANDARDS AND SPECIFICATIONS AND PAY FOR ALL ASSOCIATED FEES AS REQUIRED BY THE WATER DEPARTMENT. 2.ALL PROPOSED WATER MAIN 4-INCHES AND GREATER IN DIAMETER ARE DUCTILE IRON CLASS 52. ONLY USE HDPE 3408 OR AS INDICATED ON DRAWINGS OR AS APPROVED BY THE ENGINEER. 3.SUPPLY TWO COPIES OF SWORN CERTIFICATES TO PROVE THAT ALL PIPES AND FITTINGS ARE INSPECTED AND TESTED AS REQUIRED BY THE STANDARD SPECIFICATIONS TO WHICH THE MATERIAL IS MANUFACTURED. 4.GATE VALVES: MUELLER (A 2360 SERIES), CLOW (AWWA STANDARD C509 SERIES), AMERICAN DARLING (RESILIENT WEDGE) OR APPROVED EQUAL. 5.PROVIDE GATE VALVES ON ALL HYDRANT BRANCHES AND WATER MAIN. THE GATE VALVE TO TURN TO THE RIGHT TO OPEN (CLOCKWISE). ALL BOLTS AND NUTS MUST BE RUST PROOF STEEL. 6.CLEAR ALL NEWLY INSTALLED WATER SYSTEM COMPONENTS OF ALL FOREIGN MATERIALS SUCH AS DIRT AND MISCELLANEOUS DEBRIS PRIOR TO SYSTEM TESTING . NO TESTING IS ALLOWED WITHOUT REMOVAL OF ALL FOREIGN MATERIALS. 7.CONTRACTOR IS RESPONSIBLE FOR CONDUCTING A PRESSURE TEST AND DISINFECTION TEST OF ALL WATER MAINS. THE TESTS MUST WITNESSED BY THE APPROVED INSPECTOR OR THE ENGINEER. THE CONTRACTOR MUST PROVIDE A MINIMUM OF 48-HOUR ADVANCE NOTICE TO THE LOCAL WATER DEPARTMENT PRIOR TO THE PRESSURE AND DISINFECTION TESTS. THE CONTRACTOR MUST PROVIDE ALL NECESSARY EQUIPMENT AND CHEMICALS TO PROPERLY CONDUCT THE TESTS. 8.INSTALL AND REMOVE ALL NECESSARY BLOWOFFS REQUIRED FOR THIS PROJECT AT NO EXTRA COST TO THE OWNER. 9.COLLECT ALL BACTERIOLOGICAL SAMPLES AND PAY FOR ALL RELATED LABORATORY FEES. 10.MAINTAIN UP-TO-DATE AS-BUILT DRAWINGS AND NOTES INDICATING THE HORIZONTAL AND VERTICAL LOCATION WITH TWO TIES OF ALL SYSTEM COMPONENTS INSTALLED. AS-BUILT DRAWINGS AND NOTES WILL BE UTILIZED BY THE ENGINEER FOR THE PREPARATION OF RECORD PLANS. SEWER SYSTEM OPERATION & MAINTENANCE: 1. CLEAN ALL NEWLY INSTALLED FACILITIES, INCLUDING SEWER COLLECTION SYSTEM OF ALL FOREIGN MATERIALS SUCH AS DIRT AND MISCELLANEOUS DEBRIS PRIOR TO SYSTEM TESTING. TESTING MUST BE WITNESSED AND INSPECTED BY THE ENGINEER. NO TESTING IS ALLOWED WITHOUT REMOVAL OF ALL FOREIGN MATERIALS. 2. CONDUCT A LEAKAGE TEST OF ALL SEWER MAINS. TEST MUST BE WITNESSED BY THE ENGINEER. THE CONTRACTOR MUST PROVIDE THE ENGINEER WITH A MINIMUM OF 48-HOURS ADVANCE NOTICE TO THE TIME OF THE PRESSURE TEST. 3. TEST SEWER PIPES FOR LEAKAGE WITH THE FOLLOWING PROCEDURE. INTRODUCE LOW PRESSURE AIR INTO THE SEAL LINE (WITH PNEUMATIC PLUGS) UNTIL THE INTERNAL AIR PRESSURE REACHES 4 psi GREATER THAN THE AVERAGE BACK PRESSURE OF ANY GROUNDWATER THAT MAY BE OVER THE PIPE. ALLOW AT LEAST 2 MINUTES FOR AIR PRESSURE TO STABILIZE. AFTER THE STABILIZATION PERIOD (3.5 psi MINIMUM PRESSURE IN THE PIPE), THE PORTION OF PIPE TESTED IS ACCEPTABLE IF THE TIME REQUIRED IN MINUTES FOR THE PRESSURE TO DECREASE FROM 3.5 TO 3 psi IS NOT LESS THAN 1.90 TIMES THE LENGTH OF PIPE BEING TESTED. 4. VACUUM TEST ALL SEWER MANHOLES. TESTS MUST BE WITNESSED BY THE ENGINEER UNLESS THE SEASONAL GROUNDWATER LEVEL IS MORE THAN 10 FEET FROM THE BOTTOM OF THE MANHOLE. 5. MANDREL TEST ALL SEWER MAINS AFTER 30 DAYS. TESTS MUST BE WITNESSED BY A TOWN REPRESENTATIVE OR THE ENGINEER. BASIC CONSTRUCTION SEQUENCE: THE FOLLOWING CONSTRUCTION SEQUENCE IS TO BE USED AS A GENERAL GUIDELINE. COORDINATE WITH THE OWNER, ENGINEERS, AND LANDSCAPE ARCHITECT AND SUBMIT A PROPOSED CONSTRUCTION SEQUENCE FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. 1. SURVEY AND STAKE THE PROPOSED LIMIT OF DISTURBANCE AND LIMIT OF SEDIMENTATION BARRIERS. 2. PLACE SEDIMENTATION BARRIERS AS INDICATED ON DRAWINGS AND STAKED OUT IN THE FIELD. UNDER NO CIRCUMSTANCES IS THE LIMIT OF WORK TO EXTEND BEYOND THE SEDIMENTATION BARRIERS/LIMIT OF DISTURBANCE AS INDICATED ON THE APPROVED DRAWINGS. 3. INSTALL TEMPORARY CONSTRUCTION ENTRANCES IN LOCATIONS INDICATED ON DRAWINGS. NO OTHER ENTRANCES ARE TO BE USED TO GAIN ACCESS TO THE SITE BY ANY CONSTRUCTION OR DELIVERY VEHICLES. 4. BEGIN CLEARING THE SITE AS REQUIRED. 5. SURVEY AND STAKE CENTERLINE OF THE PROPOSED ROADS, STORMWATER MANAGEMENT AREAS, AND DRAINAGE LINES. 6. EXCAVATE AND ROUGH GRADE THE PROPOSED STORMWATER MANAGEMENT AREAS AND ANY ADDITIONAL TEMPORARY BASINS NECESSARY TO CONTROL SITE RUNOFF AND SEDIMENTS. TEMPORARILY STABILIZE/SEED PERMANENT STORMWATER MANAGEMENT AREAS AS NECESSARY TO REDUCE SIDE SLOPE EROSION AND SEDIMENT ACCUMULATION. 7. BEGIN CLEARING AND GRUBBING THE AREAS OF ROADWAYS AND STORMWATER MANAGEMENT AREAS. TOPSOIL IS TO BE STRIPPED FROM THE AREA OF THE PROPOSED ROADWAYS AND STORMWATER MANAGEMENT AREAS AND STOCKPILED IN APPROVED LOCATIONS. TOPSOIL STOCKPILES MUST BE PROTECTED BY A SEDIMENT BARRIER. PERMITTING SET ONLY NOT FOR CONSTRUCTION WV N/F CAPTAINS VILLAGE HOMEOWNERS 598 MILLSTONE ROAD N/F DAFFINEE 606 MILLSTONE ROAD N/F O'BRIEN 616 MILLSTONE ROAD N/F GUSKI 626 MILLSTONE ROAD N/F SMOLLER 636 MILLSTONE ROAD N/F CHIPMAN 648 MILLSTONE ROAD N/F MOUNT 656 MILLSTONE ROAD N/F REYNOLDS 26 AGASSIZ STREET N/F COPLEY 692 MILLSTONE ROAD N/F ELLIS 704 MILLSTONE ROAD N/F REEVES 714 MILLSTONE ROAD N/F HURST 724 MILLSTONE ROAD N/F HILL & YORDANOV 736 MILLSTONE ROAD N/F GLIDDEN 742 MILLSTONE ROAD N/F SYLVER770 MILLSTONE ROAD N/F MAGELANER 72 CAPTAINS VILLAGE LANE N/F MILLEN 6 AGASSIZ STREET N/F DREW 19 AGASSIZ STREET N/F SCHNEIDER 90 CAPTAINS VILLAGE LANE N/F FERNANDO 114 CAPTAINS VILLAGE LANE N/F MILLEN 132 CAPTAINS VILLAGE LANE N/F DELONG 560 MILLSTONE ROAD N/F BERBRINN/F OCEAN'S EDGE RESORT LLC MAP 98 LOT 12 TOWN OF BREWSTER DEED BOOK 31410-87 DEED BOOK 5233-64 16.61 ACRES ± S0 5 ° 3 8 ' 3 6 " W 78 2 . 4 3 ' S0 4 ° 0 9 ' 5 6 " W 31 9 . 3 4 ' N80° 15' 16"E 372.85' N83° 11' 36 " E 695.76' N74° 44' 17"E 630.60' L=149.99' R =975.00' N1 0 ° 2 4 ' 4 8 " E 12 6 . 3 6 ' S86° 2 2 ' 5 5 " E 265.3 9 ' N0 4 ° 2 6 ' 2 3 " E 12 3 . 8 0 ' N0 4 ° 2 6 ' 2 3 " E 99 . 2 1 ' N0 4 ° 2 6 ' 2 3 " E 98 . 1 8 ' N0 4 ° 2 6 ' 2 3 " E 98 . 8 7 ' N0 4 ° 2 6 ' 2 3 " E 99 . 9 6 ' N84° 06' 22 " E 151.11' N0 4 ° 2 6 ' 2 3 " E 99 . 3 8 ' N0 4 ° 2 6 ' 2 3 " E 10 0 . 2 2 ' N0 4 ° 2 6 ' 2 3 " E 10 0 . 2 3 ' S0 6 ° 0 2 ' 0 0 " W 22 7 . 0 5 ' S04° 26' 23"W 40.00' S0 4 ° 2 6 ' 2 3 " W 12 5 . 0 0 ' S0 4 ° 2 6 ' 2 3 " W 85 . 0 0 ' S0 4 ° 2 6 ' 2 3 " W 85 . 0 0 ' S0 4 ° 2 6 ' 2 3 " W 85 . 0 0 ' S0 4 ° 2 6 ' 2 3 " W 85 . 0 0 ' S0 4 ° 2 6 ' 2 3 " W 85 . 0 0 ' N85° 43' 4 5 " E 281.75' N83° 15' 20 " E 524.98' 792 MILLSTONE ROAD N/F MORGAN 756 MILLSTONE ROAD N/F HENDERSON N2 8 ° 4 4 ' 5 0 " E 89 . 8 4 ' REBAR FND CBDH FND CBDH FND CBDH FND CBDH FND CBDH FND 20' WIDE WATER E A S E M E N T CBDH FND CBD FND CBD FND CBD FND CBD FND CBD FND LCB FND LCB FND CBCTR FND IP FND CBREB FND MI L L S T O N E R O A D AGASS I Z S T R E E T PU B L I C 5 0 ' W I D E FERN LANE PRIVATE 40' WIDE SHEET C-4 M A S S S T A T E P L A N E Re v i s i o n s Ap p r . Re v . Da t e By De s c r i p t i o n 1 2 3 4 5 6 7 Su r v e y P r o v i d e d B y : Sheet Number: Project Number: Registration: Pr e p a r e d F o r : Pl a n S e t : Pl a n T i t l e : Sheet : of (in feet) GRAPHIC SCALE 080 40 80 160 320 1 INCH = 80 FEET M C L / E W H Ch e c k e d B y : De s i g n e d B y : Da t e : Dr a w n B y : Su s t a i n a b l e E n v i r o n m e n t a l S o l u t i o n s w w w . h o r s l e y w i t t e n . c o m 90 R o u t e 6 A Sa n d w i c h , M A 0 2 5 6 3 50 8 - 8 3 3 - 6 6 0 0 v o i c e 50 8 - 8 3 3 - 3 1 5 0 f a x Ho r s l e y W i t t e n G r o u p , I n c . 12 / 2 2 / 2 2 PR O P E R T Y L I N E P L A N 0 M I L L S T O N E R O A D CO M P R E H E N S I V E P E R M I T S E T BR E W S T E R , M A S S A C H U S E T T S Ho r s l e y W i t t e n G r o u p , I n c . 90 R o u t e 6 A Sa n d w i c h , M A 0 2 5 6 3 Ph o n e : (5 0 8 ) 8 3 3 - 6 6 0 0 Fa x : (5 0 8 ) 8 3 3 - 3 1 5 0 Da t e d : N o v e m b e r 2 9 , 2 0 2 2 Pr e s e r v a t i o n o f Af f o r d a b l e H o u s i n g , In c . 2 O l i v e r S t r e e t , S u i t e 5 0 0 Bo s t o n , M A 0 2 1 0 9 Ph o n e : - Fa x : --- - 1 122084 3 3 19of C - M C L DW M MB 598 WV UP 31 UP 30 MB 560 UP 29 TP-2 TP-3 TP-5 TP-1 TP-4 TP-7 TP-8 TP-6 TP-9 12" 8" 24" 10"12" 12" 10" 36" 16" 16" 8" 18" 24" 10"10"8" 20" 10" 12" 18"8" 20" 18" 18" 10" 12" 12" 16" 10" 14" 30"12" 12" 12" 8" 30" 12" 10" 8" 8" 30" 10" 10" 10" 12" 12" 8" 10" 8" 14" 12" 12"10" 8" 10" 16" 30"12" 30" 12" 14" 14"14" 14" 10" 16" 10" 10" 10" 10" 8" 8" 8"12" 12" 12" 10" 8" 8" 8" 8"10" 8"8"10" 12" 8" 10"18" 10" 8" 8" 8" 12" 12" 10" 8" 8" 8" 12"8"12" 14" 14" 14" 8" 12"14" 8" 12" 10" 10" 10" 10" 12" 12" 8"8" 8" 10"36" 10" 10" 8" 8"18" 16"8" 20"10" 30" 12" 10" 8" 14" 8"8" 10"8" 12" 12"12" 8"12" 12" 10"10" 8" 12" 10" 12" 12" 20" 8" 10" 8" 12" 12" 16"10" 18"12" 12" 10" 10" 20" 8"20" 12" 24" 10" 10" 8" 8" 8" 16" 10" 10" 10" 10" 10"10" 20" 8"8"8" 16" 8" 14" 12" 12" 10" 10"10" 14" 16" 8" 10" 10" 16" 12" 10" 10" 12" 16" 8" 12" 10" 8" 14" 8" 12" 12" 8" 10" 8" 8" 10"14" 8"12" 12" 12" 10" 12" 14" 12" 10" 8" 12" 14" 8" 10" 12" 8" 10" 8" 16" 10" 12" 10" 8" 10" 8" 12" 16" 14" 10"8" 10"12" 8"8" 8"10" 8"16" 10" 14" 12"12" 10"18" 8" 10" 8" 8" 8" 14" 14" 10" 14" 14" 8" 12" 20" 8" 10" 14" 10" 9" 10" 12" 8" 8" 9" 8" 14" 12" 8" 12"10" 10" 8" 12" 11" 10" 8" 10" 14" 10" 10" 12" 10" 10" 18"8"12" 9" 15" 14"8" 12" 10" 30" 15" 8" 8" 12"11" 10" 14" 14"8"20"12" 12"15" 12"12" 11"10" 24" 12" 12" 10" 9" 10" 8" 14" 16"12" 8" 10" 8" 12"10" 18" 10" 10" 10"11" 10" 10" 12" 10" 9"10"10" 18" 8" 12" 10" 9" 10" 10"8" 11" 11" 10"10" 12" 18" 12" 12" 12" 10" 8" 10" 11" 12" 12" 12" 11" 16" 12" 10" 9" 8" 11" 12" 12"18" 13" 12" 10" 12"14" 10" 12" 11" 12" 10" 9" 11" 14" 14" 12" 8" 8"9" 10" 8" 12" 15"11" 9" 9" 14" 8" 10" 8" 8" 8" 20"8" 20" 10" 9" 8" 22" 12"10" 10" 12" 14" 12" 16" 11"11" 8" 8"9" 14" 14"8" 12" 14" 8"18" 8"24" 10" 13" 14" 8" 16" 8" 10" 9"10" 10" 10" 14"11" 12" 12" 15"10" 8"10" 9" 8" 22"8" 8" 12"10"10" 9" 8" 13" 14" 16" 10" 16" 10" 10" 14" 14" 8" 9"8"10" 10" 12"14" 20" 8" 8" 12" 12" 8" 10" 10" 12" 10" 9" 8"12"14"8"12" 12" 8" 14" 12"10" 16" 10"10" 8" 10" 9"10" 8" 8" 10" 10" 12"10" 18"9" 10"10" 10" 8" 12"12" 8" 8" 12" 12" 8" 10" 12"16" 8" 10" 12" 12" 8" 8" 10" 24" 18"8" 10"9" 18" 10"12" 16" 10" 8"12" 20" 14" 12" 8" 20" 12" 12" 10" 10"9" 12" 8" 10" 18" 9" 8" 22"8" 9"16"9" 12" 8"10" 12" 10" 9"12" 8" 20" 12" 8" 8"14" 8"10" 8" 9" 8" 10" 8" 20" 9"8" 10" 10"10" 8" 8" 8" 14" 9"12"12" 8" 9"8" 10" 16"9" 12" 9" 10" 12" 9" 8" 9" 8" 16" 12" 24" 20" 16"8"9" 9"9" 9" 10"20" 10" 8" 10" 9" 12"12" 12" 10" 16" 10" 10"8"12" 8" 15" 10"12" 9" 18" 9"12" 10" 10" 12"12" 14" 8"9"12" 14" 12" 12" 10" 9"16" 14"8"10"12" 8" 12" 10" 14" 12" 8" 9" 8" 12" 8" 10"10" 8" 9" 9"15" 14" 16" 9"8" 8" 9" 8" 9" 14" 9" 12" 9" 12"8" 10"21" 9"9" 14"18" 16" 9" 10"12" 16" ED G E O F C L E A R I N G SHED SHED HOUS E HOUSE N/F CAPTAINS VILLAGE HOMEOWNERS 598 MILLSTONE ROAD N/F DAFFINEE 606 MILLSTONE ROAD N/F O'BRIEN 616 MILLSTONE ROAD N/F GUSKI 626 MILLSTONE ROAD N/F SMOLLER 636 MILLSTONE ROAD N/F CHIPMAN 648 MILLSTONE ROAD N/F MOUNT 560 MILLSTONE ROAD N/F BERBRIN N/F OCEAN'S EDGE RESORT LLC MAP 98 LOT 12 TOWN OF BREWSTER DEED BOOK 31410-87 DEED BOOK 5233-64 16.61 ACRES ± S0 4 ° 0 9 ' 5 6 " W 31 9 . 3 4 ' N80° 15' 16"E 372.85' N74° 44' 17"E 630.60' L=149.99' R =975.00' N1 0 ° 2 4 ' 4 8 " E 12 6 . 3 6 ' S86° 2 2 ' 5 5 " E 265.3 9 ' N0 4 ° 2 6 ' 2 3 " E 98 . 1 8 ' N0 4 ° 2 6 ' 2 3 " E 98 . 8 7 ' N0 4 ° 2 6 ' 2 3 " E 99 . 9 6 ' N84° 06' 22 " E 151.11' N0 4 ° 2 6 ' 2 3 " E 99 . 3 8 ' N0 4 ° 2 6 ' 2 3 " E 10 0 . 2 2 ' N0 4 ° 2 6 ' 2 3 " E 10 0 . 2 3 ' 25' ZONING SETB A C K 25' ZONING SETBACK BOULDER BOULDER 40 ' Z O N I N G S E T B A C K N83° 15' 20 " E 524.98' N2 8 ° 4 4 ' 5 0 " E 89 . 8 4 ' REBAR FND CBDH FND CBDH FND CBDH FND CBDH FND CBDH FND CBD FND CBD FND CBD FND LCB FND LCB FND CBCTR FND IP FND CBREB FND MI L L S T O N E R O A D ST O C K A D E F E N C E PU B L I C 5 0 ' W I D E BENCHMARK EL:105.40 105 100 95 90 85 10 0 100 95 93 94 95 95 100 105 100 95 90 8889 105 10 5 106106 10 4 101 101 102 10 3 100 100 106 107 107 110 10 5 10 0 97 98 99 100 100 105 98 98 99 99 101 101 102 103 104 106 95 10 0 91 92 93 94 96 97 98 99 10 1 10 09899 10 110 1 10 2 10 2103 10 3 95 93 94 96 106 104 105 10 2 10 6 111 106 106 10 7 108 96 10 0 96 97 98 99 101 105 103 104 100 97 98 99 95 90 90 108 109 10 5 10 6 10 7 10 8 104 101102 103 10 4 101 10 2 10 3 104 100 105 106 107 10510 6 FERN LANE PRIVATE 40' WIDE M A S S S T A T E P L A N E Re v i s i o n s Ap p r . Re v . Da t e By De s c r i p t i o n 1 2 3 4 5 6 7 Su r v e y P r o v i d e d B y : Sheet Number: Project Number: Registration: Pr e p a r e d F o r : Pl a n S e t : Pl a n T i t l e : Sheet : (in feet) GRAPHIC SCALE 040 20 40 80 160 1 INCH = 40 FEET Ch e c k e d B y : De s i g n e d B y : Da t e : Dr a w n B y : SURVEY NOTES 1.THE TOPOGRAPHY AND EXISTING SITE CONDITIONS DEPICTED HEREON ARE TAKEN FROM OUTERMOST LAND SURVEY, INC, AND HAVE BEEN SUPPLEMENTED BY AN ON THE GROUND FIELD SURVEY CONDUCTED BY THE HORSLEY WITTEN GROUP, INC. NOVEMBER 29, 2022. 2.HORIZONTAL DATUM IS MASS STATE PLANE COORDINATE SYSTEM NAD 83. VERTICAL DATUM IS NAVD 88. DATUM ESTABLISHED FROM PLAN TITLED "PLAN OF LAND, AGASSIZ WAY, OFF MILLSTONE ROAD," PREPARED BY OUTERMOST LAND SURVEY, INC DATED SEPTEMBER 25, 2018. 3.THE PROPERTY LINES AND RIGHTS OF WAYS DEPICTED HAVE BEEN ESTABLISHED FROM FIELD SURVEY AND PLANS AND DEEDS OF RECORD. 4.THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AND STRUCTURES AS SHOWN ON THESE PLANS ARE BASED ON RECORDS OF VARIOUS UTILITY COMPANIES, AND WHEREVER POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THIS INFORMATION IS NOT TO BE RELIED UPON AS BEING EXACT OR COMPLETE. THE LOCATION OF ALL UNDERGROUND UTILITIES AND STRUCTURES SHALL BE VERIFIED IN THE FIELD PRIOR TO THE START OF ANY CONSTRUCTION. THE CONTRACTOR MUST CONTACT THE APPROPRIATE UTILITY COMPANY, ANY GOVERNING PERMITTING AUTHORITY IN THE TOWN OF BREWSTER, AND "DIGSAFE" (1-888-344-7233) AT LEAST 72 HOURS PRIOR TO ANY EXCAVATION WORK IN PREVIOUSLY UNALTERED AREAS TO REQUEST EXACT FIELD LOCATION OF UTILITIES. 5.UTILITY PROVIDERS: ELECTRIC-EVERSOURCE TELEPHONE-VERIZON WATER-MUNICIPAL GAS-NATIONAL GRID 6.THE PROPERTY IS LOCATED WITHIN F.I.R.M ZONE X AS SHOWN ON COMMUNITY PANEL NO. 25001C0418J DATED JULY 16, 2014. 7.REFERENCE PLANS: 1.) "PLAN OF LAND, AGASSIZ WAY, OFF MILLSTONE ROAD," PREPARED BY OUTERMOST LAND SURVEY, INC. DATED SEPTEMBER 25, 2018 BARNSTABLE COUNTY REGISTRY OF DEEDS 2.) PLAN BOOK 191 PAGE 85 SH2 3.) PLAN BOOK 253 PAGE 52 4.) PLAN BOOK 552 PAGE 23 5.) PLAN BOOK 411 PAGE 94 6.) PLAN BOOK 397 PAGE 6 7.) PLAN BOOK 399 PAGE 96 8,) PLAN BOOK 377 PAGE 63 Su s t a i n a b l e E n v i r o n m e n t a l S o l u t i o n s w w w . h o r s l e y w i t t e n . c o m 90 R o u t e 6 A Sa n d w i c h , M A 0 2 5 6 3 50 8 - 8 3 3 - 6 6 0 0 v o i c e 50 8 - 8 3 3 - 3 1 5 0 f a x Ho r s l e y W i t t e n G r o u p , I n c . EX I S T I N G C O N D I T I O N S 0 M I L L S T O N E R O A D CO M P R E H E N S I V E P E R M I T S E T BR E W S T E R , M A S S A C H U S E T T S Ho r s l e y W i t t e n G r o u p , I n c . 90 R o u t e 6 A Sa n d w i c h , M A 0 2 5 6 3 Ph o n e : (5 0 8 ) 8 3 3 - 6 6 0 0 Fa x : (5 0 8 ) 8 3 3 - 3 1 5 0 Da t e d : N o v e m b e r 2 9 , 2 0 2 2 Pr e s e r v a t i o n o f Af f o r d a b l e H o u s i n g , In c . 2 O l i v e r S t r e e t , S u i t e 5 0 0 Bo s t o n , M A 0 2 1 0 9 Ph o n e : - Fa x : --- - 22084 E 10YR 4/1 MEDIUM SAND Bw 10YR 5/6 LOAMY SAND C1 10YR 5/4 LOAMY SAND C2 10YR 8/4 COARSE SAND NO GROUNDWATER FEATURES OBSERVED 0"106.0 TP 1 (529) PERFORMED BY: M. LEHMAN, HORSLEY WITTEN GROUP, INC. DATE: DECEMBER 6, 2022 SOIL TEST PIT DATA 3" 20" 84" 120" 105.8 104.3 99.0 96.0 E 10YR 5/2 MEDIUM SAND Bw 10YR 4/6 LOAMY SAND C1 10YR 5/6 FINE SANDY LOAM C2 10YR 6/6 COARSE SAND NO GROUNDWATER FEATURES OBSERVED 0"94.0 TP 2 (525) 3" 28" 108" 156" 93.8 91.7 85.0 81.0 E 10YR 5/1 MEDIUM SAND Bw 10YR 4/6 FINE SAND C1 10YR 6/6 GRAVELLY- MEDIUM SAND C2 10YR 5/6 LOAMY SAND 0"96.0 TP 3 (563) 6" 24" 60" 102" 95.5 94.0 91.0 87.5 C3 10YR 7/3 COARSE SAND NO GROUNDWATER FEATURES OBSERVED 126"85.5 E 10YR 5/2 MEDIUM SAND Bw 10YR 5/6 FINE SAND C1 10YR 6/6 MEDIUM SAND C2 10YR 5/6 GRAVELLY- COARSE SAND 0"106.0 TP 4 (531) 6" 30" 54" 72" 105.5 103.5 101.5 100.0 C3 10YR 8/2 COARSE SAND NO GROUNDWATER FEATURES OBSERVED 120"96.0 E 10YR 5/1 MEDIUM SAND Bw 10YR 4/6 MEDIUM SAND C1 10YR 4/5 MEDIUM SAND C2 10YR 7/4 FINE SAND 0"101.0 TP 5 (527) 3" 30" 51" 72" 105.5 103.5 101.5 100.0 C3 10YR 4/4 COARSE SAND NO GROUNDWATER FEATURES OBSERVED 120"96.0 E 10YR 4/1 MEDIUM SAND Bw 10YR 4/6 MEDIUM SAND C1 10YR 6/4 SANDY LOAM C2 10YR 7/1 COARSE SAND 0"95.0 TP 6 (543) 3" 30" 64" 104" 94.8 92.5 89.7 86.3 C3 10YR 8/2 COARSE SAND NO GROUNDWATER FEATURES OBSERVED 120"85.0 E 10YR 4/1 MEDIUM SAND Bw 10YR 4/6 MEDIUM SAND C1 10YR 6/4 SANDY LOAM C2 10YR 7/1 COARSE SAND 0"96.5 TP 7 (533) 3" 26" 40" 76" 96.3 94.3 93.2 90.2 C3 10YR 8/2 COARSE SAND NO GROUNDWATER FEATURES OBSERVED 120"86.5 E 10YR 4/1 FINE SAND Bw 10YR 6/8 MEDIUM SAND C1 10YR 4/8 MEDIUM SAND C2 10YR 5/6 FINE SANDY LOAM 0"96.0 TP 8 (541) 4" 32" 48" 84" 95.7 93.3 92.0 89.0 C3 7.5YR 4/6 COARSE SAND NO GROUNDWATER FEATURES OBSERVED 120"86.0 E 10YR 4/1 MEDIUM SAND Bw 10YR 5/4 LOAMY SAND C1 10YR 5/6 LOAMY SAND C2 10YR 6/8 MEDIUM SAND 0"100.0 TP 9 (549) 4" 8" 20" 84" 99.7 99.3 98.3 93.0 C3 5YR 5/6 COARSE SAND NO GROUNDWATER FEATURES OBSERVED 120"90.0 A 10YR 4/3 SANDY LOAM 102"91.5 PERC #1 45" PERC #1 90.3 PERC #2 36" PERC #2 103.0 of1 1 4 4 19of C - M C L / E W H 12 / 2 2 / 2 2 M C L DW M MB 598 WV UP 31 UP 30 MB 560 TP-2 TP-3 TP-5 TP-1 TP-4 TP-7 TP-8 TP-6 TP-9 12" 8" 24" 10"12" 12" 10" 36" 16" 16" 8" 18" 24" 10"10"8" 20" 10" 12" 18"8" 20" 18" 18" 10" 12" 12" 16" 10" 14" 30"12" 12" 12" 8" 30" 12" 10" 8" 8" 30" 10" 10" 10" 12" 12" 8" 10" 8" 14" 12" 12"10" 8" 10" 16" 30"12" 30" 12" 14" 14"14" 14" 10" 16" 10" 10" 10" 10" 8" 8" 8"12" 12" 12" 10" 8" 8" 8" 8"10" 8"8"10" 12" 8" 10"18" 10" 8" 8" 8" 12" 12" 10" 8" 8" 8" 12"8"12" 14" 14" 14" 8" 12"14" 8" 12" 10" 10" 10" 10" 12" 12" 8"8" 8" 10"36" 10" 10" 8" 8"18" 16"8" 20"10" 30" 12" 10" 8" 14" 8"8" 10"8" 12" 12"12" 8"12" 12" 10"10" 8" 12" 10" 12" 12" 20" 8" 10" 8" 12" 12" 16"10" 18"12" 12" 10" 10" 20" 8"20" 12" 24" 10" 10" 8" 8" 8" 16" 10" 10" 10" 10" 10"10" 20" 8"8"8" 16" 8" 14" 12" 12" 10" 10"10" 14" 16" 8" 10" 10" 16" 12" 10" 10" 12" 16" 8" 12" 10" 8" 14" 8" 12" 12" 8" 10" 8" 8" 10"14" 8"12" 12" 12" 10" 12" 14" 12" 10" 8" 12" 14" 8" 10"12" 8" 10" 8" 16" 10" 12" 10" 8" 10" 8" 12" 16" 14" 10" 8" 10"12" 8"8" 8"10" 8"16" 10" 14" 12"12" 10"18" 8" 10" 8" 8" 8" 14" 14" 10" 14" 14" 8" 12" 20" 8" 10" 14" 10" 9" 10" 12" 8" 8" 9" 8" 14" 12" 8" 12"10" 10" 8" 12" 11" 10" 8" 10" 14" 10" 10" 12" 10" 10" 18"8" 12" 9" 15" 14"8" 12" 10" 30" 15" 8" 8" 12"11" 10" 14" 14"8"20"12" 12"15" 12"12" 11"10" 24" 12" 12" 10" 9" 10" 8" 14" 16"12" 8" 10" 8" 12"10" 18" 10" 10" 10"11" 10" 10" 12" 10" 9"10"10" 18" 8" 12" 10" 9" 10" 10"8" 11" 11" 10"10" 12" 18" 12" 12" 12" 10" 8" 10" 11" 12" 12" 12" 11" 16" 12" 10" 9" 8" 11" 12" 12"18" 13" 12" 10" 12"14" 10" 12" 11" 12" 10" 9" 11" 14" 14" 12" 8" 8"9" 10" 8" 12" 15"11" 9" 9" 14" 8" 10" 8" 8" 8" 20"8" 20" 10" 9" 8" 22" 12"10" 10" 12" 14" 12" 16" 11"11" 8" 8"9" 14" 14"8" 12" 14" 8"18" 8"24" 10" 13" 14" 8" 16" 8" 10" 9"10" 10" 10" 14"11" 12" 12" 15"10" 8"10" 9" 8" 22"8" 8" 12"10"10" 9" 8" 13" 14" 16" 10" 16" 10" 10" 14" 14" 8" 9"8"10" 10" 12"14" 20" 8" 8" 12" 12" 8" 10" 10" 12" 10" 9" 8"12"14"8"12" 12" 8" 14" 12"10" 16" 10"10" 8" 10" 9"10" 8" 8" 10" 10" 12"10" 18"9" 10"10" 10" 8" 12"12" 8" 8" 12" 12" 8" 10" 12"16" 8" 10" 12" 12" 8" 8" 10" 24" 18"8" 10"9" 18" 10"12" 16" 10" 8"12" 20" 14" 12" 8" 20" 12" 12" 10" 10"9" 12" 8" 10" 18" 9" 8" 22"8" 9"16"9" 12" 8"10" 12" 10" 9"12" 8" 20" 12" 8" 8"14" 8"10" 8" 9" 8" 10" 8" 20" 9"8" 10" 10"10" 8" 8" 8" 14" 9"12"12" 8" 9"8" 10" 16"9" 12" 9" 10" 12" 9" 8" 9" 8" 16" 12" 24" 20" 16"8"9" 9"9" 9" 10"20" 10" 8" 10" 9" 12"12" 12" 10" 16" 10" 10"8"12" 8" 15" 10"12" 9" 18" 9"12" 10" 10" 12"12" 14" 8"9"12" 14" 12" 12" 10" 9"16" 14"8"10"12" 8" 12" 10" 14" 12" 8" 9" 8" 12" 8" 10"10" 8" 9" 9"15" 14" 16" 9"8" 8" 9" 8" 9" 14" 9" 12" 9" 12"8" 10"21" 9"9" 14"18" 16" 9" 10"12" 16" ED G E O F C L E A R I N G SHED SHED HOUS E HOUSE N/F CAPTAINS VILLAGE HOMEOWNERS 598 MILLSTONE ROAD N/F DAFFINEE 606 MILLSTONE ROAD N/F O'BRIEN 616 MILLSTONE ROAD N/F GUSKI 626 MILLSTONE ROAD N/F SMOLLER 636 MILLSTONE ROAD N/F CHIPMAN 648 MILLSTONE ROAD N/F 560 MILLSTONE ROAD N/F BERBRIN N/F OCEAN'S EDGE RESORT LLC MAP 98 LOT 12 TOWN OF BREWSTER DEED BOOK 31410-87 DEED BOOK 5233-64 16.61 ACRES ± S0 4 ° 0 9 ' 5 6 " W 31 9 . 3 4 ' N80° 15' 16"E 372.85' N74° 44' 17"E 630.60' L=149.99' R =975.00' N1 0 ° 2 4 ' 4 8 " E 12 6 . 3 6 ' S86° 2 2 ' 5 5 " E 265.3 9 ' N0 4 ° 2 6 ' 2 3 " E 98 . 1 8 ' N0 4 ° 2 6 ' 2 3 " E 98 . 8 7 ' N0 4 ° 2 6 ' 2 3 " E 99 . 9 6 ' N84° 06' 22 " E 151.11' N0 4 ° 2 6 ' 2 3 " E 99 . 3 8 ' N0 4 ° 2 6 ' 2 3 " E 10 0 . 2 2 ' N0 4 ° 2 6 ' 2 3 " E 10 0 . 2 3 ' 25' ZONING SETB A C K 25' ZONING SETBACK BOULDER BOULDER 40 ' Z O N I N G S E T B A C K N2 8 ° 4 4 ' 5 0 " E 89 . 8 4 ' REBAR FND CBDH FND CBDH FND CBDH FND CBD FND CBD FND CBD FND LCB FND LCB FND CBCTR FND IP FND CBREB FND MI L L S T O N E R O A D ST O C K A D E F E N C E PU B L I C 5 0 ' W I D E BENCHMARK EL:105.40 105 100 95 100 95 93 94 95 95 100 105 100 95 90 8889 105 10 5 10 4 101 101 102 10 3 100 100 106 107 107 110 10 5 10 0 97 98 99 100 100 105 98 98 99 99 101 101 102 103 104 106 95 10 0 91 92 93 94 96 97 98 99 10 1 10 09899 10 110 1 10 2 10 2103 10 3 95 93 94 96 106 104 111 106 106 10 7 108 96 10 0 96 97 98 99 101 105 103 104 100 97 98 99 90 108 109 10 5 10 6 10 7 10 8 104 101102 103 10 4 105 106 107 10510 6 FERN LANE PRIVATE 40' WIDE SF SF SF SF SF LIMIT OF WORK APPROX. 213,000 SF SILT SOCK FENCE, TYP. STONE CONSTRUCTION ENTRANCE SILT SOCK FENCE AROUND PROPOSED INFILTRATION BASIN SILT SOCK FENCE AROUND PROPOSED BIORETENTION AREAS SILT SOCK FENCE AROUND PROPOSED BIORETENTION AREAS STOCKPILE AREA REMOVE AND DISPOSE OF BOULDER SILT SOCK FENCE AROUND PROPOSED BIORETENTION AREA SILT SOCK FENCE AROUND PROPOSED BIORETENTION AREAS SILT SOCK FENCE AROUND PROPOSED BIORETENTION AREA MI L L S T O N E R O A D SF SFSF SF SF SF SF SF SFSFSFSFSFSF SF SF SFSF SFSF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF SF Re v i s i o n s Ap p r . Re v . D a t e B y D e s c r i p t i o n 1 2 3 4 5 6 7 DE C E M B E R 2 0 , 2 0 2 2 M C L / E W H M C L / E W H R A C DE M O L I T I O N & E R O S I O N C O N T R O L P L A N 0 M I L L S T O N E R O A D CO M P R E H E N S I V E P E R M I T S E T BR E W S T E R , M A S S A C H U S E T T S Su r v e y P r o v i d e d B y : Sheet Number: Project Number: Registration: Pr e p a r e d F o r : Pl a n S e t : Pl a n T i t l e : Sheet : Ho r s l e y W i t t e n G r o u p , I n c . 90 R o u t e 6 A Sa n d w i c h , M A 0 2 5 6 3 Ph o n e : (50 8 ) 8 3 3 - 6 6 0 0 Fa x : (50 8 ) 8 3 3 - 3 1 5 0 Da t e d : Oc t o b e r 1 0 , 2 0 2 2 Pr e s e r v a t i o n o f A f f o r d a b l e Ho u s i n g , I n c . 2 O l i v e r S t r e e t , S u i t e 5 0 0 Bo s t o n , M A 0 2 1 0 9 Ph o n e : - Fa x : --- - 5 1922084of la s t m o d i f i e d : 1 2 / 2 3 / 2 2 p r i n t e d : 1 2 / 2 3 / 2 2 b y j h K: \ P r o j e c t s \ 2 0 2 2 \ 2 2 0 8 4 M i l l s t o n e R o a d B r e w s t e r \ D r a w i n g s \ 2 2 0 8 4 - E S C . d w g (in feet) GRAPHIC SCALE 040 20 40 80 160 1 INCH = 40 FEET 5C - Ch e c k e d B y : De s i g n e d B y : Da t e : Dr a w n B y : Su s t a i n a b l e E n v i r o n m e n t a l S o l u t i o n s w w w . h o r s l e y w i t t e n . c o m 90 R o u t e 6 A Sa n d w i c h , M A 0 2 5 6 3 50 8 - 8 3 3 - 6 6 0 0 v o i c e 50 8 - 8 3 3 - 3 1 5 0 f a x Ho r s l e y W i t t e n G r o u p , I n c . GENERAL DEMOLITION NOTES: THIS PLAN SET DOES NOT INCLUDE DETAILS & SPECIFICATIONS FOR ALL DEMOLITION WORK REQUIRED WITHIN THE PROPOSED CONSTRUCTION LIMITS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE WITH THE OWNER, PROJECT ARCHITECT, MECHANICAL ENGINEERS AND OTHER PROJECT ENGINEERS INVOLVED WITH THE PROPOSED NEW CONSTRUCTION TO DEVELOP A SUITABLE DEMOLITION PLAN, WHICH WILL ALLOW THE FACILITIES TO REMAIN IN OPERATION DURING THE ENTIRETY OF CONSTRUCTION. 1. UNLESS OTHERWISE NOTED, THE CONTRACTOR IS RESPONSIBLE FOR THE RELOCATION, DEMOLITION, REMOVAL AND DISPOSAL, IN A LOCATION APPROVED BY ALL GOVERNING AUTHORITIES, OF ALL EXISTING SITE ELEMENTS AND STRUCTURES INCLUDING, BUT NOT LIMITED TO, BUILDINGS, ROADWAYS, PARKING AREAS, PARKING ISLANDS, BITUMINOUS CONCRETE, CEMENT CONCRETE, GRAVEL, CURBS, WALKWAYS, SIDEWALKS, BERMS, FENCES, BOLLARDS, POSTS, PLANTING BEDS, TREES, SHRUBS, UTILITIES, DRAINAGE STRUCTURES AND ALL OTHER STRUCTURES SHOWN AND NOT SHOWN WITHIN CONSTRUCTION LIMITS, AND WHERE NEEDED, TO ALLOW FOR NEW CONSTRUCTION. ALL FACILITIES TO BE REMOVED ARE TO BE UNDERCUT TO SUITABLE MATERIAL AND BROUGHT TO GRADE WITH SUITABLE COMPACTED FILL MATERIAL PER SPECIFICATIONS. 2. REMOVE ALL DEBRIS FROM THE SITE AND DISPOSE OF THE DEBRIS IN A PROPER AND LEGAL MANNER. 3. OBTAIN ALL PERMITS REQUIRED FOR DEMOLITION AND DISPOSAL. 4. COORDINATE WITH RESPECTIVE UTILITY COMPANIES PRIOR TO THE REMOVAL AND/OR RELOCATION OF UTILITIES. COORDINATE WITH THE UTILITY COMPANIES CONCERNING PORTIONS OF THE WORK WHICH MAY BE PERFORMED BY THE UTILITY COMPANY AND ANY FEES WHICH ARE TO BE PAID TO THE UTILITY COMPANY FOR THEIR SERVICES. THE CONTRACTOR IS RESPONSIBLE FOR PAYING ALL FEES AND CHARGES. 5. REFER TO MECHANICAL AND UTILITY PLANS AND SPECIFICATIONS FOR ALL WORK WHICH REQUIRES UTILITIES TO BE REMOVED, RELOCATE OR ABANDONED AND LEFT IN PLACE. 6. PROVIDE NOTICE TO ALL UTILITY COMPANIES REGARDING DESTRUCTION AND REMOVAL OF ALL SERVICE LINES AND CAP ALL UTILITY LINES, AS REQUIRED, BEFORE PROCEEDING WITH THE WORK. 7. MAINTAIN CONTINUOUS ACCESS AND OPERATION FOR SURROUNDING FACILITIES, AS DEEMED BY THE OWNER, AT ALL TIMES DURING DEMOLITION OF THE EXISTING FACILITIES. 8. PRIOR TO DEMOLITION OCCURRING, ALL EROSION CONTROL DEVICES ARE TO BE INSTALLED. EROSION & SEDIMENT CONTROL NOTES: 1. PRIOR TO THE START OF CONSTRUCTION A NOTICE OF INTENT (NOI) MUST BE FILED WITH NPDES. REFER TO THE STORMWATER AND POLLUTION PREVENTION PLAN (SWPPP) REGARDING ALL EROSION CONTROL MATTERS. MAINTAIN A WORKING COPY OF THE SWPPP ONSITE AT ALL TIMES. FOLLOW THE SWPPP PROTOCOL FOR SITE MAINTENANCE, INSPECTIONS AND PROPER DOCUMENTATION UNTIL THE SITE HAS BEEN ACCEPTED BY THE OWNER. AT THE COMPLETION OF THE PROJECT THE CONTRACTOR OR OWNER MUST FILE A NOTICE OF TERMINATION WITH NPDES. IN ACCORDANCE WITH NPDES REGULATIONS, THE COMPLETED SWPPP MUST INCLUDE ALL OF THE SITE EROSION CONTROL DOCUMENTATION, WEEKLY EROSION INSPECTION REPORTS COMPLETED BY THE DESIGNATED SITE PERSONNEL, AND ANY OTHER PERTINENT SITE DOCUMENTATION MUST BE RETAINED FOR A MINIMUM OF 3 YEARS FROM THE DATE OF TERMINATION. 2. DESIGNATE THE SITE CONSTRUCTION FOREMAN AS THE ON-SITE PERSONNEL RESPONSIBLE FOR THE DAILY INSPECTION AND MAINTENANCE OF ALL SEDIMENT AND EROSION CONTROLS AND IMPLEMENTATION OF ALL NECESSARY MEASURES TO CONTROL EROSION AND PREVENT SEDIMENT FROM LEAVING THE SITE. 3. INSTALL ALL EROSION AND SEDIMENT CONTROL (ESC) MEASURES AS INDICATED ON DRAWINGS IN CONSULTATION WITH THE CONSERVATION AGENT, AND ENGINEER BEFORE ANY CONSTRUCTION ACTIVITIES BEGIN. INSPECT, MAINTAIN REPAIR AND REPLACE EROSION CONTROL MEASURES, AS NECESSARY, DURING THE ENTIRE CONSTRUCTION PERIOD OF THE PROJECT. THE SITE PERIMETER EROSION CONTROLS ARE THE DESIGNATED LIMIT OF WORK. INFORM ALL PERSONNEL WORKING ON THE PROJECT SITE THAT NO CONSTRUCTION ACTIVITY IS TO OCCUR BEYOND THE LIMIT OF WORK AT ANY TIME THROUGHOUT THE CONSTRUCTION PERIOD. 4. MAINTAIN A MINIMUM SURPLUS OF 100 FEET OF EROSION CONTROL BARRIER (SILT FENCE, STRAWBALE, &/OR SILT SOCK) ONSITE AT ALL TIMES. 5. PROTECT THE ADJACENT RESOURCE AREA FROM SEDIMENTATION DURING PROJECT CONSTRUCTION UNTIL ACCEPTANCE BY THE OWNER & IN CONFORMANCE WITH THE ORDER OF CONDITIONS. 6. PROVIDE CONSTRUCTION EXITS AS INDICATED ON DRAWINGS TO SHED DIRT FROM CONSTRUCTION VEHICLE TIRES. CLEAN AND/OR REPLACE THE CRUSHED STONE PAD, AS NECESSARY, TO MAINTAIN ITS EFFECTIVENESS. 7. KEEP THE LIMIT OF CLEARING, GRADING AND DISTURBANCES TO A MINIMUM WITHIN THE PROPOSED AREA OF CONSTRUCTION. PHASE THE SITE WORK IN A MANNER TO MINIMIZE AREAS OF EXPOSED SOIL. IF TREES ARE TO BE CUT ON THE ENTIRE SITE, CLEAR AND GRUB ONLY THOSE AREAS WHICH ARE ACTIVELY UNDER CONSTRUCTION. PROPERLY INSTALL THE SEDIMENTATION CONTROLS PRIOR TO BEGINNING ANY LAND CLEARING ACTIVITY AND/OR OTHER CONSTRUCTION RELATED WORK. 8. MONITOR LOCAL WEATHER REPORTS DURING CONSTRUCTION AND PRIOR TO SCHEDULING EARTHMOVING OR OTHER CONSTRUCTION ACTIVITIES WHICH LEAVE LARGE DISTURBED AREAS UNSTABILIZED. IF INCLEMENT WEATHER IS PREDICTED, USE BEST PROFESSIONAL JUDGEMENT AND GOOD CONSTRUCTION PRACTICES WHEN SCHEDULING CONSTRUCTION ACTIVITIES AND ENSURE THE NECESSARY EROSION CONTROL DEVICES ARE INSTALLED AND FUNCTIONING PROPERLY TO MINIMIZE EROSION FROM ANY IMPENDING WEATHER EVENTS. 9. INSPECT EROSION AND SEDIMENT CONTROL DEVICES AND STABILIZED SLOPES ON A WEEKLY BASIS AND AFTER EACH RAINFALL EVENT OF .25 INCH OR GREATER. REPAIR IDENTIFIED PROBLEMS WITHIN 24 HOURS TO ENSURE EROSION AND SEDIMENT CONTROLS ARE IN GOOD WORKING ORDER. RESET OR REPLACE MATERIALS AS REQUIRED. 10. SURROUND THE PERIMETER OF SOIL STOCKPILES WITH SILT SOCK, SILT FENCE, STRAWBALES, OR A COMBINATION OF SILT FENCE WITH STRAWBALE, AS DETERMINED NECESSARY. 11. DISTURBED AREAS AND SLOPES MUST NOT BE LEFT UNATTENDED OR EXPOSED FOR EXCESSIVE PERIODS OF TIME SUCH AS THE INACTIVE WINTER SEASON. PROVIDE APPROPRIATE STABILIZATION PRACTICES ON ALL DISTURBED AREAS AS SOON AS POSSIBLE BUT NOT MORE THAN 14 DAYS AFTER THE CONSTRUCTION ACTIVITY IN THAT AREA HAS TEMPORARILY OR PERMANENTLY CEASED, REINFORCE TEMPORARY AREAS HAVING A SLOPE GREATER THAN 4:1 WITH EROSION BLANKETS OR APPROVED EQUAL UNTIL THE SITE IS PROPERLY STABILIZED. TEMPORARY SWALES MAY ALSO BE REQUIRED IF DETERMINED NECESSARY IN THE FIELD BY THE ENGINEER. 12. INSTALL A SILT SACK OR APPROVED EQUIVALENT IN EACH EXISTING CATCHBASIN RECEIVING RUNOFF FROM THE SITE. UPON THE INSTALLATION OF EACH CATCH BASIN, INSTALL A SILT SACK OR APPROVED EQUIVALENT. INSPECT SILT SACKS, AFTER EACH SIGNIFICANT STORM EVENT AND REMOVE AND EMPTY AS NEEDED FOR THE DURATION OF THE CONSTRUCTION PERIOD. 13. SMALL SEDIMENTATION BASINS MAY BE CONSTRUCTED ON AN AS-NEEDED BASIS DURING CONSTRUCTION TO AID IN THE CAPTURE OF SITE RUNOFF AND SEDIMENT. IT WILL BE THE RESPONSIBILITY OF THE SITE CONTRACTOR, IN CONSULTATION WITH THE ENGINEER, TO SIZE AND CREATE THESE BASINS IN APPROPRIATE LOCATIONS. 14. CONTAIN ALL SEDIMENT ONSITE. SWEEP ALL EXITS FROM THE SITE AS NECESSARY INCLUDING ANY SEDIMENT TRACKING. SWEEP PAVED AREAS AS NEEDED TO REMOVE SEDIMENT AND POTENTIAL POLLUTANTS ACCUMULATED DURING SITE CONSTRUCTION. 15. REMOVE ACCUMULATED SEDIMENT FROM ALL TEMPORARY PRACTICES AND DISPOSE OF IN A PRE-APPROVED LOCATION. 16. PROVIDE ON SITE OR MAKE READILY AVAILABLE THE NECESSARY EQUIPMENT AND SITE PERSONNEL DURING CONSTRUCTION HOURS FOR THE DURATION OF THE PROJECT TO ENSURE ALL EROSION AND SEDIMENTATION CONTROL DEVICES ARE PROPERLY MAINTAINED AND REPAIRED IN A TIMELY AND RESPONSIBLE MANNER. IF SITE WORK IS SUSPENDED DURING THE WINTER MONTHS THE CONTRACTOR MUST CONTINUE TO PROVIDE PERSONNEL AND EQUIPMENT EITHER ON SITE OR READILY AVAILABLE TO PROPERLY MAINTAIN AND REPAIR ALL EROSION AND SEDIMENTATION CONTROL DEVICES IN A TIMELY AND RESPONSIBLE MANNER 17. PRIOR TO THE INSTALLATION OF FILTER FABRIC AND MEDIA WITHIN THE BIORETENTION AREAS, REMOVE AND PROPERLY DISPOSE OF SEDIMENT ACCUMULATED IN ANY PARTIALLY CONSTRUCTED OR TEMPORARY BIORETENTION/DRAINAGE AREA USED FOR SEDIMENT CONTROL DURING CONSTRUCTION. PROVIDE A SURFACE ELEVATION AT A MINIMUM 1-FOOT ABOVE THE BOTTOM OF MEDIA ELEVATION AS SHOWN IN THE BIORETENTION SCHEDULE FOR PARTIALLY CONSTRUCTED BIORETENTION AREAS. THIS ALLOWS FOR AN OVER-DIG OF THE COLLECTED SEDIMENT FROM WITHIN THE BIORETENTION AREA PRIOR TO MEDIA/FABRIC INSTALLATION. 18. CONTROL DUST BY WATERING OR OTHER APPROVED METHODS AS NECESSARY, OR AS DIRECTED BY THE ENGINEER. 19. THE CONTRACTOR IS RESPONSIBLE FOR THE INSPECTION AND MAINTENANCE DURING CONSTRUCTION OF ALL STORMWATER FACILITIES INSTALLED OR AFFECTED BY THE PROJECT. REMOVE SEDIMENT OR DEBRIS COLLECTED WITHIN THESE FACILITIES FROM THE PROJECT WORK PRIOR TO THE OWNER'S ACCEPTANCE. UN C H E C K E D PERMITTING SET ONLY NOT FOR CONSTRUCTION N/F CAPTAINS VILLAGE HOMEOWNERS 598 MILLSTONE ROAD N/F DAFFINEE 606 MILLSTONE ROAD N/F O'BRIEN 616 MILLSTONE ROAD N/F GUSKI 626 MILLSTONE ROAD N/F SMOLLER 636 MILLSTONE ROAD N/F CHIPMAN 648 MILLSTONE ROAD N/F MOUNT 560 MILLSTONE ROAD N/F BERBRIN N/F OCEAN'S EDGE RESORT LLC MAP 98 LOT 12 TOWN OF BREWSTER DEED BOOK 31410-87 DEED BOOK 5233-64 16.61 ACRES ± 14 + 6 7 0+00 1+00 2+00 3+0 0 4+00 5+006+007+00 8+ 0 0 9+ 0 0 10+00 11+00 12+00 13+ 0 0 14 + 0 0 47.3' 35 . 9 ' 47 . 2 ' 21 . 4 ' 10 8 . 0 ' 48.9' 23 . 8 ' 24.3' 31.8' COMMON GREEN LI M I T O F 1 0 ' ( M I N . ) V E G E T A T E D B U F F E R LIMIT OF 10' (MIN . ) V E G E T A T E D B U F F E R LIMIT OF 30' ( M I N . ) LI M I T O F 3 0 ' ( M I N . ) V E G E T A T E D B U F F E R LIMIT OF 30' (MIN.) VEGETATED BUFFER ZO N I N G S E T B A C K ZONING SETBACK ZONING SETBAC K ZO N I N G S E T B A C K VEGETATED B U F F E R ZONIN G S E T B A C K 25 . 0 ' 25 . 0 ' 25 . 0 ' 25.0' 25.0' 40.0' 25 . 0 ' 20 . 0 ' 21 . 2 ' 8 6 6 6 6 6 8 11 7 34 2 38.2' 46 . 6 ' BLDG 1 BLDG 2 BLDG 3 BLDG 4 BLDG 5 BLDG 6 BLDG 7 BLDG 8 BLDG 9 BLDG 10 BLDG 11 BLD G 1 2 22 . 0 ' PROPOSED DRIVEWAY STOP SIGN FOOTPRINT OF PROPOSED PRESBY LEACHFIELDS INNOVATIVE/ALTERNATIVE TECHNOLOGY SEWAGE TREATMENT SYSTEM (DESIGN T.B.D.) PROPOSED LIMIT OF CLEARING PROPOSED LIMIT OF CLEARING BIKE RACK (TYP.) SIDEWALK (TYP.) STORMWATER BIORETENTION AREA (TYP.) MAINTENANCE BUILDING OVERLOOK DECK STANDARD 9'X18' PARKING SPACE (TYP.) PROPOSED LIMIT OF CLEARING ADA ACCESSIBLE PARKING SPACE & LOADING ZONE (TYP; 8'X18') CONNECT TO FUTURE SIDEWALK BENCH (TYP.) CC B VCC CCB VC C VC C VCC CCB 18.0' 9.0 ' 18 . 0 ' 9.0' 9.0' 18 . 4 ' 0+00 1+00 1+34 24 . 5 ' 29.2' 330.3' LOADING ZONE TRASH & RECYCLE FERN LANE MI L L S T O N E R O A D FUTURE SIDEWALK BY THE TOWN OF BREWSTER (FINAL LAYOUT T.B.D.) Re v i s i o n s Ap p r . Re v . D a t e B y D e s c r i p t i o n 1 2 3 4 5 6 7 DE C E M B E R 2 0 , 2 0 2 2 M C L / E W H M C L / E W H R A C O V E R A L L S I T E P L A N 0 M I L L S T O N E R O A D CO M P R E H E N S I V E P E R M I T S E T BR E W S T E R , M A S S A C H U S E T T S Su r v e y P r o v i d e d B y : Sheet Number: Project Number: Registration: Pr e p a r e d F o r : Pl a n S e t : Pl a n T i t l e : Ho r s l e y W i t t e n G r o u p , I n c . 90 R o u t e 6 A Sa n d w i c h , M A 0 2 5 6 3 Ph o n e : (50 8 ) 8 3 3 - 6 6 0 0 Fa x : (50 8 ) 8 3 3 - 3 1 5 0 Da t e d : Oc t o b e r 1 0 , 2 0 2 2 Pr e s e r v a t i o n o f A f f o r d a b l e Ho u s i n g , I n c . 2 O l i v e r S t r e e t , S u i t e 5 0 0 Bo s t o n , M A 0 2 1 0 9 Ph o n e : - Fa x : --- - 22084 la s t m o d i f i e d : 1 2 / 2 3 / 2 2 p r i n t e d : 1 2 / 2 3 / 2 2 b y j h K: \ P r o j e c t s \ 2 0 2 2 \ 2 2 0 8 4 M i l l s t o n e R o a d B r e w s t e r \ D r a w i n g s \ 2 2 0 8 4 - S T . d w g (in feet) GRAPHIC SCALE 040 20 40 80 160 1 INCH = 40 FEET Ch e c k e d B y : De s i g n e d B y : Da t e : Dr a w n B y : Su s t a i n a b l e E n v i r o n m e n t a l S o l u t i o n s w w w . h o r s l e y w i t t e n . c o m 90 R o u t e 6 A Sa n d w i c h , M A 0 2 5 6 3 50 8 - 8 3 3 - 6 6 0 0 v o i c e 50 8 - 8 3 3 - 3 1 5 0 f a x Ho r s l e y W i t t e n G r o u p , I n c . PROPOSED PARKING SUMMARY: STANDARD PARKING SPACES: 67 ADA ACCESSIBLE SPACES: 5 TOTAL PARKING SPACES: 72 PROPOSED BUILDING TYPES BUILDING 2 BUILDING 3,7,10 BUILDING 4,5,6,9 BUILDING 8 & 11 BUILDING 1 13 Units (9) 1BR, (3) 2BR, (1) 3BR 12Units (2) 1BR, (2) 2BR each 16 Units (4) 2BR each 4 Units (2) 3BR each Community Building Community Room, Laundry, and Management Offices TOTAL UNIT COUNT: 45 Sheet : O V E R A L L S I T E P L A N 6 19of 6C - PERMITTING SET ONLY NOT FOR CONSTRUCTION 20-SCALE VIEW BOX (SEE SHEET C-8)20-SCALE VIEW BOX (SEE SHEET C-7) ED G E O F C L E A R I N G SHED HOUS E 598 MILLSTONE ROAD N/F DAFFINEE 606 MILLSTONE ROAD N/F O'BRIEN 616 MILLSTONE ROAD N/F GUSKI MAP 98 LOT 12 TOWN OF BREWSTER DEED BOOK 31410-87 DEED BOOK 5233-64 16.61 ACRES ± BOULDER BOULDER 14 + 6 7 0+00 1+00 2+00 3+0 0 4+00 5+00 12+00 13+ 0 0 14 + 0 0 47.3' 35 . 9 ' 48.9'23 . 8 ' 24.3' 31.8' COMMON GREEN LI M I T O F 3 0 ' ( M I N . ) V E G E T A T E D B U F F E R LIMIT OF 30' (MIN.) VEGETATED BUFFER ZONING SETBACK 25 . 0 ' 40.0' 25 . 0 ' 20 . 0 ' 8 6 6 6 11 UNDERGROUND STORMWATER CHAMBERS UNDERGROUND STORMWATER CHAMBERS UN D E R G R O U N D ST O R M W A T E R CH A M B E R S BLDG 1 BLDG 4 BLDG 5 BLDG 6 BLDG 7 BLDG 8 BLDG 9 BLDG 10 22 . 0 ' PROPOSED DRIVEWAY STOP SIGN PROPOSED LIMIT OF CLEARING BIKE RACK (TYP.) SIDEWALK (TYP.) STORMWATER BIORETENTION AREA (TYP.) OVERLOOK DECK PROPOSED LIMIT OF CLEARING CONNECT TO FUTURE SIDEWALK BENCH (TYP.) STORMWATER INFILTRATION BASIN BIO 6 BIO 5 URC 3 BIO 1 CC B VCC CCB 18.0' 9.0 ' M A T C H L I N E M A T C H L I N E M A T C H L I N E M A T C H L I N E 24 . 5 ' 330.3' LOADING ZONE BIO 7 FERN LANE MI L L S T O N E R O A D FUTURE SIDEWALK BY THE TOWN OF BREWSTER (FINAL LAYOUT T.B.D.) Re v i s i o n s Ap p r . Re v . D a t e B y D e s c r i p t i o n 1 2 3 4 5 6 7 DE C E M B E R 2 0 , 2 0 2 2 M C L / E W H M C L / E W H R A C SI T E P L A N ( 1 ) 0 M I L L S T O N E R O A D CO M P R E H E N S I V E P E R M I T S E T BR E W S T E R , M A S S A C H U S E T T S Su r v e y P r o v i d e d B y : Sheet Number: Project Number: Registration: Pr e p a r e d F o r : Pl a n S e t : Pl a n T i t l e : Sheet : Ho r s l e y W i t t e n G r o u p , I n c . 90 R o u t e 6 A Sa n d w i c h , M A 0 2 5 6 3 Ph o n e : (50 8 ) 8 3 3 - 6 6 0 0 Fa x : (50 8 ) 8 3 3 - 3 1 5 0 Da t e d : Oc t o b e r 1 0 , 2 0 2 2 Pr e s e r v a t i o n o f A f f o r d a b l e Ho u s i n g , I n c . 2 O l i v e r S t r e e t , S u i t e 5 0 0 Bo s t o n , M A 0 2 1 0 9 Ph o n e : - Fa x : --- - 7 1922084of la s t m o d i f i e d : 1 2 / 2 3 / 2 2 p r i n t e d : 1 2 / 2 3 / 2 2 b y j h K: \ P r o j e c t s \ 2 0 2 2 \ 2 2 0 8 4 M i l l s t o n e R o a d B r e w s t e r \ D r a w i n g s \ 2 2 0 8 4 - S T . d w g (in feet) GRAPHIC SCALE 020 10 20 40 80 1 INCH = 20 FEET 7C - Ch e c k e d B y : De s i g n e d B y : Da t e : Dr a w n B y : Su s t a i n a b l e E n v i r o n m e n t a l S o l u t i o n s w w w . h o r s l e y w i t t e n . c o m 90 R o u t e 6 A Sa n d w i c h , M A 0 2 5 6 3 50 8 - 8 3 3 - 6 6 0 0 v o i c e 50 8 - 8 3 3 - 3 1 5 0 f a x Ho r s l e y W i t t e n G r o u p , I n c . PERMITTING SET ONLY NOT FOR CONSTRUCTION GRASSED DEPRESSION BOULDER 5+006+007+00 8+ 0 0 9+ 0 0 10+00 11+00 12+00 47 . 2 ' 21 . 4 ' 10 8 . 0 ' COMMON GREEN LIMIT OF 10' (MIN.) V E G E T A T E D B U F F E R LIMIT OF 30' ( M I N . ) ZONING SETBACK VEGETATED B U F F E R ZONI N G S E T B A C K 25 . 0 ' 25 . 0 ' 21 . 2 ' 8 6 6 8 7 34 2 38.2' 46 . 6 ' BLDG 1 BLDG 2 BLDG 3 BLDG 10 BLDG 11 BLD G 1 2 STORMWATER BIORETENTION AREA (TYP.) FOOTPRINT OF PROPOSED PRESBY LEACHFIELDS INNOVATIVE/ALTERNATIVE TECHNOLOGY SEWAGE TREATMENT SYSTEM (DESIGN T.B.D.) PROPOSED LIMIT OF CLEARING BIKE RACK (TYP.) MAINTENANCE BUILDING STANDARD 9'X18' PARKING SPACE (TYP.) ADA ACCESSIBLE PARKING SPACE & LOADING ZONE (TYP; 8'X18') BIO 4 URC 2 BIO 3 BIO 2 URC 1 URC 3 CCB VC C VC C VCC M A T C H L I N E M A T C H L I N E 18 . 0 ' 9.0' 9.0' 18 . 4 ' 0+00 1+00 1+34 29.2' LOADING ZONE BIO 8 TRASH & RECYCLE Re v i s i o n s Ap p r . Re v . D a t e B y D e s c r i p t i o n 1 2 3 4 5 6 7 DE C E M B E R 2 0 , 2 0 2 2 M C L / E W H M C L / E W H R A C SI T E P L A N ( 2 ) 0 M I L L S T O N E R O A D CO M P R E H E N S I V E P E R M I T S E T BR E W S T E R , M A S S A C H U S E T T S Su r v e y P r o v i d e d B y : Sheet Number: Project Number: Registration: Pr e p a r e d F o r : Pl a n S e t : Pl a n T i t l e : Sheet : Ho r s l e y W i t t e n G r o u p , I n c . 90 R o u t e 6 A Sa n d w i c h , M A 0 2 5 6 3 Ph o n e : (50 8 ) 8 3 3 - 6 6 0 0 Fa x : (50 8 ) 8 3 3 - 3 1 5 0 Da t e d : Oc t o b e r 1 0 , 2 0 2 2 Pr e s e r v a t i o n o f A f f o r d a b l e Ho u s i n g , I n c . 2 O l i v e r S t r e e t , S u i t e 5 0 0 Bo s t o n , M A 0 2 1 0 9 Ph o n e : - Fa x : --- - 8 1922084of la s t m o d i f i e d : 1 2 / 2 3 / 2 2 p r i n t e d : 1 2 / 2 3 / 2 2 b y j h K: \ P r o j e c t s \ 2 0 2 2 \ 2 2 0 8 4 M i l l s t o n e R o a d B r e w s t e r \ D r a w i n g s \ 2 2 0 8 4 - S T . d w g (in feet) GRAPHIC SCALE 020 10 20 40 80 1 INCH = 20 FEET 8C - Ch e c k e d B y : De s i g n e d B y : Da t e : Dr a w n B y : Su s t a i n a b l e E n v i r o n m e n t a l S o l u t i o n s w w w . h o r s l e y w i t t e n . c o m 90 R o u t e 6 A Sa n d w i c h , M A 0 2 5 6 3 50 8 - 8 3 3 - 6 6 0 0 v o i c e 50 8 - 8 3 3 - 3 1 5 0 f a x Ho r s l e y W i t t e n G r o u p , I n c . PERMITTING SET ONLY NOT FOR CONSTRUCTION S S S S S S SS SSS S S S S S S S S S S S W W W W W W W W W W W W W W W W W W W W W W W W HY D HY D WV WW WW WW WW WW WV WV WV WV WV W V E/T/C E/T/C E/T/C E/T/C E/T/C E/T/C E/T/C E/T/C E/T/C E/T/C E/T/C E/T/C E/T/C E/ T / C E/T/C E/T/C E/T/C E/T / C E/T / C E/T / C E/ T / C E/ T / C E/ T / C E/T/C WW E/T / C E/T / C E/ T / C CO CO 14 + 6 7 0+00 1+00 2+00 3+0 0 4+00 5+00 12+00 13+ 0 0 14 + 0 0 BLDG 1 BLDG 4 BLDG 5 BLDG 6 BLDG 7 BLDG 8 BLDG 9 BLDG 10 M A T C H L I N E M A T C H L I N E MB 598 WV UP 31 UP 30 TP-8 TP-9 598 MILLSTONE ROAD N/F DAFFINEE 606 MILLSTONE ROAD N/F O'BRIEN 616 MILLSTONE ROAD N/F GUSKI MAP 98 LOT 12 TOWN OF BREWSTER DEED BOOK 31410-87 DEED BOOK 5233-64 16.61 ACRES ± 95 100 105 100 95 90 8889 105 10 5 10 4 101 101 102 10 3 100 100 100 100 105 98 98 99 99 101 102 103 104 106 10 09899 10 1 10 1 10 2 10 2103 10 3 106 104 10 0 96 97 98 99 101 105 103 104 D D D RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD RD D D D D 99 10 0 105 10 5 99 10 1 10 2 10 3 103 103 10 4 104 100 97 98 99 101 102 103 TC:104.26 BC:103.76 TC:101.23 BC:100.73 98.70 103.20 96.80 103.20 101.70 VEGETATED INFILTRATION BASIN 100-YR PEAK ELEV: 102.03 TOP OF BERM: 102.5 BOTTOM: 99.5 BIORETENTION AREA 1 INLET: 100.3 OVERFLOW: 99.7 BOTTOM: 99.2 BIORETENTION AREA 5 INLET: 96.0 OVERFLOW: 95.3 BOTTOM: 94.8 BIORETENTION AREA 6 INLET: 96.0 OVERFLOW: 95.5 BOTTOM: 94.8 RAINGUARDIAN FOXHOLE PRE-TREATMENT INLET PAVED FLUME & RG TURRET PRE-TREATMENT INLET (TYP.) FERN LANE MI L L S T O N E R O A D 101.50 97.50 98.00 104.05 104.10 103.20 100.60 FFE: 104.5 TOF: 104.0 MFG: 103.2 FFE: 101.0 TOF: 100.5 MFG: 99.7 FFE: 104.5 TOF: 104.0 MFG: 103.2 FFE: 103.0 TOF: 102.5 MFG: 101.7 FFE: 100.5 TOF: 100.0 MFG: 99.2 FFE: 98.3 TOF: 97.8 MFG: 97.0 FFE: 97.8 TOF: 97.3 MFG: 96.5 FFE: 99.7 TOF: 99.2 MFG: 98.4 99.50 97.50 104.25 102.31 96.25 99.60 100.34 102.61 102.3 101.5 96.05 96.05 103.74 103.63 104.46 104.20 104.50 103.20 96.50 TC:96.79 BC:96.29 98.50 99.70 104.50 101.00 96.50 96.30 96.00 UNDERGROUND RECHARGE CHAMBERS (URC-4) BLDG 6, 7, & 8 & BIO 7 TOP OF STONE= 96.75 TOP OF CHAMBER= 95.75 BOT. OF CHAMBER= 90.75 BOT. OF STONE= 89.50 99.70 98 9 9 101 10 2 10 0 101 10 2 10 3 10 4103 104 105 10 5 10 4 10 3 103 104 105 102 103 102 103 104 101 103 100 9 9 10099 9 8 9 7 9 7 9 8 9 5 10 3 10 4 9 7 99 100 101 102 99 100 9 9 98 9 7 9 8 99 98 99 98 97 10 0 9 9 101 103 10 2 101 100 95 9 6 102 10 0 9 5 100.72 101 96.85 BIORETENTION AREA 7 INLET: 100.7 OVERFLOW: 100.2 BOTTOM: 99.5 101 101 96.50 96.72 DMH 101 RIM: 100.45 DMH 102 RIM: 99.64 OS B1 RIM: 99.70 DMH 301 RIM: 96.22 OS B5 RIM: 95.50 OS B6 RIM: 95.50 DMH 105 RIM: 100.25 WEIR ELEV: 98.75 AD 1 RIM: 96.50 DMH 401 RIM: 98.76 OS C4 RIM: 95.50 DMH 106 RIM: 96.13 OS B7 RIM: 100.20 DMH 402 RIM: 100.20 9 4 9 4 9 6 WOOD DECK (ELEV. 95.0±) BUILT AROUND EXISTING BOULDER OS C1 RIM: 96.75 9 3 9 3 96 9 6 96 98.50 AD 5 RIM: 97.80 9 8 98.50 99.20 100.50 98.30 101.70 103.00 98.80 99 10 3 8" DIA. CULVERT UNDER WALKWAY (TYP.) 100 9 6 9 5 95.50 95.50 GRASSED DEPRESSION (BOT. ELEV. = 95.1) SEDIMENT FOREBAY BOT. ELEV. 100.75 CURB ELEV. 101.25 10 2 10 0 9 9 10 2 10 0 101 102103 10 0 101 101 RIP-RAP SPILLWAY ELEV. 102.0 (d50=6") 102 101100 10 2 BOULDER WALL TOP OF WALL: 102.5 BOT. OF WALL VARIES 102.5 104.50 101 104 102 101.70 10 4 10 3 INSTALL EROSION CONTROL BLANKET IN SWALE 96.50 96.50 98.50 101.50 99.60 102 96.50 TC:100.45 BC:99.95 M A S S S T A T E P L A N E Re v i s i o n s Ap p r . Re v . D a t e B y D e s c r i p t i o n 1 2 3 4 5 6 7 DE C E M B E R 2 0 , 2 0 2 2 M C L / E W H M C L / E W H R A C G R A D I N G P L A N ( 1 ) 0 M I L L S T O N E R O A D CO M P R E H E N S I V E P E R M I T S E T BR E W S T E R , M A S S A C H U S E T T S Su r v e y P r o v i d e d B y : Sheet Number: Project Number: Registration: Pr e p a r e d F o r : Pl a n S e t : Pl a n T i t l e : Sheet : Ho r s l e y W i t t e n G r o u p , I n c . 90 R o u t e 6 A Sa n d w i c h , M A 0 2 5 6 3 Ph o n e : (50 8 ) 8 3 3 - 6 6 0 0 Fa x : (50 8 ) 8 3 3 - 3 1 5 0 Da t e d : Oc t o b e r 1 0 , 2 0 2 2 Pr e s e r v a t i o n o f A f f o r d a b l e Ho u s i n g , I n c . 2 O l i v e r S t r e e t , S u i t e 5 0 0 Bo s t o n , M A 0 2 1 0 9 Ph o n e : - Fa x : --- - 9 1922084of la s t m o d i f i e d : 1 2 / 2 3 / 2 2 p r i n t e d : 1 2 / 2 3 / 2 2 b y j h K: \ P r o j e c t s \ 2 0 2 2 \ 2 2 0 8 4 M i l l s t o n e R o a d B r e w s t e r \ D r a w i n g s \ 2 2 0 8 4 - G D . d w g (in feet) GRAPHIC SCALE 020 10 20 40 80 1 INCH = 20 FEET 9C - Ch e c k e d B y : De s i g n e d B y : Da t e : Dr a w n B y : Su s t a i n a b l e E n v i r o n m e n t a l S o l u t i o n s w w w . h o r s l e y w i t t e n . c o m 90 R o u t e 6 A Sa n d w i c h , M A 0 2 5 6 3 50 8 - 8 3 3 - 6 6 0 0 v o i c e 50 8 - 8 3 3 - 3 1 5 0 f a x Ho r s l e y W i t t e n G r o u p , I n c . PERMITTING SET ONLY NOT FOR CONSTRUCTION S SS S SSS S S S S FM FM FM FM FM FM FM FM FM FM FM S S S S S S W W W W W W W W W W HY D HY D HY D W W W W W W V WV WV WW E/T/C E/T/C E/T/C E/T/C E/ T / C E/ T / C E/ T / C E/T/C E/T/C E/T/C E/ T / C E/ T / C E/T / C E/T / C W W WW E/ T / C CO CO E/T/C WW E 5+006+007+00 8+ 0 0 9+ 0 0 10+00 11+00 12+00 BLDG 1 BLDG 2 BLDG 3 BLDG 4 BLDG 10 BLDG 11 BLD G 1 2 M A T C H L I N E M A T C H L I N E 0+00 1+00 1+34 TP-2 TP-3 TP-5 TP-1 TP-4 TP-7 TP-6 105 100 95 90 85 10 0 100 95 93 94 95 95 106 107 107 110 10 5 10 0 97 98 99 10 09899 95 93 94 96 105 10 2 10 6 111 106 106 10 7 108 96 100 97 98 99 95 90 108 109 10 5 10 6 10 7 10 8 104 101 102 103 10 4 101 10 2 10 3 104 100 105 106 107 10510 6 D D D DD D D RD RD RD RD RD RD RD RD D D D 99 10 0 10 09999 10 110 2 100 97 98 99 101 102 ACC. AC C . ACC. 4. 5 % W A L K HP: 7+98.07 Elev: 102.52 LP: 5+93.59 Elev: 98.41 0+00 1+00 1+34 HP: 0+54.98 Elev: 99.05 102.50 TC:103.07 BC:102.57 TC:102.75 BC:102.25 TC:102.62 BC:102.12 TC:101.00 BC:100.50 99.36 99.25 99.6 BIORETENTION AREA 3 INLET: 99.2 OVERFLOW: 98.5 BOTTOM: 98.0 BIORETENTION AREA 2 INLET: 98.2 OVERFLOW: 97.7 BOTTOM: 97.0 BIORETENTION AREA 4 INLET: 97.6 BERM: 97.5 OVERFLOW: 97.0 BOTTOM: 96.5 98.92 98.88 98 99 99 99 FOOTPRINT OF PROPOSED WASTEWATER TREATMENT SYSTEM FOOTPRINT OF PROPOSED LEACHING FIELD BIO INLET (TYP.) PAVED FLUME & RG TURRET PRE-TREATMENT INLET (TYP.) 100.60 FFE: 101.0 TOF: 100.5 MFG: 99.7 FFE: 99.7 TOF: 99.2 MFG: 98.4 FFE: 97.8 TOF: 97.3 MFG: 96.5 FFE: 98.2 TOF: 97.7 MFG: 96.9 FFE: 99.7 TOF: 99.2 MFG: 98.4 FFE: 100.8 TOF: 100.3 MFG: 99.5 FFE: 103.3 TOF: 102.8 MFG: 102.0 FFE : 1 0 3 . 3 97.50 TC:102.78 BC:102.28 98.00 98.20 96.9096.90 97.66 TC:98.48 BC:97.98 96.25 TC:99.30 BC:98.80 TC:99.53 BC:99.03 99.6099.60 103.30 100.75 TC:102.94 BC:102.44 99.10 98.60 100.75 100.75 102.80 102.57 98.19 96.05 96.05 99.15 100.75 99.5098.88 99.60 96.5097.60 99.10 98.30 TC:102.00 BC:101.50 99.5099.20 98.20 99.50 TC:98.36 BC:97.86 97.83 98.4 101.00 99.70 96.50 96.30 96.0096.20 98.45 UNDERGROUND RECHARGE CHAMBERS (URC-2) BLDG 2, 11 & 12 BIOS 3 & 4 TOP OF STONE=95.50 TOP OF CHAMBER=94.50 BOT. OF CHAMBER=90.75 BOT. OF STONE=89.75 UNDERGROUND RECHARGE CHAMBERS (URC-1) BLDG 1, 3, 4 & 5 BIOS 1 & 2 TOP OF STONE=96.00 TOP OF CHAMBER=95.00 BOT. OF CHAMBER=91.25 BOT. OF STONE=90.25 UNDERGROUND RECHARGE CHAMBERS (URC-3) BLDG 9 & 10, BIOS 5 & 6 TOP OF STONE=94.25 TOP OF CHAMBER=93.25 BOT. OF CHAMBER=88.25 BOT. OF STONE=87.00 101.26 100.71 99.70 100.58 99.50 BIORETENTION AREA 8 INLET: 100.6 OVERFLOW: 100.1 BOTTOM: 99.4 99.50 100 105 104 10 5 10 4 99 98 98 98 9 8 97 9 9 9 9 9 9 98 9 7 9 9 9 8 99 98 99 98 97 10 0 9 9 9 8 100 101 10 0 9 9 9 9 10 0 101 10 1 102 102 101 100 9 9 9 5 9 4 9 6 98 9 7 97 99 98 98 9 9 98 97 10 2 97 98 99 99 98 9 6 101 100 99 106 107 10 3 102103104 101 100 96.85 99.15 99.20 99.40 TC:99.53 BC:99.03 9 9 9 8 9 7 99 98.4097 98.64 98.70 99 98.40 96.72 DMH 101 RIM: 100.45 DMH 102 RIM: 99.64 AD 3 RIM: 98.20 DMH 103 RIM: 98.55 OS B2 RIM: 97.70 DMH 201 RIM: 98.01 OS B4 RIM: 0.00 DMH 203 RIM: 98.94 OS B3 RIM: 98.70 AD 4 RIM: 97.90 DMH 301 RIM: 96.22 AD 1 RIM: 96.50 DMH 202 RIM: 97.81 AD 2 RIM: 98.47 DMH 106 RIM: 96.13 OS B8 RIM: 100.10 DMH 104 RIM: 98.25 9 4 9 6 OS C1 RIM: 96.75 9 3 9695 OS C2 RIM: 96.35 100.75 98.26 99.60 96.50 TC:100.45 BC:99.95 M A S S S T A T E P L A N E Re v i s i o n s Ap p r . Re v . D a t e B y D e s c r i p t i o n 1 2 3 4 5 6 7 DE C E M B E R 2 0 , 2 0 2 2 M C L / E W H M C L / E W H R A C G R A D I N G P L A N ( 2 ) 0 M I L L S T O N E R O A D CO M P R E H E N S I V E P E R M I T S E T BR E W S T E R , M A S S A C H U S E T T S Su r v e y P r o v i d e d B y : Sheet Number: Project Number: Registration: Pr e p a r e d F o r : Pl a n S e t : Pl a n T i t l e : Sheet : Ho r s l e y W i t t e n G r o u p , I n c . 90 R o u t e 6 A Sa n d w i c h , M A 0 2 5 6 3 Ph o n e : (50 8 ) 8 3 3 - 6 6 0 0 Fa x : (50 8 ) 8 3 3 - 3 1 5 0 Da t e d : Oc t o b e r 1 0 , 2 0 2 2 Pr e s e r v a t i o n o f A f f o r d a b l e Ho u s i n g , I n c . 2 O l i v e r S t r e e t , S u i t e 5 0 0 Bo s t o n , M A 0 2 1 0 9 Ph o n e : - Fa x : --- - 10 1922084of la s t m o d i f i e d : 1 2 / 2 3 / 2 2 p r i n t e d : 1 2 / 2 3 / 2 2 b y j h K: \ P r o j e c t s \ 2 0 2 2 \ 2 2 0 8 4 M i l l s t o n e R o a d B r e w s t e r \ D r a w i n g s \ 2 2 0 8 4 - G D . d w g (in feet) GRAPHIC SCALE 020 10 20 40 80 1 INCH = 20 FEET 10C - Ch e c k e d B y : De s i g n e d B y : Da t e : Dr a w n B y : Su s t a i n a b l e E n v i r o n m e n t a l S o l u t i o n s w w w . h o r s l e y w i t t e n . c o m 90 R o u t e 6 A Sa n d w i c h , M A 0 2 5 6 3 50 8 - 8 3 3 - 6 6 0 0 v o i c e 50 8 - 8 3 3 - 3 1 5 0 f a x Ho r s l e y W i t t e n G r o u p , I n c . PERMITTING SET ONLY NOT FOR CONSTRUCTION