6-4-26 Planning Commission FULL PACKET

Please note that, upon reasonable notice, at least 24 hours in advance, efforts will be made to accommodate the needs of disabled individuals through appropriate aids and services or provide a video link for meetings. For additional information to request this service, please contact the City Clerk's Office at 715-479-8682 ext. 224, 525 E. Maple Street, P.O. Box 1269, Eagle River WI 54521. AGENDA NOTICE (5/29/2026) THE PLANNING COMMISSION OF THE CITY OF EAGLE RIVER WILL HOLD A MEETING ON THURSDAY, JUNE 4, 2026, AT 5:00 P.M. AT CITY HALL, 525 E. MAPLE STREET IN EAGLE RIVER. Notice is hereby given that a majority of the City Council of the City of Eagle River may be attending scheduled Planning Commission meetings either in person or via zoom. This constitutes a meeting of the City Council pursuant to State ex rel. Badke v. Greendale Village Bd., 173 Wis. 2d 553, 494 N.W.2d 409 (1993), and must be noticed as such, although the Council will not take any formal action at these meetings. This meeting will be available by Zoom at the following link: https://us06web.zoom.us/j/85111695208?pwd=x5pMv8crrbsPuYwefObTYbJG0m83b3.1 Meeting ID: 851 1169 5208 Passcode: 963936 1) Call to Order. 2) Roll Call. 3) Approval of minutes. 4) Public Hearings, discussion and possible action on the following agenda item(s): a) Conditional Use Permit Public Hearing Continuation: Request by Amerco Real Estate Company/U- Haul for a conditional use permit to construct two (2) self-storage units totaling 51,977 square feet at 1100 N. Railroad Street, Eagle River, computer number 221-1019-06, in accordance with Chapter 106, Article VI, Division 7, Sec 106-473 Uses permitted by conditional grant, (8) Storage buildings not used for habitation – human or animal. b) Final Plan Review – Bike/Pedestrian crossing at Bridge & Spruce Streets (GHT & ERRP) c) Meadows - Request to purchase City-Owned Parcel Adjacent to 655 N Bond d) Comprehensive Plan - Scheduling of future comprehensive plan sessions as stand-alone meetings e) Discussion Only - Sponsor/off-site signage displayed year-round at local facilities (ie: Snowmobile Derby Track, Vilas County Fairgrounds) 5) Adjournment. Robin Ginner, City Administrator Page 1 Page 2 May 7, 2026 A meeting of the Plan Commission of the City of Eagle River was called to order at 5:00pm by Mayor Deb Brown. Roll Call: Alex Forer, Mary Horant, Brad Adamovich, Adam Grassl, John Hletko, Kim Schaffer and Deb Brown. Also in attendance Becky Bolte. Robin Ginner was present via Zoom. Motion by Schaffer, 2 nd by Horant to approve the minutes of the 3-5-2026 meeting. Carried. Ayes: Forer, Hletko, Grassl, Schaffer Abstained: Adamovich a) Conditional Use Permit Public Hearing: Request by the Eagle River Historical Society to place interpretive signs in Rotary Square, Silver Lake Beach Park and Riverview Park: Mayor Brown opened the public hearing at 5:05pm. Executive Director for the Eagle River Historical Society, Vito Bortolotti presented the plan for the signs to commemorate the 250 year celebration of American with local history. Former Executive Director Karen Sailer, 111 S 2 nd, spoke in favor of the signs. Kathryn Craffey, 202 N 3rd, spoke on her concerns with the signs being cemented into the ground at the Square, soil testing before installation, Historical Society hearing application having blanks, concerns that the history of indigenous people was not presented on the proposed signs, concerns about sponsor recognition being disguised as advertising. Bortolotti responded that he wanted to maintain historical integrity and a second round of signs is in the planning stage that would include Native American history in the area, anticipating within two years. The ER Historical Society continues to search out the history of indigenous people in the area that dates back an estimated 10,000 years. Horant suggested affixing signs on the neighboring building at the Square in lieu of having signs on or through the astro turf. Bortolotti is working with Eagle River Revitalization on adjustments to signs and placement to avoid any damage to the turf. Alice Kramer, 828 Meta Loon Trail, Town of Lincoln, clarified inception of why those parks were chosen as the sites have geographical significance. Jessica Bortolotti, 112 Illinois, signs are a great addition but encouraged those opposed to feel free to fundraise and put up their own signs. Jay Johnstone, 112 Illinois, all for the signs, history of towns is great, but accuracy is important. Andy Lichtfuss, 8414 Squash Lake Ln, Town of Three Lakes, City of Eagle River business owner, stated not every sign is going to be able to capture all of our history but this is a good beginning. Chelsea Sims, 213 E Wall St, spoke from Zoom with concerns of the lack of representation of the indigenous people. Discussion. Horant asked that people be part of the solution, volunteer. Brown called for any other audience comments. Annette Numrich, 1533 E Dollar Lk Rd, Town of Lincoln, the City of Madison has information on their historical signs that reads; We recognize that this land is seeded property of the indigenous peoples. Ginner reminded the audience that the Planning Commission is not tasked with what someone can put on their signs citing First Amendment violation but instead on the physical sign structure not what is on the sign. Emails received were then read aloud by Clerk Bolte - Kira Oas, 1508 Sandstone Circle, Town of Lincoln requesting the signs include the highlights of the indigenous people here before us. Jim Holperin, the Square Representative, requested that signs placed at the Square be portable, avoiding any digging into the turf. Mayor Brown closed the Public Hearing at 5:28pm and brought conversation back to the Commissioners. Grassl asked about the city receiving copy of sign before being put up. Hletko stated signs should be portable and concerns with sponsorship portion being advertising. Schaffer spoke to the city allowing a small signature on murals. Adamovich asked that park signs be portable for plowing/mowing/events. Grassl asked about mounting signs onto buildings at parks. Bortolotti is open for discussion on mounting and placement options. Motion by Horant, 2 nd by Forer to recommend City Council approval of a conditional use permit to the Eagle River Historical Society to place interpretive signs at the Square, Silver Lake Beach Park, and Riverview park with the condition that placement be done in coordination with Public Works at City representatives’ discretion. Carried on a roll call vote, all. b) Conditional Use Permit Public Hearing: Request by Amerco Real Estate Company/U-Haul for a conditional use permit to construct two (2) self-storage units totaling 51,977 square feet at 1100 N. Page 3 Ra ilroad Street, EagleRiver, computer number 221-1019-06, in accordance with Chapter 106, Article VI, Division 7, Sec 106-473Uses permitted by conditional grant, (8) Storage buildings not used for habitation – human or animal. Shawn Odden, representative for U-Haul Company of WI, was present. Mayor Brown confirmed a two-minute time limit for public comments. Odden stated they would like to partner with the city to develop the property at 1100 N Railroad with approximately 520 climate controlled self-storage units, 419 of which would be inside access. The approximate value of the facility would be $5 million at completion. Schaffer asked petitioner; “Why this property” with Odden responding accessibility, price, visibility and location. There will be one restroom in each building and estimating two people will be employed. Schaffer stated city sewer and water was designed for higher usage and that our sewer and water system would be underutilized by design. Ginner reminded all the standards to be applied from City Ordinance; (c)Standards. No conditional use will be granted by the council or recommended by the plan commission unless the use:(1) Addresses expected harmful project impacts.(2)Is so designed, located and proposed to be operated that the public health, safety and welfare will be protected.(3)Will not cause substantial injury to the value of other property in the neighborhood in which it is located Mayor Brown opened the floor for public comments at 5:40PM. Vic Washelesky, 173 River St, spoke on engineering background and presented information on expected project harmful impacts. Washelesky presented calculations that with a 57,000 Sq Ft building on the property, allowing for 20% without structure as required impervious surface, the comparison of rainfall runoff without project and with would result in 6x the amount of rainfall runoff with nowhere to go. Washelesky spoke on the height of Bluebird Road, lack of a ditch, and citing water pooling already a problem. Vito Bortolotti, 319 N Main, spoke on the detrimental impacts on his family owned business of Bortolotti’s Cin Cin, including aesthetics, light pollution and visibility. Karen Sailer, 111 S 2 nd, objected to the project, stating Eagle River is a tourist destination and Eagle River Revitalization spends a lot of time and money to make the area beautiful to attract tourism and business. Kathryn Craffey, 202 N 3rd, questioned the total number of units to be built, reported unreadable information in the public packets, concerns for lack of policies, storage units do not support the largest industry of tourism, reported lack of land use and growth management policies, wanted a minimum of a plan that is more aesthetically pleasing, suggested land be used for affordable housing or retail. Jess Bortolotti, 112 Illinois and business at 1114 Bluebird, stated flooding is a major issue in that area and they have had to put in drainage pond at their business. Advertising is geared towards small town feel and nature and feels storage units are the wrong image for the city. The project would not bring in jobs or service into the area. Andy Lichtfuss, 8414 Squash Lake Rd, Three Lakes, VP Chamber of Commerce, ERRP Board, owner of Andy’s Pontoon Saloon on Wall St, spoke with WI Economic Develop for stats, the city is small with less than 1700 residents with 765,000 tourists visiting annually. Lichtfuss stated there are better uses for that property that would benefit tourism and locals. Jay Stock, Tribute Brewing, 1106 N Bluebird, the project would be detrimental to his business agreeing with opposition already provided, citing location by airport restrictions in height of and signage problems. Annette Numrich, 1533 E Dollar Lake Rd, Town of Lincoln, concerns with aesthetics as people approach the city, stated the city is losing what draws people to our area with billboards and metal buildings. Taylor Garrison, 319 N Main, stated that area is near the Northland Pines Schools and snowmobiling events, stating the project would impact the residents and tourists. Shawn Odden, petitioner, replied: U-Haul civil engineers can look at water detention/run-off control, the building will have a low profile blocking visibility less than what could go in there, proposal has a few options for building design, there will be no unit access doors to the street side, his data shows there is a huge demand for storage. Odden reported U-Haul uses the highest level of security, code access to get into the main building, getting notices when people access the units and notices if any unit has been accessed for more than four hours. U-Haul is open to landscaping. Letters received where then read into record. In Opposition to the proposed storage unit project: Alice Kramer - President of the ER Historical Society, Jessica Bortolotti - 112 Illinois Rd and 112 Illinois and business at 1114 Bluebird, Karen Sailer - 111 S 2 nd, Vito Bortolotti - 314 N Main, Chelsea Sims - 213 E Wall St, Wendy Harris - Town of Lincoln, Melissa Deal – 121 N Main, Deborah Magee – 537 N Bond, Kari Kirschbaum – property owners at 311 Spruce and 214 N 3rd, Carol Marshall – Town of Lincoln, Dottie Reeder – Town of Lincoln, Katherine Kolb – Town of Washington. At 6:45PM Mayor Brown closed to public comments and brought conversation up to the Page 4 C ommissioners. Discussion. Schaffer asked Vic Washelesky, who was an Engineer, what would have to be done to accommodate the runoff from a business that size. Washelesky stating it depends on different factors but recommended a condition that detention needs to be a certain way to address it and requiring a landscaping plan. Adamovich stated that currently the storm sewer is only on the highway, so Bluebird side would run down to Cin Cin and Tribute. Schaffer confirmed two expected employees and that the sewer water system would be underused with only two bathrooms. Hletko confirmed proposed height of building at 11’. Horant presented need for landscaping plan including buffers, lighting plan, confirmed the cut in would not be from highway, options for material used for siding, concerns of signage/visibility to the existing businesses on Bluebird and sign height near the airport, and stated the project doesn’t address housing or job creation issues in the community. Horant reminded all that the property has remained for sale for decades with no one purchasing. U-Haul representative Odden responded they would be open to monument signage to address signs to neighboring businesses. Horant expressed concerns on impact of small businesses on Bluebird and stated with all buildings in proposed project, it’s 57,000 Square Feet. Forer stated on site stormwater management is a must and expressed concerns on security and how taxing security would be on the ER Police Department. Adamovich asked how many people the project would bring into the building daily with Odden replying that an average would be 25 visits per day. Grassl, we want business, and we want a Northwoods aesthetic, we want job creation, and people can’t find a place to live. The property has sat empty for 50 years. Grassl stated he was willing to compromise but that there was a lot to consider. Hletko, concern with water mitigation and reiterated that residents don’t like storage units. Hletko also voiced that the property has sat empty for 50 years and any development would block the view to Cin Cin and Tribute. Odden stated underground water detention could be under driveway, but they would start with above ground options. Holly Tomlanovich confirmed the placement would not interfere with existing trail system. Motion by Horant, 2 nd by Hletko to postpone any action until June 4th, 2026, Planning Commission regular meeting when developer can come back with detailed plans to be reviewed by the Commissioners, including; water retention, landscaping, signage, lighting plan, and siding samples. Carried on a roll call vote, all. c) O rdinance Amendment Public Hearing: Ordinance to Amend Chapter 106 (Zoning) of the Municipal Code of the City of Eagle River, Wisconsin, by adding a Definition of "Excavation" to Section 106-1: Motion by Hletko, 2nd by Grassl to recommend City Council adoption of presented ordinance, changing 500 cubic yards to 500 cubic feet, to read: Excavation. Any man-made cut, cavity, trench, depression, hole, or open pit in the earth's surface formed by the removal of soil, rock, earth, sand, gravel, or other materials, whether by mechanical equipment, hand tools, blasting, or other means. Excavation includes, but is not limited to, activities for foundations, basements, footings, trenches for utilities, grading for site preparation, or removal of unsuitable materials. This term does not include minor landscaping grading t hat does not exceed 12 inches in depth or 500 cubic feet in volume, or routine maintenance activities exempted under other provisions of this Code. Carried on a roll call vote, all. d) D ennis Meadows, Formal Request: Purchase of City-Owned Parcel Adjacent to 655 N Bond: Discussion with petitioner Dennis Meadows, Commission, and the public. Discussion. Concerns heard on selling public land and setting precedence. Motion by Horant, 2nd by Forer to postpone to June 4, 2026, Planning Co mmission meeting to allow PC to obtain legal counsel. Carried on a roll call vote, all. e) C omprehensive Plan update: Eric Sonnleitner was present for North Central Wisconsin Regional Planning Commission. Mayor Brown stated letters requesting Riverside Park have been received and d istributed to Commission members, but the discussion would remain on task with the agenda, by Commission members. Review of NCWRPC updates of Chapters 1-3 discussed at the March 5, 2026, Planning Commission meeting. Chapter 4 - Utilities & Community Facilities was read through by S onnleitner with little input. Grassl called for adjournment citing lack of participation as meeting has been going for over three hours. Remaining agenda items to be addressed at the next meeting of the Plan Commission. Motion by Grassl, 2nd by Horant to adjourn at 8:15PM. Carried, all. Page 5 Page 6 Application for a Hearing before Planning Commission Fee: $300, payable at application Applicant MUST provide the following information: Name Phone Mailing Address __________________________________ Email Interest in the Property Name of Property Owner Project Site Address The above signed applicant does petition the City Council as follows: Amend the Zoning Classification or Boundaries of a District Change may only be initiated by the City Council, Plan Commission or a petition by one or more of the owners or lessees of the property proposed to be changed. Pres ent Zoning Classification Requested Zoning Classification Applicant must provide the following information  Legal description and address of the property in question.  A sketch drawn to a scale of not less than 100 feet to the inch, showing area to be changed, its location, the location of the existing boundaries and the uses within 300 feet of the property proposed to be changed.  Property owners names, mailing address of all property within 300 feet of the property in question.  Present use of the property in question.  Proposed use of the property in question. Page 7 Page 8 Page 9 Signed _________________________________________________________________ Date __________________ Permit Fee _______________ Zoning District ____________ Minimum Setbacks: City of Eagle River Permit Application Site Address ____________________________________________Permit # ________________________ Building  Signs  Conditional Use  Re-Zoning  Demolition  Excavation  Moving (Deposit Required)  Other ______________  The undersigned her e by applies for a permit to do the work herein described and located on the application. The undersigned agrees that all work will be done in accordance with the Municipal Code of the City of Eagle River and wit h the statues of the State of Wisconsin Administrative Code applicable to the said premise. A pplicant Name _______________________________________ Phone # __________________________________ Mailing Address _______________________________________ Email: ___________________________________ Intended Pur pos e of Application ____________________________________________________________________ Project Cost: ________________________________ Size of Structure _____________________________________ Contractor Name _N/A___________________________Phone # __N/A________________________________ It is understood no structure or improvement may be constructed on City owned property, utility easements or highway right of ways without specific written permission from the City Council or designated representative. When establishing the site for construction, grade will be as established by City Council’s designated representative. __SC_________ (Initial) Expiration of Permit: If no Zoning Compliance certificate is issued within two years of the date of the issuance of the building permit, such building permit shall lapse. The holder of the permit must apply for an extension to the Administrator who may grant an extension. If no compliance certificate is issued within twenty-four months of the date of the issuing of the building permit, such building permit shall lapse. The holder of the building permit may apply for a re-issue of the building permit to the Administrator. It is understood the total building permit fee will be assessed at this time. By the granting of this permit the undersigned agrees to allow Administrator unfettered and unlimited access to the subject property for inspections to determine compliance to the City of Eagle River Code of Ordinances and applicable laws. Diggers Hotline MUST be contacted prior to the start of the excavation 1-800-242-8511. ___________ (Initial) Signature of Applicant or Agent ______________________________________________ Date _________________ This pe rmit is a zoni ng permit only. The improvement may require a building permit. For single family and two family residential properties you need to contact Baas Inspection Agency LLC at 715 891 0323 to determine if you need a building permit and inspection. For Commercial Property and Multi Family (4 or more units) you need to contact the State Building Inspector for District 7. Front ________ Corner Side ________ Each Side ________ Rear ________ Max Height ______ Site Plan Required _______________________________ Approved ______________________________________ Remarks ______________________________________________________________________________________ ______________________________________________________________________________________________ ______________________________________________________________________________________________ Zoning Administrator For Office Use Only: Permit distribution:  Clerk (w/check)  Light & Water  Fire Dept.(commercial only)  File Payment: $____________  Cash  Check #_____________ Date:______________ Admin:_______ Date _______ Page 10 Office of Zoning & Administration  525 E. Maple Street, PO Box 1269, Eagle River, WI 54521  715-479-8682 https://eagleriverwi.gov/ NOTICE OF PUBLIC HEARING Posted 05/12/2026 Amerco Real Estate Company/U -Haul is requesting a conditional use permit to construct two (2) self-storage units totaling 51,977 square feet at 1100 N. Railroad Street, Eagle River, computer number 221-1019-06, in accordance with Chapter 106, Article VI, Division 7 , Sec 106 -473 Uses permitted by conditional grant, (8 ) Storage buildings not used for habitation – human or animal. The property, zoned as Highway Commercial, is described as: Sec. 28, T40N, R10E PRT NW NW . Complete legal in tax roll. The City of Eagle River Planning Commission will hold a public hearing to review the request on Thursday, June 4, 2026 at 5:00 p.m. located at the Eagle River City Hall, 525 E. Maple Street, Eagle River WI 54521. Comments can be made at the public hearing or by mail to City Administrator, PO. Box 1269, Eagle River, WI 54521; by phone (715) 479- 8682 x227 or email rcginner@eagleriverwi.gov. Documents will be available for review at City Hall. PETITIONERS, OR THEIR REPRESENTATIVES, SHALL BE PRESENT. Page 11 Legal Notice Publish twice, beginning April 20, 2026 – Affidavit requested NOTICE OF PUBLIC HEARING CITY OF EAGLE RIVER PLANNING COMMISSION Amerco Real Estate Company/U-Haul is requesting a conditional use permit to construct two (2) self- storage units totaling 51,977 square feet at 1100 N. Railroad Street , Eagle River, computer number 221-1019-06, in accordance with Chapter 106, Article VI, Division 7 , Sec 106-473 Uses permitted by conditional grant, ( 8) Storage buildings not used for habitation – human or animal. The property, zoned as Highway Commercial, is described as: Sec. 28, T40N, R10E PRT NW NW . Complete legal in tax roll. The City of Eagle River Planning Commission has scheduled a public hearing for Thursday, May 7, 2026 at 5 pm, located in the Eagle River Common Council Chambers, 525 E. Maple Street, Eagle River, WI 54521. Comments can be made in person at the public hearing or by mail to City Administrator, PO. Box 1269, Eagle River, WI 54521; by phone (715) 479- 8682 x227 or email rcginner@eagleriverwi.gov . Documents will be available for review at City Hall. PETITIONERS, OR THEIR REPRESENTATIVES, SHALL BE PRESENT. Page 12 STATE OF WISCONSIN DOT , WI 00000 CITY OF EAGLE RIVER PO BOX 1269 EAGLE RIVER, WI 54521 SENIOR EAGLE RIVER INC VOLUNTEER ENTERPRISE EAGLE RIVER, WI 54521 LIZCO SUPER 8 INC 3910 INDIAN LAKE RD RHINELANDER, WI 54501 ERINS PUB AND GRUB LLC 2141 ADAM RD EAGLE RIVER, WI 54521 GREGORY A HERFINDAHL TRUST 118 AIRPORT RD EAGLE RIVER, WI 54521 INDIANHEAD OIL CO LLC PO BOX 52085 DC-17 PHOENIX, AZ 85249 ASPIRUS BUILDINGS INC 2200 WESTWOOD DR WAUSAU, WI 54401 EAGLE CAR WASH LAND LLC PO BOX 1835 EAGLE RIVER, WI 54521 KEY 23 INVESTMENTS LLC PO BOX 914 EAGLE RIVER, WI 54521 TRIBUTE HOLDINGS LLC 39 OAKWOOD DR NAPERVILLE, IL 60540 BRIAN P ROTH 5408 RAZORBACK RD CONOVER, WI 54519 WCD HOLDINGS LLC PO BOX 1808 EAGLE RIVER, WI 54521 Page 13 Page 14 FNDIP-3/4" FNDIP-3/4" FNDIP-1" FNDIP-1" 1644.9 1644.6 FNDIP-3/4" 1645.4 1645.3 1645.4 1645.21645.4 1645.4 1645.8 1646.4 1646.0 1645.5 1643.9 1644.0 1643.0 1642.5 1642.4 1641.9 1642.2 1644.00 RIM:1644.86 INV:1635.36 STAMP/SIGNATURE: SCALE NOTE: SURVEYED BY: OTHERS DESIGNER: DUSTIN VREELAND FILE NO.: 26-0159 PROJECT: LOCATION: REVISIONS DATE BYDESCRIPTION SHEET SCALE: ORIGINAL PLAN DATE: 5/28/2026 TITLE PAGE: PREPARED FOR:PLAN DATE: C3 1" = 30' Page 15 FNDIP-3/4" FNDIP-3/4" FNDIP-1" FNDIP-1" 1644.9 1644.6 FNDIP-3/4" 1645.4 1645.3 1645.4 1645.21645.4 1645.4 1645.8 1646.4 1646.0 1645.5 1643.9 1644.0 1643.0 1642.5 1642.4 1641.9 1642.2 1644.00 RIM:1644.86 INV:1635.36 STAMP/SIGNATURE: SCALE NOTE: SURVEYED BY: OTHERS DESIGNER: DUSTIN VREELAND FILE NO.: 26-0159 PROJECT: LOCATION: REVISIONS DATE BYDESCRIPTION SHEET SCALE: ORIGINAL PLAN DATE: 5/28/2026 TITLE PAGE: PREPARED FOR:PLAN DATE: C4 1" = 30' Page 16 FNDIP-3/4" FNDIP-3/4" FNDIP-1" FNDIP-1" FNDIP-3/4" 1645.4 1646.2 OAK34 1645.0 PIN81644.9 PIN9 1645.0 PIN8 1645.4 PIN8 1645.4 PIN8 1645.4 PIN7 1645.3 PIN7 1646.2 PIN9 1646.0 PIN7 1646.5 PIN14 1645.3 1645.4 1645.21645.4 1645.4 1645.8 1646.4 1646.0 1645.5 1642.4 1644.00 RIM:1644.86 INV:1635.36 118,014 S.F.(2.71 ACRES) STAMP/SIGNATURE: SCALE NOTE: SURVEYED BY: OTHERS DESIGNER: DUSTIN VREELAND FILE NO.: 26-0159 PROJECT: LOCATION: REVISIONS DATE BYDESCRIPTION SHEET SCALE: ORIGINAL PLAN DATE: 5/28/2026 TITLE PAGE: PREPARED FOR:PLAN DATE: C2 1" = 30' Page 17 FNDIP-3/4" FNDIP-3/4" FNDIP-1" FNDIP-1" 1644.9 1644.6 FNDIP-3/4" 1645.4 1645.3 1645.4 1645.21645.4 1645.4 1645.8 1646.4 1646.0 1645.5 1643.9 1644.0 1643.0 1642.5 1642.4 1641.9 1642.2 1644.00 RIM:1644.86 INV:1635.36 STAMP/SIGNATURE: SCALE NOTE: SURVEYED BY: OTHERS DESIGNER: DUSTIN VREELAND FILE NO.: 26-0159 PROJECT: LOCATION: REVISIONS DATE BYDESCRIPTION SHEET SCALE: ORIGINAL PLAN DATE: 5/28/2026 TITLE PAGE: PREPARED FOR:PLAN DATE: C4 1" = 30' EROSION CONTROL SCHEDULING 1.INSTALL PERIMETER EROSION CONTROL. INSTALL INLET PROTECTION ON ALL CATCH BASIN DOWNSTREAM OF SITE EVEN IF NOT CALLED OUT ON THIS SHEET. 2. BEGIN DEMOLITION FOR NEW BUILDING. 3. BEGIN ROUGH GRADING AND UTILITY INSTALLATION. 4. DURING GRADING ACTIVITIES EXISTING GRASS AND VEGETATION, TO BE REMOVED, SHALL REMAIN IN PLACE FOR AS LONG AS POSSIBLE, TO AVOID SEDIMENT TRANSPORT. 5. ALL DISTURBED AREAS SHALL BE STABILIZED, TEMPORARILY AND/OR PERMANENT, WITHIN 30 DAYS OF DISTURBANCE, OR PERMANENTLY STABILIZED WITHIN 7 DAYS OF ACHIEVING FINISHED GRADE. 6. IF DISTURBED AREAS MUST BE LEFT OVER WINTER, AN ANIONIC POLYACRYLAMIDE SHALL BE APPLIED TO ALL DISTURBED AREAS PRIOR TO GROUND FREEZE. SEE SPECIFICATIONS FOR DETAILS. PROPOSED EROSION CONTROL ACTIVITIES Page 18 STAMP/SIGNATURE: SCALE NOTE: SURVEYED BY: OTHERS DESIGNER: DUSTIN VREELAND FILE NO.: 26-0159 PROJECT: LOCATION: REVISIONS DATE BYDESCRIPTION SHEET SCALE: ORIGINAL PLAN DATE: 5/28/2026 TITLE PAGE: PREPARED FOR:PLAN DATE: C6 1" = 30' Page 19 FNDIP-3/4" FNDIP-3/4" FNDIP-1" FNDIP-1" 1644.9 1644.6 FNDIP-3/4" 1645.4 1645.3 1645.4 1645.21645.4 1645.4 1645.8 1646.4 1646.0 1645.5 1643.9 1644.0 1643.0 1642.5 1642.4 1641.9 1642.2 1644.00 RIM:1644.86 INV:1635.36 STAMP/SIGNATURE: SCALE NOTE: SURVEYED BY: OTHERS DESIGNER: DUSTIN VREELAND FILE NO.: 26-0159 PROJECT: LOCATION: REVISIONS DATE BYDESCRIPTION SHEET SCALE: ORIGINAL PLAN DATE: 5/28/2026 TITLE PAGE: PREPARED FOR:PLAN DATE: C7 1" = 30' Page 20 FNDIP-3/4" FNDIP-3/4" FNDIP-1" FNDIP-1" 1644.9 1644.6 FNDIP-3/4" 1645.4 1645.3 1645.4 1645.21645.4 1645.4 1645.8 1646.4 1646.0 1645.5 1643.9 1644.0 1643.0 1642.5 1642.4 1641.9 1642.2 1644.00 RIM:1644.86 INV:1635.36 STAMP/SIGNATURE: SCALE NOTE: SURVEYED BY: OTHERS DESIGNER: DUSTIN VREELAND FILE NO.: 26-0159 PROJECT: LOCATION: REVISIONS DATE BYDESCRIPTION SHEET SCALE: ORIGINAL PLAN DATE: 5/28/2026 TITLE PAGE: PREPARED FOR:PLAN DATE: C8 1" = 30' Page 21 Page 22 PREMIUM QUALITY LIGHTING® • Phone: 800-323-8107 © P .Q.L., Inc. • 2285 Ward Avenue • Simi Valley, CA 93065 www.PQLighting.com Rev: 08/01/2025 CUTOFF WALL PACKS LED EXTERIOR LIGHTING LED Cutoff Wall Packs are high quality, designed for outdoor use. Perfect for illuminating entrances, walls, and providing added security lighting. Our energy- saving wall packs deliver bright, uniform light with a long life (50,000 hrs) significantly reducing maintenance costs and energy use over the life of the fixture, quickly paying for itself. Application: Ideal for commercial and industrial applications; building entrances, walkways, security and perimeter lighting. Fixtures are available in a variety of finishes and color temperatures. Contact your sales representative to discuss your specific needs. Page 2-3 Page 4 Page 23 PREMIUM QUALITY LIGHTING® • Phone: 800-323-8107 © P .Q.L., Inc. • 2285 Ward Avenue • Simi Valley, CA 93065 www.PQLighting.com Rev: 08/01/2025 SPEC-SELECT™ STEALTH FULL CUTOFF WALL PACK LED EXTERIOR LIGHTING WATTS ITEM# DESCRIPTION DLC® CCT LUMENS LPW BEAM CRI VOLTS FINISH LIFE HOURS TRAD. EQUIV. CASE 20/30 45/50 83910 F. CUTOFF WALL PACK/20-30-45-50W/30-50K/120-277V/BRZ Qualification Model # SPSTLWP-50-[L;H]V- [C;MC;PC;PSC;SC]-TK 30-50K 1500- 6343 127 Type III 73 120-277 BRONZE 50,000 100- 175W 1 83913 F. CUTOFF WALL PACK/20-30-45-50W/30-50K/120-277V/WHT Qualification Model # SPSTLWP-50-[L;H]V- [C;MC;PC;PSC;SC]-TK 30-50K 1500- 6343 127 Type III 73 120-277 WHITE 50,000 100- 175W 1 80/90 100/120 83911 F. CUTOFF WALL PACK/80-90-100-120W/30-50K/120-277V/BRZ Qualification Model # SPSTLWP-120-[L;H]V- [C;MC;PC;PSC;SC]-TK 30-50K 9600- 14500 121 Type III 73 120-277 BRONZE 50,000 250- 400W 1 83915 F. CUTOFF WALL PACK/80-90-100-120W/30-50K/120-277V/WHT Qualification Model # SPSTLWP-120-[L;H]V- [C;MC;PC;PSC;SC]-TK 30-50K 9600- 14500 121 Type III 73 120-277 WHITE 50,000 250- 400W 1 ACCESSORIES Check fixture TDS to confirm compatibility of accessories. WATTS ITEM# DESCRIPTION CASE 83336 BUTTON STYLE PHOTO CELL FOR LED WALL PACK/120-277V 70 4 55704 EMERGENCY PACK FOR LED FIXTURE 4W/90 MIN/IP65 2 & 1 TEST LIGHT AND BUTTON (Not for use on fixtures over 50W) 50 FEATURES • Selectable Wattage & Color Temperature (3000K, 4000K, 5000K) • High Efficiency, Energy Saving • Durable Construction • Mercury Free - Environmentally friendly. • Vibration and shock resistant • Wet Location Rated • Bronze or White finish • Ideal for security, walkways and perimeter lighting. Key: P = Pending / LPW = Lumens Per Watt / TRAD. EQUIV. = Traditional Equivalent Note: Warranty and Qualifications can vary per item, see technical data sheets (TDS) for specific information. • Not all product variations listed are DLC® qualified. Visit www.designlights.org/search to confirm qualification. • Published lumens on LED products are approximate and may vary slightly. • Specifications are subject to change without notice. • Photos and drawings may not be to scale and are for general reference only. * 83336 and 83895 or 55704 (4W EM Battery) cannot be used together; one accessory prevents the other from fitting in the fixture. 55704 83336 Page 24 PREMIUM QUALITY LIGHTING® • Phone: 800-323-8107 © P .Q.L., Inc. • 2285 Ward Avenue • Simi Valley, CA 93065 www.PQLighting.com Rev: 08/01/2025 STEALTH FULL CUTOFF WALL PACK LED EXTERIOR LIGHTING WATTS ITEM# DESCRIPTION DLC® CCT LUMENS LPW BEAM CRI VOLTS FINISH LIFE HOURS TRAD. EQUIV. CASE 30 83900 FULL CUTOFF WALL PACK/30W/50K/120-347V/BRZ Qualification Model # STLWP-30-347-[D,P,M]-50K 5000K 4110 137 Type III 70 120-347 BRONZE 50,000 100W 1 ACCESSORIES Check fixture TDS to confirm compatibility of accessories. WATTS ITEM# DESCRIPTION CASE 83896 MICROWAVE MOTION SENSOR FOR LED STEALTH™ FULL CUTOFF WALL PACK/12-24vDC 100 83336 BUTTON STYLE PHOTO CELL FOR LED WALL PACK/120-277V 70 4 55704 EMERGENCY PACK FOR LED FIXTURE 4W/90 MIN/IP65 2 & 1 TEST LIGHT AND BUTTON (Not for use on fixtures over 50W) 50 8 83893 EM BATTERY FOR LED STEALTH™ FULL CUTOFF WALL PACK/8W 90 MIN/120-277V (Not for use on fixtures over 150W) 20 FEATURES • High Efficiency, Energy Saving • Durable Construction • Mercury Free - Environmentally friendly. • Vibration and shock resistant • Wet Location Rated • Bronze finish • Ideal for security, walkways and perimeter lighting. Key: P = Pending / LPW = Lumens Per Watt / TRAD. EQUIV. = Traditional Equivalent Note: Warranty and Qualifications can vary per item, see technical data sheets (TDS) for specific information. • Not all product variations listed are DLC® qualified. Visit www.designlights.org/search to confirm qualification. • Published lumens on LED products are approximate and may vary slightly. • Specifications are subject to change without notice. • Photos and drawings may not be to scale and are for general reference only. 55704 83893 83896 83336 Page 25 PREMIUM QUALITY LIGHTING® • Phone: 800-323-8107 © P .Q.L., Inc. • 2285 Ward Avenue • Simi Valley, CA 93065 www.PQLighting.com Rev: 08/01/2025 SPEC-SELECT™ DESIGNER FULL CUTOFF WALL PACK LED EXTERIOR LIGHTING Key: P = Pending / LPW = Lumens Per Watt / TRAD. EQUIV. = Traditional Equivalent Note: Warranty and Qualifications can vary per item, see technical data sheets (TDS) for specific information. • Not all product variations listed are DLC® qualified. Visit www.designlights.org/search to confirm qualification. • Published lumens on LED products are approximate and may vary slightly. • Specifications are subject to change without notice. • Photos and drawings may not be to scale and are for general reference only. WATTS ITEM# DESCRIPTION DLC® CCT LUMENS LPW BEAM CRI VOLTS FINISH LIFE HOURS TRAD. EQUIV. CASE 0-10V DIMMING 40/50 60/80 83917 DESIGNER F.C.W.P/40-50-60-80W/30-50K/DIMM/120-277V/BRZ Qualification Model # SSTWP-80[L;H]-[CS]-CC 30-50K 5212- 10399 130 93° 74 120-277 BRONZE 50,000 200- 400W 1 ACCESSORIES Check fixture TDS to confirm compatibility of accessories. WATTS ITEM# DESCRIPTION CASE 83336 BUTTON STYLE PHOTO CELL FOR LED WALL PACK/120-277V 70 FEATURES • Selectable Wattage & Color Temperature (3000K, 4000K, 5000K) • High Efficiency, Energy Saving • Durable Construction • Mercury Free - Environmentally friendly. • Vibration and shock resistant • Wet Location Rated • Ideal for security, walkways and perimeter lighting. 83336 Page 26 Storm W ater Management 1 V reeland Land Surveyors & Engineers Project # 26-0159 E rosion Control/Storm Water Management Maintenance/Operation Plan For : U-H aul Eagle River Prepar ed By: 610 3 Dawn Street Weston, WI 54476 Loca ted in: C ity of Eagle River Vilas County, WI Da ted: May 28, 2026 Page 27 Storm W ater Management 2 V reeland Land Surveyors & Engineers Project # 26-0159 TABLE OF C ONTENTS Stor m Water Management Plan U-Haul Eagle River City of Eagle River, Wisconsin 1.0 BACK GROUND & GENERAL INFORMATION................................................ 3 1.1 Introduction and Project Location .............................................................. 3 1.2 Project Description...................................................................................... 3 1.3 Project Requirements .................................................................................. 3 1.4 General Project Data ................................................................................... 3 2.0 EXISTING DRAINAGE CONDITIONS ............................................................... 4 2.1 Existing Drainage Area ............................................................................... 4 2.2 Existing Drainage Calculation Summary.................................................... 4 2.3 Existing Off-Site Drainage ......................................................................... 4 3.0 PROPOSED DRAINAGE CONDITIONS ............................................................. 4 3.1 Proposed Drainage Areas ............................................................................ 4 3.2 Post-Development Runoff Summary .......................................................... 4 3.3 Proposed Detention Areas........................................................................... 4 4.0 POST-DEVELOPMENT PERFORMANCE STANDARDS ................................ 5 4.1 Total Suspended Solids ............................................................................... 5 4.2 Infiltration ................................................................................................... 5 4.3 Peak Discharge............................................................................................ 5 4.4 Protective Area............................................................................................ 5 4.5 Summary ..................................................................................................... 5 5.0 CONSTRUCTION SITE PERFORMANCE STANDARDS ................................. 6 5.1 Erosion Control ........................................................................................... 6 5.2 Construction Site Erosion Control Measures .............................................. 6 5.3 Operation and Maintenance, Short-term ..................................................... 7 5.4 Operation and Maintenance, Long-term ..................................................... 7 6.0 SOIL AND SEDIMENT LOSS DISCHARGE ...................................................... 8 A ppendices A. Location Map B. Geotechnical Data C. Existing Drainage Map and Calculations D. Proposed Drainage Map and Calculations E. Soil Loss and Sediment Discharge Map and Calculations F. State of Wisconsin Construction Site Inspection Report and Plan of Operation Page 28 Storm W ater Management 3 V reeland Land Surveyors & Engineers Project # 26-0159 Ero sion Control/Storm Water Management Maintenance and Operation Plan for U-Haul Eagle River 1. 0 BACKGROUND & GENERAL INFORMATION 1.1 Introduction and Project Location Vreeland Associates has been retained by David Barnes to perform storm water management calculations and prepare a storm water management plan per NR216.47 and NR151, for the proposed shed buildings project. The project site is located at 1100 N Railroad Street Eagle River, WI. The project is located in part of the Northwest ¼ of the Northwest ¼ of Section 28, Township 40 North, Range 10 East, City of Eagle River, Vilas County, Wisconsin. 1.2 Project Description The proposed project consists of developing proposed 2.7 acres for indoor storage and parking lot. The site will be graded for storm water management best management practices. (See Location Plan in Appendix A). 1.3 Project Requirements The project area includes approximately 2.7 acres that will be disturbed. Since the disturbed area exceeds one acre, a Wisconsin Department of Natural Resources Notice of Intent application/permit (NOI-WPDES per WDNR) is required. The storm water management plan for this project is developed in accordance with the NOI- WPDES requirements and NR216.47/NR151.121 for new development site. 1.4 General Project Data Soils Based on existing soil mapping data from the Natural Resources Conservation Service (NRCS), the existing subgrade soils are expected to be Rubicon sand, which are classified as hydrologic class “A”. Stormwater test pits were performed by Partners. The borings found to topsoil overlaying fill sand and sand. These borings are consistent with NRCS. The determined limiting factor for stormwater infiltration was sand layer with an infiltration rate of 3.6 in/hr. The geotechnical data containing soil hydrologic classes are attached in Appendix B. Groundwater At the site of the proposed infiltration groundwater was encountered. Groundwater will be well below the proposed project and will not be disturbed. Wetlands Accor ding to the Wisconsin DNR Wetlands and Wetlands Indicator map, there are not identified wetlands within the project limits. Page 29 Storm W ater Management 4 V reeland Land Surveyors & Engineers Project # 26-0159 2. 0 EXISTING DRAINAGE CONDITIONS 2.1 Existing Drainage Area The existing site consists of one sub-basin (E1). Sub-basin E1 contains grass. E1 generally flows to the northeast of the property. An existing drainage map can be found in Appendix C. 2.2 Existing Drainage Calculation Summary Existing drainage calculations utilize TR-55 methodology and results for a 1, 2, 10 and 100-year design storm are included. Existing drainage calculations are provided in Appendix C. 2.3 Existing Off-Site Drainage Existing off-site storm water runoff draining onto the project site has been taken into consideration for the existing or proposed drainage evaluation. 3.0 PROPOSED DRAINAGE CONDITIONS 3.1 Proposed Drainage Areas The proposed site is divided into six sub-basins (D1-D5, 1S). 1S consists of runoff from the grass area. Runoff from D1 consists of parking lot, building, and grass. Runoff from D1 is conveyed to the north and will runoff into P1 for treatment and rate control. D2 consists of the parking lot, building and grass area. Runoff from D2 is conveyed to the west into P2 for treatment and rate control. D3 consists of runoff from the proposed buildings, parking lot and lawn area. Runoff from D3 is conveyed into the proposed stormwater detention basin 3P for treatment and rate control. D4 consists of runoff from the proposed buildings, parking lot and lawn area. Runoff from D4 is conveyed into the proposed stormwater detention basin 3P for treatment and rate control. D5 consists of runoff from the proposed buildings, parking lot and lawn area. Runoff from D5 is conveyed into the proposed stormwater detention basin 3P for treatment and rate control. A proposed drainage area map is provided in Appendix C. 3.2 Post-Development Runoff Summary Proposed drainage calculations utilize TR-55 methodology and results for a 1, 2, 10 and 100-year design storm have been attached. A proposed drainage area map and calculations are provided in Appendix D. 3.3 Proposed Detention Areas There are five proposed treatment and rate control devices for storm water management. Pond P1 is a stormwater infiltration basin that will be used for infiltration purposes, total suspended solids removal and peak discharge control. Infiltration basin (1P) is located on the northeast corner of the proposed project. The basin will have a culvert to flow into P2 to control the depth of water. An emergency overflow has been included for extreme storm events. Pond P2 is a stormwater infiltration basin that will be used for infiltration purposes, total suspended solids removal and peak discharge control. Infiltration basin (P2) is located on the northwest side of the proposed project. The basin will have a culvert to flow into P3 to control the depth of water. An emergency overflow has been included for extreme storm events. Pond P3 is a stormwater infiltration basin that will be used for infiltration purposes, total suspended solids removal and peak discharge control. Infiltration basin (P3) is located on the west side of the proposed project. The basin will have a culvert to flow into P4 to control the depth of water. An emergency overflow has been included for extreme storm events. Pond P4 is a stormwater infiltration basin that will be used for infiltration purposes, total suspended solids removal and peak discharge control. Infiltration basin (1P) is located on the west side of the proposed project. An emergency overflow has been included for extreme storm events. Pond P5 is a stormwater infiltration basin that will be used for Page 30 Storm W ater Management 5 V reeland Land Surveyors & Engineers Project # 26-0159 inf iltration purposes, total suspended solids removal and peak discharge control. Infiltration basin (P5) is located on the south side of the proposed project. An emergency overflow has been included for extreme storm events. See Appendix C detention basin volume calculations. 4.0 POST-DEVELOPMENT PERFORMANCE STANDARDS 4. 1 Total Suspended Solids 1. Accor ding to NR151.122, BMPs shall be designed in accordance with Table 1, or to the maximum extent practicable. For new development projects Table 1 indicates that the total suspended solids load from parking areas and roads shall be reduced by 80 percent, based on an average annual rainfall, as compared to no runoff management controls. The total suspended solids removal has been modeled in WinSLAMM version 10.5. According to the WinSLAMM modeling the expected TSS removal from the entire site is 99.69% (excluding the proposed grass swales) the proposed design meets the requirements of NR151.122. See Appendix D for the WinSLAMM modeling inputs and outputs. 4. 2 Infiltration NR 151 requires that the post-development site infiltrate 90% of the pre-development runoff based on an average annual rainfall. Using WinSLAMM and HydroCAD the results show that the post- development site infiltrates 99.94% of the average annual rainfall utilizing the infiltration basin for infiltration. See Appendix D for input and output results using HydroCAD and WinSLAMM and soil report for measured infiltration. 4. 3 Peak Discharge Accor ding to NR151.123(1), BMPs shall be employed to maintain or reduce the peak runoff discharge rates, to the maximum extent practicable, as compared to pre-development conditions. Th e pre-development and post-development peak rates of discharge leaving the site are summarized in the table below. Curve numbers used for the modeling of this site were Class C soils per the soil borings completed by Star Environmental. See Appendix C for HydroCAD modeling routing diagrams, summaries, and node listings. P re-D evelopment P ost-Development Tot al (E 1) Tot al (2L) 1-ye ar 24-hour Peak Flow 0.00 cfs 0.00 cfs 2-ye ar 24-hour Peak Flow 0.00 cfs 0.00 cfs 10-year 24-hour Peak Flow 0.01 cfs 0.00 cfs 10 0-y ear 24-hour Peak Flow 1.0 4 cfs 4.26 cfs 4. 4 Protective Area Accor ding to NR151.125(4)(e) areas of post-construction sites from which the runoff does not enter the surface water, including wetlands, without first being treated by a BMP to meet the requirements of 151.122 to 151.123, are exempt from meeting the requirements of the Protective Areas performance standards. Not applicable. 4. 5 Summary Th e modeling of this site shows that the requirements set by the Department of Natural Resources for total suspended solids, peak discharge, and infiltration can all be met with the proposed design. Page 31 Storm W ater Management 6 V reeland Land Surveyors & Engineers Project # 26-0159 Th e Storm Water Management Plan shows basic compliance with accepted engineering practice in hydrology planning and design. The resulting development will function as a positive addition to the community while sustaining environmental benefits in storm water management and quality. 5. 0 CONSTRUCTION SITE PERFORMANCE STANDARDS 5.1 Erosion Control The purpose of this control plan is to provide guidelines that comply with the state and local requirements, as well as to make recommendations regarding erosion control and storm water management. The construction of this development is a critical phase in terms of storm water management and runoff control. Construction site erosion control will help minimize the impact of development, enhance and protect local environment, and protect the surrounding project area by applying best management practices for erosion control at construction sites. This work shall be planned and executed in accordance with the Wisconsin Department of Natural Resources Storm Water Management Technical Standards and/or accepted local engineering practice. The owner/developer will be responsible for erosion control during the process of construction. Silt fence, site vegetation, inlet protection, tracking pad, and erosion mat will be utilized to keep sediment from leaving the construction site. 5.2 Construction Site Erosion Control Measures The following erosion control devices may be used on the project site at any time during the construction phases to ensure the compliance with NR 216 and local erosion control requirements, as applicable. a) Silt Fence (WDNR 1056) Continuous silt fencing will be required along all areas downstream of disturbed area, and around the base of all stockpiled material subject to sediment transportation during rain fall events (stockpiled topsoil, gravel base, etc.). The silt fencing will provide a siltation barrier between the disturbed area and any inlets and ultimately downstream water bodies. All silt fence shall be removed upon completion of the project or when disturbed areas have generated sufficient vegetation to prevent erosion and the threat of sediment reaching inlets and bodies of water. b) Site Vegetation Existing site vegetation outside of project limits shall be protected and maintained to the maximum extent practicable. Existing site vegetation within the project limits shall remain undisturbed until construction schedule warrants disturbance. For disturbed areas vegetation that resists erosion, maintains slow storm water velocities, and retains sediment from runoff shall be provided by the contractor. Temporary seeding may be required for disturbed areas that are subject to long periods of construction inactivity. Temporary vegetation is used when areas are disturbed and may remain unfinished long enough to allow vegetation to grow and assist with erosion control. Permanent vegetation is encouraged as soon as possible in the construction process. c) Tracking Pad (WDNR 1057) Stone tracking pads will be constructed at all entrances to the construction site to minimize sediment tracking onto existing streets. A minimum of one construction entrance is required for the project site. Tracking pads are temporary and will be removed or much of the aggregate will be removed before the site is completed. d) Non-channel Erosion Mat (WDNR 1052) Page 32 Storm W ater Management 7 V reeland Land Surveyors & Engineers Project # 26-0159 Th e purpose of this practice is to protect the soil surface from the erosive effect of rainfall and prevent sheet erosion during the establishment of grass or other vegetation, and to reduce soil moisture loss due to evaporation. This practice applies to both Erosion Control Re-vegetative Mats (ECRM) and Turf-Reinforcement Mats (TRM). 1. CLASS I: A short-term duration (minimum of 6 months), light duty, organic mat with photodegradable plastic or biodegradable netting. a. Type A – Use on erodible slopes 2.5:1 or flatter. b. Type B – Double netted product for use on erodible slopes 2:1 or flatter. e) Waste and Material Disposal All waste and unused building materials (including garbage, debris, cleaning wastes, or other construction materials) shall be properly disposed of and not allowed to be carried by runoff into a receiving channel or inlet. 5.3 Operation and Maintenance, Short-term The owner of this project is directly responsible for implementation and maintenance of the construction site erosion control measures. The Contractor shall conduct the following inspections:  Weekly inspections of implemented erosion and sediment controls.  Inspections of erosion and sediment controls within 24 hours after precipitation event 0.5 inches or greater which results in runoff during active construction periods. The Contractor shall maintain weekly written reports of all inspections that include:  The date, time, and exact place of the inspection.  The name of the individual who performed the inspection.  An assessment of the condition of erosion and sediment controls.  A description of any erosion and sediment control implementation and maintenance performed.  A description of the present phase of construction at the site. Repairs shall be made immediately, as required, to maintain effectiveness, until permanent vegetation is established. All repairs to erosion control devices shall be documented on the Wisconsin Department of Natural Resources Construction Site Inspection Report (Form 3400- 187). A copy of Form 3400-187 can be found in Appendix F. 5.4 Operation and Maintenance, Long-term The OWNER of this project is directly responsible for the operation, inspection, and maintenance of all storm water facilities located within the project site, as described below.  Infiltration Basin: Inspection: Look for accumulation of sediment and/or debris in basin and riprap. Length of time water is retained in basin. Look for erosion or damage. Review plant health; look for weeds and grasses encroaching on plants. Maintenance: Remove accumulated sediment deposits and/or debris in basin and riprap and repair any eroded or damaged grass areas. Remove any identified weeds or grasses. Do not plow/store snow in bio-retention basin. Annually mow the side slopes to reduce brush and other large root vegetation that may weaken the berms. Once every five years, deep-till infiltration basin promotes infiltration.  Grass Swale: Page 33 Storm W ater Management 8 V reeland Land Surveyors & Engineers Project # 26-0159 In spection: Look for accumulation of sediment and/or debris in pond and riprap. Look for erosion or damage. Review plant/grass health. Maintenance: Remove accumulated sediment deposits and/or debris in swale and riprap and repair any eroded or damaged grass areas. If water is retained for more than 24-48 hours after a storm event, replace topsoil by removing the top 6” of topsoil, tilling bottom of basin, installing new topsoil and restoring grass in basin. 6.0 SOIL AND SEDIMENT LOSS DISCHARGE Th e Wisconsin DNR requires that all construction sites must lose less than 5 tons per acre of sediment during the construction of the project. The DNR Soil Loss & Sediment Discharge Calculation Tool version 2.0 was used to determine the construction site sediment discharge. Using the worst-case scenario of a fully disturbed site and the maximum possible flow length, the calculations show that the soil loss is 1.7 tons/acre and the sediment discharge is 1.0 tons/acre. This assumes silt fence sediment control practices. This meets the DNR requirements. Calculations are shown in Appendix E. Soil Loss map shows the worst case scenario. Page 34 AP PENDIX A Location Map Page 35 Page 36 Page 37 AP PENDIX B Geotechnical Data Page 38 Hydrologic Soil Group—Vilas County, Wisconsin Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/28/2026 Page 1 of 4 5088610 5088640 5088670 5088700 5088730 5088760 5088790 5088820 5088850 5088880 5088610 5088640 5088670 5088700 5088730 5088760 5088790 5088820 5088850 324880 324910 324940 324970 325000 325030 325060 324880 324910 324940 324970 325000 325030 325060 45° 55' 52'' N 89° 15' 32'' W 45° 55' 52'' N 89° 15' 22'' W 45° 55' 43'' N 89° 15' 32'' W 45° 55' 43'' N 89° 15' 22'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300 Feet 0 15 30 60 90 Meters Map Scale: 1:1,340 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. Page 39 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 1:20,000. 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: Vilas County, Wisconsin Survey Area Data: Version 23, Sep 10, 2025 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger . Date(s) aerial images were photographed: Aug 16, 2021—Sep 1, 2021 The orthophoto or other base map on which the soil lines were compiled and digitized probably dif fers from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Vilas County, Wisconsin Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/28/2026 Page 2 of 4 Page 40 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 3174B Rubicon sand, 0 to 6 percent slopes A 3.1 100.0% Totals for Area of Interest 3.1 100.0% 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 Hydrologic Soil Group—Vilas County, Wisconsin Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/28/2026 Page 3 of 4 Page 41 Tie-break Rule: Higher Hydrologic Soil Group—Vilas County, Wisconsin Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/28/2026 Page 4 of 4 Page 42 AP PENDIX C Existing & Proposed Drainage Map and Calculations Page 43 1645.4 PROP 1" = 60' STAMP/SIGNATURE: SURVEYED BY: OTHERS DESIGNER: DUSTIN VREELAND FILE NO.: 26-0159 PROJECT: LOCATION: REVISIONS DATE BYDESCRIPTION SHEET SCALE: ORIGINAL PLAN DATE: 5/28/26 TITLE PAGE: PREPARED FOR:PLAN DATE: Page 44 D1 D1 D2 D2 D3 D3 D4 D4 P1 P2 P3 P4 1 L li nk R outing Diagram for 26-0159 north Prepared by Vreeland Associates, Printed 5/28/2026 Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Subcat Rea ch Pond L ink Page 45 2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 2Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC R ainfall Events Listing Event# Event Nam e Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1- Year MSE 24-hr 4 Default 24.00 1 2.22 2 2 2-Year MSE 24-hr 4 Default 24.00 1 2.56 2 3 10-Year MSE 24-hr 4 Default 24.00 1 3.79 2 4 100-Year MSE 24-hr 4 Default 24.00 1 6.43 2 Page 46 2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 3Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC A rea Listing (all nodes) Are a (acres) CN Description (subcatchment-numbers) 0.368 39 >75% Grass cover, Good, HSG A (D1, D2, D3, D4) 0.026 98 basin (D1, D2, D3, D4) 0.657 98 building (D1, D2, D3, D4) 0.504 98 parking lot (D1, D2, D3) 1.555 84 TOTAL AREA Page 47 2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 4Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ipe Listing (all nodes) Line# Nod e Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) Node Name 1 P1 1,642.1 5 1,642.00 55.0 0.0027 0.012 0.0 8.0 0.0 2 P2 1,643.15 1,643.00 55.0 0.0027 0.012 0.0 12.0 0.0 Page 48 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 5Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC T ime span=0.00-40.00 hrs, dt=0.05 hrs, 801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Run off Area=18,312 sf 90.12% Impervious Runoff Depth=1.80"S ubcatchment D1: D1 T c=10.0 min CN=WQ Runoff=0.91 cfs 0.063 af Runoff Area=40,724 sf 78.59% Impervious Runoff Depth=1.57"S ubcatchment D2: D2 T c=10.0 min CN=WQ Runoff=1.76 cfs 0.122 af Runoff Area=3,535 sf 39.52% Impervious Runoff Depth=0.79"S ubcatchment D3: D3 T c=10.0 min CN=WQ Runoff=0.08 cfs 0.005 af Runoff Area=5,176 sf 34.78% Impervious Runoff Depth=0.69"S ubcatchment D4: D4 T c=10.0 min CN=WQ Runoff=0.10 cfs 0.007 af Peak Elev=1,642.91' Storage=168 cf Inflow=0.91 cfs 0.063 afP ond P1: D iscarded=0.02 cfs 0.016 af Primary=0.80 cfs 0.047 af Secondary=0.00 cfs 0.000 af Outflow=0.82 cfs 0.063 af Peak Elev=1,642.79' Storage=3,521 cf Inflow=2.51 cfs 0.169 afP ond P2: D iscarded=0.31 cfs 0.169 af Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.31 cfs 0.169 af Peak Elev=1,642.04' Storage=21 cf Inflow=0.08 cfs 0.005 afP ond P3: D iscarded=0.04 cfs 0.005 af Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.04 cfs 0.005 af Peak Elev=1,642.02' Storage=13 cf Inflow=0.10 cfs 0.007 afP ond P4: D iscarded=0.07 cfs 0.007 af Primary=0.00 cfs 0.000 af Outflow=0.07 cfs 0.007 af Inflow=0.00 cfs 0.000 afL ink 1L: link Pr imary=0.00 cfs 0.000 af T otal Runoff Area = 1.555 ac Runoff Volume = 0.197 af Average Runoff Depth = 1.52" 23.68% Pervious = 0.368 ac 76.32% Impervious = 1.187 ac Page 49 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 6Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D1: D1 R unoff = 0.91 cfs @ 12.17 hrs, Volume= 0.063 af, Depth= 1.80" Routed to Pond P1 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 1-Year Rainfall=2.22" Area (sf) CN Description * 4 ,776 98 parking lot * 11,687 98 building * 40 98 basin 1,809 39 >75% Grass cover, Good, HSG A 1 8,312 Weighted Average 1,809 9.88% Pervious Area 16,503 90.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, minimum S ubcatchment D1: D1 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 M SE 24-hr 4 1-Year Rainfall=2.22" Runoff Area=18,312 sf Runoff Volume=0.063 af Runoff Depth=1.80" Tc=10.0 min CN=WQ 0.91 cfs Page 50 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 7Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D2: D2 R unoff = 1.76 cfs @ 12.17 hrs, Volume= 0.122 af, Depth= 1.57" Routed to Pond P2 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 1-Year Rainfall=2.22" Area (sf) CN Description * 6 30 98 basin * 16,865 98 parking lot 8,720 39 >75% Grass cover, Good, HSG A * 14,509 98 building 4 0,724 Weighted Average 8,720 21.41% Pervious Area 32,004 78.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, minimum S ubcatchment D2: D2 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs)1 0 M SE 24-hr 4 1-Year Rainfall=2.22" Runoff Area=40,724 sf Runoff Volume=0.122 af Runoff Depth=1.57" Tc=10.0 min CN=WQ 1.76 cfs Page 51 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 8Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D3: D3 R unoff = 0.08 cfs @ 12.17 hrs, Volume= 0.005 af, Depth= 0.79" Routed to Pond P3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 1-Year Rainfall=2.22" Area (sf) CN Description * 3 03 98 parking lot * 924 98 building * 170 98 basin 2,138 39 >75% Grass cover, Good, HSG A 3 ,535 Weighted Average 2,138 60.48% Pervious Area 1,397 39.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, minimum S ubcatchment D3: D3 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 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 0 MSE 24-hr 4 1-Year Rainfall=2.22" Runoff Area=3,535 sf Runoff Volume=0.005 af Runoff Depth=0.79" Tc=10.0 min CN=WQ 0.08 cfs Page 52 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 9Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D4: D4 R unoff = 0.10 cfs @ 12.17 hrs, Volume= 0.007 af, Depth= 0.69" Routed to Pond P4 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 1-Year Rainfall=2.22" Area (sf) CN Description * 1 ,500 98 building * 300 98 basin 3,376 39 >75% Grass cover, Good, HSG A 5 ,176 Weighted Average 3,376 65.22% Pervious Area 1,800 34.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, miminum S ubcatchment D4: D4 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 0 .11 0.105 0.1 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 0 M SE 24-hr 4 1-Year Rainfall=2.22" Runoff Area=5,176 sf Runoff Volume=0.007 af Runoff Depth=0.69" Tc=10.0 min CN=WQ 0.10 cfs Page 53 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 10Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P1: In flow Area = 0.420 ac, 90.12% Impervious, Inflow Depth = 1.80" for 1-Year event Inflow = 0.91 cfs @ 12.17 hrs, Volume= 0.063 af Outflow = 0.82 cfs @ 12.21 hrs, Volume= 0.063 af, Atten= 9%, Lag= 2.7 min Discarded = 0.02 cfs @ 12.21 hrs, Volume= 0.016 af Primary = 0.80 cfs @ 12.21 hrs, Volume= 0.047 af Routed to Pond P2 : Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,642.91' @ 12.21 hrs Surf.Area= 285 sf Storage= 168 cf Plug-Flow detention time= 20.2 min calculated for 0.063 af (100% of inflow) Center-of-Mass det. time= 20.4 min ( 785.4 - 765.0 ) Volume Invert Avail.Storage Storage Description # 1 1,641.00' 11,161 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,641.00 1 0 0 1,642.00 40 21 21 1,643.00 310 175 196 1,644.00 810 560 756 1,645.00 20,000 10,405 11,161 Device Routing Invert Outlet Devices # 1 Secondary 1,644.00' 5.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,641.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,642.15' 8.0" Round Culvert L= 55.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1,642.15' / 1,642.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Discarded OutFlow Max=0.02 cfs @ 12.21 hrs HW=1,642.90' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.02 cfs) P rimary OutFlow Max=0.79 cfs @ 12.21 hrs HW=1,642.90' TW=1,642.47' (Dynamic Tailwater) 3=Culvert (Barrel Controls 0.79 cfs @ 2.51 fps) S econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,641.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 54 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 11Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P1: I nflow Ou tflow D iscarded Pri mary Se condary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 In flow Area=0.420 ac Peak Elev=1,642.91' Storage=168 cf 0.91 cfs 0.82 cfs 0.02 cfs 0.80 cfs 0.00 cfs Page 55 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 12Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P2: [8 7] Warning: Oscillations may require smaller dt or Finer Routing (severity=24) Inflow Area = 1.355 ac, 82.17% Impervious, Inflow Depth = 1.50" for 1-Year event Inflow = 2.51 cfs @ 12.18 hrs, Volume= 0.169 af Outflow = 0.31 cfs @ 12.71 hrs, Volume= 0.169 af, Atten= 88%, Lag= 32.0 min Discarded = 0.31 cfs @ 12.71 hrs, Volume= 0.169 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond P3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,642.79' @ 12.71 hrs Surf.Area= 3,738 sf Storage= 3,521 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 122.9 min ( 884.7 - 761.8 ) Volume Invert Avail.Storage Storage Description # 1 1,641.00' 22,530 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,641.00 500 0 0 1,642.00 1,990 1,245 1,245 1,643.00 4,190 3,090 4,335 1,644.00 6,100 5,145 9,480 1,645.00 20,000 13,050 22,530 Device Routing Invert Outlet Devices # 1 Primary 1,643.50' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,641.00' 3.600 in/hr Exfiltration over Surface area #3 Secondary 1,643.15' 12.0" Round Culvert L= 55.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1,643.15' / 1,643.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Discarded OutFlow Max=0.31 cfs @ 12.71 hrs HW=1,642.79' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.31 cfs) P rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,641.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) S econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,641.00' TW=1,642.00' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) Page 56 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 13Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P2: I nflow Ou tflow D iscarded Pri mary Se condary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 2 1 0 In flow Area=1.355 ac Peak Elev=1,642.79' Storage=3,521 cf 2.51 cfs 0.31 cfs 0.31 cfs 0.00 cfs 0.00 cfs Page 57 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 14Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P3: [8 7] Warning: Oscillations may require smaller dt or Finer Routing (severity=113) Inflow Area = 0.081 ac, 39.52% Impervious, Inflow Depth = 0.79" for 1-Year event Inflow = 0.08 cfs @ 12.17 hrs, Volume= 0.005 af Outflow = 0.04 cfs @ 12.31 hrs, Volume= 0.005 af, Atten= 47%, Lag= 8.5 min Discarded = 0.04 cfs @ 12.31 hrs, Volume= 0.005 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond P4 : Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,642.04' @ 12.31 hrs Surf.Area= 488 sf Storage= 21 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 2.2 min ( 767.2 - 765.0 ) Volume Invert Avail.Storage Storage Description # 1 1,642.00' 3,820 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,642.00 460 0 0 1,643.00 1,090 775 775 1,644.00 5,000 3,045 3,820 Device Routing Invert Outlet Devices # 1 Secondary 1,643.50' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,642.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,643.00' 5.0' long + 4.0 '/' SideZ 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 Discarded OutFlow Max=0.04 cfs @ 12.31 hrs HW=1,642.04' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.04 cfs) P rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=1,642.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) S econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 58 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 15Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P3: I nflow Ou tflow D iscarded Pri mary Se condary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 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 0 I nflow Area=0.081 ac Peak Elev=1,642.04' Storage=21 cf 0.08 cfs 0.04 cfs 0.04 cfs 0.00 cfs 0.00 cfs Page 59 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 16Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P4: [8 7] Warning: Oscillations may require smaller dt or Finer Routing (severity=113) Inflow Area = 0.200 ac, 36.70% Impervious, Inflow Depth = 0.41" for 1-Year event Inflow = 0.10 cfs @ 12.17 hrs, Volume= 0.007 af Outflow = 0.07 cfs @ 12.26 hrs, Volume= 0.007 af, Atten= 31%, Lag= 5.7 min Discarded = 0.07 cfs @ 12.26 hrs, Volume= 0.007 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,642.02' @ 12.26 hrs Surf.Area= 818 sf Storage= 13 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.7 min ( 765.7 - 765.0 ) Volume Invert Avail.Storage Storage Description # 1 1,642.00' 4,800 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,642.00 800 0 0 1,643.00 1,900 1,350 1,350 1,644.00 5,000 3,450 4,800 Device Routing Invert Outlet Devices # 1 Primary 1,643.50' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,642.00' 3.600 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.07 cfs @ 12.26 hrs HW=1,642.02' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.07 cfs) P rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 60 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 17Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P4: I nflow Ou tflow D iscarded Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 0 .11 0.105 0.1 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 0 In flow Area=0.200 ac Peak Elev=1,642.02' Storage=13 cf 0.10 cfs 0.07 cfs 0.07 cfs 0.00 cfs Page 61 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 18Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Link 1L: link In flow Area = 1.555 ac, 76.32% Impervious, Inflow Depth = 0.00" for 1-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs L ink 1L: link I nflow Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 In flow Area=1.555 ac 0.00 cfs 0.00 cfs Page 62 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 19Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC T ime span=0.00-40.00 hrs, dt=0.05 hrs, 801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Run off Area=18,312 sf 90.12% Impervious Runoff Depth=2.10"S ubcatchment D1: D1 T c=10.0 min CN=WQ Runoff=1.05 cfs 0.074 af Runoff Area=40,724 sf 78.59% Impervious Runoff Depth=1.83"S ubcatchment D2: D2 T c=10.0 min CN=WQ Runoff=2.04 cfs 0.143 af Runoff Area=3,535 sf 39.52% Impervious Runoff Depth=0.92"S ubcatchment D3: D3 T c=10.0 min CN=WQ Runoff=0.09 cfs 0.006 af Runoff Area=5,176 sf 34.78% Impervious Runoff Depth=0.81"S ubcatchment D4: D4 T c=10.0 min CN=WQ Runoff=0.11 cfs 0.008 af Peak Elev=1,643.02' Storage=201 cf Inflow=1.05 cfs 0.074 afP ond P1: D iscarded=0.03 cfs 0.018 af Primary=0.88 cfs 0.056 af Secondary=0.00 cfs 0.000 af Outflow=0.91 cfs 0.074 af Peak Elev=1,642.96' Storage=4,176 cf Inflow=2.87 cfs 0.198 afP ond P2: D iscarded=0.34 cfs 0.199 af Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.34 cfs 0.199 af Peak Elev=1,642.06' Storage=30 cf Inflow=0.09 cfs 0.006 afP ond P3: D iscarded=0.04 cfs 0.006 af Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.04 cfs 0.006 af Peak Elev=1,642.03' Storage=23 cf Inflow=0.11 cfs 0.008 afP ond P4: D iscarded=0.07 cfs 0.008 af Primary=0.00 cfs 0.000 af Outflow=0.07 cfs 0.008 af Inflow=0.00 cfs 0.000 afL ink 1L: link Pr imary=0.00 cfs 0.000 af T otal Runoff Area = 1.555 ac Runoff Volume = 0.231 af Average Runoff Depth = 1.78" 23.68% Pervious = 0.368 ac 76.32% Impervious = 1.187 ac Page 63 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 20Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D1: D1 R unoff = 1.05 cfs @ 12.17 hrs, Volume= 0.074 af, Depth= 2.10" Routed to Pond P1 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 2-Year Rainfall=2.56" Area (sf) CN Description * 4 ,776 98 parking lot * 11,687 98 building * 40 98 basin 1,809 39 >75% Grass cover, Good, HSG A 1 8,312 Weighted Average 1,809 9.88% Pervious Area 16,503 90.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, minimum S ubcatchment D1: D1 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 M SE 24-hr 4 2-Year Rainfall=2.56" Runoff Area=18,312 sf Runoff Volume=0.074 af Runoff Depth=2.10" Tc=10.0 min CN=WQ 1.05 cfs Page 64 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 21Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D2: D2 R unoff = 2.04 cfs @ 12.17 hrs, Volume= 0.143 af, Depth= 1.83" Routed to Pond P2 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 2-Year Rainfall=2.56" Area (sf) CN Description * 6 30 98 basin * 16,865 98 parking lot 8,720 39 >75% Grass cover, Good, HSG A * 14,509 98 building 4 0,724 Weighted Average 8,720 21.41% Pervious Area 32,004 78.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, minimum S ubcatchment D2: D2 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 2 1 0 M SE 24-hr 4 2-Year Rainfall=2.56" Runoff Area=40,724 sf Runoff Volume=0.143 af Runoff Depth=1.83" Tc=10.0 min CN=WQ 2.04 cfs Page 65 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 22Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D3: D3 R unoff = 0.09 cfs @ 12.17 hrs, Volume= 0.006 af, Depth= 0.92" Routed to Pond P3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 2-Year Rainfall=2.56" Area (sf) CN Description * 3 03 98 parking lot * 924 98 building * 170 98 basin 2,138 39 >75% Grass cover, Good, HSG A 3 ,535 Weighted Average 2,138 60.48% Pervious Area 1,397 39.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, minimum S ubcatchment D3: D3 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 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 0 MSE 24-hr 4 2-Year Rainfall=2.56" Runoff Area=3,535 sf Runoff Volume=0.006 af Runoff Depth=0.92" Tc=10.0 min CN=WQ 0.09 cfs Page 66 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 23Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D4: D4 R unoff = 0.11 cfs @ 12.17 hrs, Volume= 0.008 af, Depth= 0.81" Routed to Pond P4 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 2-Year Rainfall=2.56" Area (sf) CN Description * 1 ,500 98 building * 300 98 basin 3,376 39 >75% Grass cover, Good, HSG A 5 ,176 Weighted Average 3,376 65.22% Pervious Area 1,800 34.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, miminum S ubcatchment D4: D4 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 0 .125 0.12 0.115 0.11 0.105 0.1 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 0 M SE 24-hr 4 2-Year Rainfall=2.56" Runoff Area=5,176 sf Runoff Volume=0.008 af Runoff Depth=0.81" Tc=10.0 min CN=WQ 0.11 cfs Page 67 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 24Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P1: In flow Area = 0.420 ac, 90.12% Impervious, Inflow Depth = 2.10" for 2-Year event Inflow = 1.05 cfs @ 12.17 hrs, Volume= 0.074 af Outflow = 0.91 cfs @ 12.22 hrs, Volume= 0.074 af, Atten= 14%, Lag= 3.3 min Discarded = 0.03 cfs @ 12.22 hrs, Volume= 0.018 af Primary = 0.88 cfs @ 12.22 hrs, Volume= 0.056 af Routed to Pond P2 : Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,643.02' @ 12.22 hrs Surf.Area= 319 sf Storage= 201 cf Plug-Flow detention time= 20.9 min calculated for 0.073 af (100% of inflow) Center-of-Mass det. time= 21.0 min ( 783.0 - 762.0 ) Volume Invert Avail.Storage Storage Description # 1 1,641.00' 11,161 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,641.00 1 0 0 1,642.00 40 21 21 1,643.00 310 175 196 1,644.00 810 560 756 1,645.00 20,000 10,405 11,161 Device Routing Invert Outlet Devices # 1 Secondary 1,644.00' 5.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,641.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,642.15' 8.0" Round Culvert L= 55.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1,642.15' / 1,642.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Discarded OutFlow Max=0.03 cfs @ 12.22 hrs HW=1,643.01' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.03 cfs) P rimary OutFlow Max=0.87 cfs @ 12.22 hrs HW=1,643.01' TW=1,642.65' (Dynamic Tailwater) 3=Culvert (Outlet Controls 0.87 cfs @ 2.52 fps) S econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,641.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 68 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 25Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P1: I nflow Ou tflow D iscarded Pri mary Se condary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 In flow Area=0.420 ac Peak Elev=1,643.02' Storage=201 cf 1.05 cfs 0.91 cfs 0.03 cfs 0.88 cfs 0.00 cfs Page 69 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 26Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P2: [8 7] Warning: Oscillations may require smaller dt or Finer Routing (severity=16) Inflow Area = 1.355 ac, 82.17% Impervious, Inflow Depth = 1.76" for 2-Year event Inflow = 2.87 cfs @ 12.18 hrs, Volume= 0.198 af Outflow = 0.34 cfs @ 12.74 hrs, Volume= 0.199 af, Atten= 88%, Lag= 33.9 min Discarded = 0.34 cfs @ 12.74 hrs, Volume= 0.199 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond P3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,642.96' @ 12.74 hrs Surf.Area= 4,105 sf Storage= 4,176 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 133.7 min ( 893.6 - 759.9 ) Volume Invert Avail.Storage Storage Description # 1 1,641.00' 22,530 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,641.00 500 0 0 1,642.00 1,990 1,245 1,245 1,643.00 4,190 3,090 4,335 1,644.00 6,100 5,145 9,480 1,645.00 20,000 13,050 22,530 Device Routing Invert Outlet Devices # 1 Primary 1,643.50' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,641.00' 3.600 in/hr Exfiltration over Surface area #3 Secondary 1,643.15' 12.0" Round Culvert L= 55.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1,643.15' / 1,643.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Discarded OutFlow Max=0.34 cfs @ 12.74 hrs HW=1,642.96' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.34 cfs) P rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,641.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) S econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,641.00' TW=1,642.00' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) Page 70 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 27Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P2: I nflow Ou tflow D iscarded Pri mary Se condary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 3 2 1 0 In flow Area=1.355 ac Peak Elev=1,642.96' Storage=4,176 cf 2.87 cfs 0.34 cfs 0.34 cfs 0.00 cfs 0.00 cfs Page 71 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 28Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P3: [8 7] Warning: Oscillations may require smaller dt or Finer Routing (severity=112) Inflow Area = 0.081 ac, 39.52% Impervious, Inflow Depth = 0.92" for 2-Year event Inflow = 0.09 cfs @ 12.17 hrs, Volume= 0.006 af Outflow = 0.04 cfs @ 12.33 hrs, Volume= 0.006 af, Atten= 53%, Lag= 9.8 min Discarded = 0.04 cfs @ 12.33 hrs, Volume= 0.006 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond P4 : Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,642.06' @ 12.33 hrs Surf.Area= 500 sf Storage= 30 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 3.3 min ( 765.2 - 762.0 ) Volume Invert Avail.Storage Storage Description # 1 1,642.00' 3,820 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,642.00 460 0 0 1,643.00 1,090 775 775 1,644.00 5,000 3,045 3,820 Device Routing Invert Outlet Devices # 1 Secondary 1,643.50' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,642.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,643.00' 5.0' long + 4.0 '/' SideZ 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 Discarded OutFlow Max=0.04 cfs @ 12.33 hrs HW=1,642.06' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.04 cfs) P rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=1,642.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) S econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 72 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 29Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P3: I nflow Ou tflow D iscarded Pri mary Se condary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 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 0 I nflow Area=0.081 ac Peak Elev=1,642.06' Storage=30 cf 0.09 cfs 0.04 cfs 0.04 cfs 0.00 cfs 0.00 cfs Page 73 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 30Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P4: [8 7] Warning: Oscillations may require smaller dt or Finer Routing (severity=114) Inflow Area = 0.200 ac, 36.70% Impervious, Inflow Depth = 0.48" for 2-Year event Inflow = 0.11 cfs @ 12.17 hrs, Volume= 0.008 af Outflow = 0.07 cfs @ 12.29 hrs, Volume= 0.008 af, Atten= 40%, Lag= 7.1 min Discarded = 0.07 cfs @ 12.29 hrs, Volume= 0.008 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,642.03' @ 12.29 hrs Surf.Area= 830 sf Storage= 23 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1.5 min ( 763.4 - 762.0 ) Volume Invert Avail.Storage Storage Description # 1 1,642.00' 4,800 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,642.00 800 0 0 1,643.00 1,900 1,350 1,350 1,644.00 5,000 3,450 4,800 Device Routing Invert Outlet Devices # 1 Primary 1,643.50' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,642.00' 3.600 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.07 cfs @ 12.29 hrs HW=1,642.03' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.07 cfs) P rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 74 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 31Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P4: I nflow Ou tflow D iscarded Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 0 .125 0.12 0.115 0.11 0.105 0.1 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 0 In flow Area=0.200 ac Peak Elev=1,642.03' Storage=23 cf 0.11 cfs 0.07 cfs 0.07 cfs 0.00 cfs Page 75 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 32Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Link 1L: link In flow Area = 1.555 ac, 76.32% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs L ink 1L: link I nflow Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 In flow Area=1.555 ac 0.00 cfs 0.00 cfs Page 76 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 33Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC T ime span=0.00-40.00 hrs, dt=0.05 hrs, 801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Run off Area=18,312 sf 90.12% Impervious Runoff Depth=3.21"S ubcatchment D1: D1 T c=10.0 min CN=WQ Runoff=1.57 cfs 0.112 af Runoff Area=40,724 sf 78.59% Impervious Runoff Depth=2.80"S ubcatchment D2: D2 T c=10.0 min CN=WQ Runoff=3.05 cfs 0.218 af Runoff Area=3,535 sf 39.52% Impervious Runoff Depth=1.42"S ubcatchment D3: D3 T c=10.0 min CN=WQ Runoff=0.13 cfs 0.010 af Runoff Area=5,176 sf 34.78% Impervious Runoff Depth=1.25"S ubcatchment D4: D4 T c=10.0 min CN=WQ Runoff=0.17 cfs 0.012 af Peak Elev=1,643.52' Storage=425 cf Inflow=1.57 cfs 0.112 afP ond P1: D iscarded=0.05 cfs 0.026 af Primary=1.02 cfs 0.087 af Secondary=0.00 cfs 0.000 af Outflow=1.07 cfs 0.112 af Peak Elev=1,643.44' Storage=6,364 cf Inflow=4.07 cfs 0.305 afP ond P2: D iscarded=0.42 cfs 0.287 af Primary=0.00 cfs 0.000 af Secondary=0.21 cfs 0.018 af Outflow=0.63 cfs 0.305 af Peak Elev=1,642.77' Storage=538 cf Inflow=0.23 cfs 0.027 afP ond P3: D iscarded=0.08 cfs 0.027 af Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.08 cfs 0.027 af Peak Elev=1,642.08' Storage=67 cf Inflow=0.17 cfs 0.012 afP ond P4: D iscarded=0.07 cfs 0.013 af Primary=0.00 cfs 0.000 af Outflow=0.07 cfs 0.013 af Inflow=0.00 cfs 0.000 afL ink 1L: link Pr imary=0.00 cfs 0.000 af T otal Runoff Area = 1.555 ac Runoff Volume = 0.353 af Average Runoff Depth = 2.72" 23.68% Pervious = 0.368 ac 76.32% Impervious = 1.187 ac Page 77 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 34Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D1: D1 R unoff = 1.57 cfs @ 12.17 hrs, Volume= 0.112 af, Depth= 3.21" Routed to Pond P1 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10-Year Rainfall=3.79" Area (sf) CN Description * 4 ,776 98 parking lot * 11,687 98 building * 40 98 basin 1,809 39 >75% Grass cover, Good, HSG A 1 8,312 Weighted Average 1,809 9.88% Pervious Area 16,503 90.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, minimum S ubcatchment D1: D1 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 M SE 24-hr 4 10-Year Rainfall=3.79" Runoff Area=18,312 sf Runoff Volume=0.112 af Runoff Depth=3.21" Tc=10.0 min CN=WQ 1.57 cfs Page 78 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 35Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D2: D2 R unoff = 3.05 cfs @ 12.17 hrs, Volume= 0.218 af, Depth= 2.80" Routed to Pond P2 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10-Year Rainfall=3.79" Area (sf) CN Description * 6 30 98 basin * 16,865 98 parking lot 8,720 39 >75% Grass cover, Good, HSG A * 14,509 98 building 4 0,724 Weighted Average 8,720 21.41% Pervious Area 32,004 78.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, minimum S ubcatchment D2: D2 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 3 2 1 0 M SE 24-hr 4 10-Year Rainfall=3.79" Runoff Area=40,724 sf Runoff Volume=0.218 af Runoff Depth=2.80" Tc=10.0 min CN=WQ 3.05 cfs Page 79 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 36Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D3: D3 R unoff = 0.13 cfs @ 12.17 hrs, Volume= 0.010 af, Depth= 1.42" Routed to Pond P3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10-Year Rainfall=3.79" Area (sf) CN Description * 3 03 98 parking lot * 924 98 building * 170 98 basin 2,138 39 >75% Grass cover, Good, HSG A 3 ,535 Weighted Average 2,138 60.48% Pervious Area 1,397 39.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, minimum S ubcatchment D3: D3 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 0 .14 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 0 M SE 24-hr 4 10-Year Rainfall=3.79" Runoff Area=3,535 sf Runoff Volume=0.010 af Runoff Depth=1.42" Tc=10.0 min CN=WQ 0.13 cfs Page 80 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 37Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D4: D4 R unoff = 0.17 cfs @ 12.17 hrs, Volume= 0.012 af, Depth= 1.25" Routed to Pond P4 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10-Year Rainfall=3.79" Area (sf) CN Description * 1 ,500 98 building * 300 98 basin 3,376 39 >75% Grass cover, Good, HSG A 5 ,176 Weighted Average 3,376 65.22% Pervious Area 1,800 34.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, miminum S ubcatchment D4: D4 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 0 .19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 M SE 24-hr 4 10-Year Rainfall=3.79" Runoff Area=5,176 sf Runoff Volume=0.012 af Runoff Depth=1.25" Tc=10.0 min CN=WQ 0.17 cfs Page 81 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 38Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P1: In flow Area = 0.420 ac, 90.12% Impervious, Inflow Depth = 3.21" for 10-Year event Inflow = 1.57 cfs @ 12.17 hrs, Volume= 0.112 af Outflow = 1.07 cfs @ 12.19 hrs, Volume= 0.112 af, Atten= 32%, Lag= 1.4 min Discarded = 0.05 cfs @ 12.30 hrs, Volume= 0.026 af Primary = 1.02 cfs @ 12.19 hrs, Volume= 0.087 af Routed to Pond P2 : Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,643.52' @ 12.30 hrs Surf.Area= 570 sf Storage= 425 cf Plug-Flow detention time= 23.6 min calculated for 0.112 af (100% of inflow) Center-of-Mass det. time= 23.8 min ( 778.7 - 754.9 ) Volume Invert Avail.Storage Storage Description # 1 1,641.00' 11,161 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,641.00 1 0 0 1,642.00 40 21 21 1,643.00 310 175 196 1,644.00 810 560 756 1,645.00 20,000 10,405 11,161 Device Routing Invert Outlet Devices # 1 Secondary 1,644.00' 5.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,641.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,642.15' 8.0" Round Culvert L= 55.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1,642.15' / 1,642.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Discarded OutFlow Max=0.05 cfs @ 12.30 hrs HW=1,643.52' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.05 cfs) P rimary OutFlow Max=0.85 cfs @ 12.19 hrs HW=1,643.36' TW=1,642.99' (Dynamic Tailwater) 3=Culvert (Outlet Controls 0.85 cfs @ 2.43 fps) S econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,641.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 82 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 39Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P1: I nflow Ou tflow D iscarded Pri mary Se condary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 In flow Area=0.420 ac Peak Elev=1,643.52' Storage=425 cf 1.57 cfs 1.07 cfs 0.05 cfs 1.02 cfs 0.00 cfs Page 83 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 40Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P2: In flow Area = 1.355 ac, 82.17% Impervious, Inflow Depth = 2.70" for 10-Year event Inflow = 4.07 cfs @ 12.17 hrs, Volume= 0.305 af Outflow = 0.63 cfs @ 12.65 hrs, Volume= 0.305 af, Atten= 84%, Lag= 28.5 min Discarded = 0.42 cfs @ 12.65 hrs, Volume= 0.287 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Secondary = 0.21 cfs @ 12.65 hrs, Volume= 0.018 af Routed to Pond P3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,643.44' @ 12.65 hrs Surf.Area= 5,031 sf Storage= 6,364 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 152.6 min ( 908.0 - 755.4 ) Volume Invert Avail.Storage Storage Description # 1 1,641.00' 22,530 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,641.00 500 0 0 1,642.00 1,990 1,245 1,245 1,643.00 4,190 3,090 4,335 1,644.00 6,100 5,145 9,480 1,645.00 20,000 13,050 22,530 Device Routing Invert Outlet Devices # 1 Primary 1,643.50' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,641.00' 3.600 in/hr Exfiltration over Surface area #3 Secondary 1,643.15' 12.0" Round Culvert L= 55.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1,643.15' / 1,643.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Discarded OutFlow Max=0.42 cfs @ 12.65 hrs HW=1,643.44' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.42 cfs) P rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,641.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) S econdary OutFlow Max=0.21 cfs @ 12.65 hrs HW=1,643.44' TW=1,642.41' (Dynamic Tailwater) 3=Culvert (Barrel Controls 0.21 cfs @ 1.69 fps) Page 84 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 41Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P2: I nflow Ou tflow D iscarded Pri mary Se condary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 4 3 2 1 0 In flow Area=1.355 ac Peak Elev=1,643.44' Storage=6,364 cf 4.07 cfs 0.63 cfs 0.42 cfs 0.00 cfs 0.21 cfs Page 85 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 42Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P3: [8 7] Warning: Oscillations may require smaller dt or Finer Routing (severity=72) Inflow Area = 0.081 ac, 39.52% Impervious, Inflow Depth = 4.04" for 10-Year event Inflow = 0.23 cfs @ 12.61 hrs, Volume= 0.027 af Outflow = 0.08 cfs @ 13.60 hrs, Volume= 0.027 af, Atten= 66%, Lag= 59.1 min Discarded = 0.08 cfs @ 13.60 hrs, Volume= 0.027 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond P4 : Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,642.77' @ 13.60 hrs Surf.Area= 943 sf Storage= 538 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 64.8 min ( 836.6 - 771.8 ) Volume Invert Avail.Storage Storage Description # 1 1,642.00' 3,820 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,642.00 460 0 0 1,643.00 1,090 775 775 1,644.00 5,000 3,045 3,820 Device Routing Invert Outlet Devices # 1 Secondary 1,643.50' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,642.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,643.00' 5.0' long + 4.0 '/' SideZ 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 Discarded OutFlow Max=0.08 cfs @ 13.60 hrs HW=1,642.77' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.08 cfs) P rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=1,642.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) S econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 86 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 43Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P3: I nflow Ou tflow D iscarded Pri mary Se condary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 0 .26 0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 I nflow Area=0.081 ac Peak Elev=1,642.77' Storage=538 cf 0.23 cfs 0.08 cfs 0.08 cfs 0.00 cfs 0.00 cfs Page 87 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 44Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P4: [8 7] Warning: Oscillations may require smaller dt or Finer Routing (severity=111) Inflow Area = 0.200 ac, 36.70% Impervious, Inflow Depth = 0.75" for 10-Year event Inflow = 0.17 cfs @ 12.17 hrs, Volume= 0.012 af Outflow = 0.07 cfs @ 12.35 hrs, Volume= 0.013 af, Atten= 57%, Lag= 10.8 min Discarded = 0.07 cfs @ 12.35 hrs, Volume= 0.013 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,642.08' @ 12.35 hrs Surf.Area= 888 sf Storage= 67 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 4.1 min ( 763.9 - 759.8 ) Volume Invert Avail.Storage Storage Description # 1 1,642.00' 4,800 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,642.00 800 0 0 1,643.00 1,900 1,350 1,350 1,644.00 5,000 3,450 4,800 Device Routing Invert Outlet Devices # 1 Primary 1,643.50' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,642.00' 3.600 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.07 cfs @ 12.35 hrs HW=1,642.08' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.07 cfs) P rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 88 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 45Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P4: I nflow Ou tflow D iscarded Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 0 .19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 In flow Area=0.200 ac Peak Elev=1,642.08' Storage=67 cf 0.17 cfs 0.07 cfs 0.07 cfs 0.00 cfs Page 89 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 46Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Link 1L: link In flow Area = 1.555 ac, 76.32% Impervious, Inflow Depth = 0.00" for 10-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs L ink 1L: link I nflow Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 In flow Area=1.555 ac 0.00 cfs 0.00 cfs Page 90 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 47Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC T ime span=0.00-40.00 hrs, dt=0.05 hrs, 801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Run off Area=18,312 sf 90.12% Impervious Runoff Depth=5.64"S ubcatchment D1: D1 T c=10.0 min CN=WQ Runoff=2.69 cfs 0.197 af Runoff Area=40,724 sf 78.59% Impervious Runoff Depth=4.99"S ubcatchment D2: D2 T c=10.0 min CN=WQ Runoff=5.25 cfs 0.389 af Runoff Area=3,535 sf 39.52% Impervious Runoff Depth=2.79"S ubcatchment D3: D3 T c=10.0 min CN=WQ Runoff=0.24 cfs 0.019 af Runoff Area=5,176 sf 34.78% Impervious Runoff Depth=2.53"S ubcatchment D4: D4 T c=10.0 min CN=WQ Runoff=0.31 cfs 0.025 af Peak Elev=1,644.13' Storage=1,035 cf Inflow=2.69 cfs 0.197 afP ond P1: D iscarded=0.28 cfs 0.037 af Primary=1.14 cfs 0.149 af Secondary=0.71 cfs 0.011 af Outflow=1.94 cfs 0.197 af Peak Elev=1,643.73' Storage=7,916 cf Inflow=6.38 cfs 0.538 afP ond P2: D iscarded=0.47 cfs 0.380 af Primary=3.23 cfs 0.091 af Secondary=0.81 cfs 0.066 af Outflow=4.50 cfs 0.538 af Peak Elev=1,643.11' Storage=921 cf Inflow=0.98 cfs 0.085 afP ond P3: D iscarded=0.13 cfs 0.049 af Primary=0.50 cfs 0.036 af Secondary=0.00 cfs 0.000 af Outflow=0.63 cfs 0.085 af Peak Elev=1,642.92' Storage=1,196 cf Inflow=0.58 cfs 0.061 afP ond P4: D iscarded=0.15 cfs 0.061 af Primary=0.00 cfs 0.000 af Outflow=0.15 cfs 0.061 af Inflow=3.94 cfs 0.103 afL ink 1L: link Pr imary=3.94 cfs 0.103 af T otal Runoff Area = 1.555 ac Runoff Volume = 0.630 af Average Runoff Depth = 4.86" 23.68% Pervious = 0.368 ac 76.32% Impervious = 1.187 ac Page 91 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 48Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D1: D1 R unoff = 2.69 cfs @ 12.17 hrs, Volume= 0.197 af, Depth= 5.64" Routed to Pond P1 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 100-Year Rainfall=6.43" Area (sf) CN Description * 4 ,776 98 parking lot * 11,687 98 building * 40 98 basin 1,809 39 >75% Grass cover, Good, HSG A 1 8,312 Weighted Average 1,809 9.88% Pervious Area 16,503 90.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, minimum S ubcatchment D1: D1 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 3 2 1 0 M SE 24-hr 4 100-Year Rainfall=6.43" Runoff Area=18,312 sf Runoff Volume=0.197 af Runoff Depth=5.64" Tc=10.0 min CN=WQ 2.69 cfs Page 92 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 49Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D2: D2 R unoff = 5.25 cfs @ 12.17 hrs, Volume= 0.389 af, Depth= 4.99" Routed to Pond P2 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 100-Year Rainfall=6.43" Area (sf) CN Description * 6 30 98 basin * 16,865 98 parking lot 8,720 39 >75% Grass cover, Good, HSG A * 14,509 98 building 4 0,724 Weighted Average 8,720 21.41% Pervious Area 32,004 78.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, minimum S ubcatchment D2: D2 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 5 4 3 2 1 0 M SE 24-hr 4 100-Year Rainfall=6.43" Runoff Area=40,724 sf Runoff Volume=0.389 af Runoff Depth=4.99" Tc=10.0 min CN=WQ 5.25 cfs Page 93 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 50Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D3: D3 R unoff = 0.24 cfs @ 12.18 hrs, Volume= 0.019 af, Depth= 2.79" Routed to Pond P3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 100-Year Rainfall=6.43" Area (sf) CN Description * 3 03 98 parking lot * 924 98 building * 170 98 basin 2,138 39 >75% Grass cover, Good, HSG A 3 ,535 Weighted Average 2,138 60.48% Pervious Area 1,397 39.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, minimum S ubcatchment D3: D3 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 0 .26 0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 M SE 24-hr 4 100-Year Rainfall=6.43" Runoff Area=3,535 sf Runoff Volume=0.019 af Runoff Depth=2.79" Tc=10.0 min CN=WQ 0.24 cfs Page 94 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 51Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D4: D4 R unoff = 0.31 cfs @ 12.18 hrs, Volume= 0.025 af, Depth= 2.53" Routed to Pond P4 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 100-Year Rainfall=6.43" Area (sf) CN Description * 1 ,500 98 building * 300 98 basin 3,376 39 >75% Grass cover, Good, HSG A 5 ,176 Weighted Average 3,376 65.22% Pervious Area 1,800 34.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, miminum S ubcatchment D4: D4 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 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 M SE 24-hr 4 100-Year Rainfall=6.43" Runoff Area=5,176 sf Runoff Volume=0.025 af Runoff Depth=2.53" Tc=10.0 min CN=WQ 0.31 cfs Page 95 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 52Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P1: In flow Area = 0.420 ac, 90.12% Impervious, Inflow Depth = 5.64" for 100-Year event Inflow = 2.69 cfs @ 12.17 hrs, Volume= 0.197 af Outflow = 1.94 cfs @ 12.25 hrs, Volume= 0.197 af, Atten= 28%, Lag= 4.7 min Discarded = 0.28 cfs @ 12.26 hrs, Volume= 0.037 af Primary = 1.14 cfs @ 12.16 hrs, Volume= 0.149 af Routed to Pond P2 : Secondary = 0.71 cfs @ 12.26 hrs, Volume= 0.011 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,644.13' @ 12.26 hrs Surf.Area= 3,373 sf Storage= 1,035 cf Plug-Flow detention time= 19.5 min calculated for 0.197 af (100% of inflow) Center-of-Mass det. time= 19.7 min ( 768.1 - 748.5 ) Volume Invert Avail.Storage Storage Description # 1 1,641.00' 11,161 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,641.00 1 0 0 1,642.00 40 21 21 1,643.00 310 175 196 1,644.00 810 560 756 1,645.00 20,000 10,405 11,161 Device Routing Invert Outlet Devices # 1 Secondary 1,644.00' 5.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,641.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,642.15' 8.0" Round Culvert L= 55.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1,642.15' / 1,642.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Discarded OutFlow Max=0.28 cfs @ 12.26 hrs HW=1,644.13' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.28 cfs) P rimary OutFlow Max=0.97 cfs @ 12.16 hrs HW=1,644.02' TW=1,643.54' (Dynamic Tailwater) 3=Culvert (Outlet Controls 0.97 cfs @ 2.77 fps) S econdary OutFlow Max=0.69 cfs @ 12.26 hrs HW=1,644.13' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.69 cfs @ 0.95 fps) Page 96 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 53Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P1: I nflow Ou tflow D iscarded Pri mary Se condary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 3 2 1 0 In flow Area=0.420 ac Peak Elev=1,644.13' Storage=1,035 cf 2.69 cfs 1.94 cfs 0.28 cfs 1.14 cfs 0.71 cfs Page 97 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 54Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P2: In flow Area = 1.355 ac, 82.17% Impervious, Inflow Depth = 4.76" for 100-Year event Inflow = 6.38 cfs @ 12.17 hrs, Volume= 0.538 af Outflow = 4.50 cfs @ 12.27 hrs, Volume= 0.538 af, Atten= 29%, Lag= 6.4 min Discarded = 0.47 cfs @ 12.27 hrs, Volume= 0.380 af Primary = 3.23 cfs @ 12.27 hrs, Volume= 0.091 af Routed to Link 1L : link Secondary = 0.81 cfs @ 12.27 hrs, Volume= 0.066 af Routed to Pond P3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,643.73' @ 12.27 hrs Surf.Area= 5,589 sf Storage= 7,916 cf Plug-Flow detention time= 123.1 min calculated for 0.537 af (100% of inflow) Center-of-Mass det. time= 123.2 min ( 874.9 - 751.7 ) Volume Invert Avail.Storage Storage Description # 1 1,641.00' 22,530 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,641.00 500 0 0 1,642.00 1,990 1,245 1,245 1,643.00 4,190 3,090 4,335 1,644.00 6,100 5,145 9,480 1,645.00 20,000 13,050 22,530 Device Routing Invert Outlet Devices # 1 Primary 1,643.50' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,641.00' 3.600 in/hr Exfiltration over Surface area #3 Secondary 1,643.15' 12.0" Round Culvert L= 55.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1,643.15' / 1,643.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Discarded OutFlow Max=0.46 cfs @ 12.27 hrs HW=1,643.73' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.46 cfs) P rimary OutFlow Max=3.08 cfs @ 12.27 hrs HW=1,643.73' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 3.08 cfs @ 1.26 fps) S econdary OutFlow Max=0.79 cfs @ 12.27 hrs HW=1,643.73' TW=1,642.71' (Dynamic Tailwater) 3=Culvert (Barrel Controls 0.79 cfs @ 2.44 fps) Page 98 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 55Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P2: I nflow Ou tflow D iscarded Pri mary Se condary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 7 6 5 4 3 2 1 0 In flow Area=1.355 ac Peak Elev=1,643.73' Storage=7,916 cf 6.38 cfs 4.50 cfs 0.47 cfs 3.23 cfs 0.81 cfs Page 99 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 56Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P3: [8 7] Warning: Oscillations may require smaller dt or Finer Routing (severity=49) Inflow Area = 0.081 ac, 39.52% Impervious, Inflow Depth = 12.59" for 100-Year event Inflow = 0.98 cfs @ 12.26 hrs, Volume= 0.085 af Outflow = 0.63 cfs @ 12.55 hrs, Volume= 0.085 af, Atten= 36%, Lag= 17.2 min Discarded = 0.13 cfs @ 12.55 hrs, Volume= 0.049 af Primary = 0.50 cfs @ 12.55 hrs, Volume= 0.036 af Routed to Pond P4 : Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,643.11' @ 12.55 hrs Surf.Area= 1,527 sf Storage= 921 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 54.1 min ( 829.6 - 775.5 ) Volume Invert Avail.Storage Storage Description # 1 1,642.00' 3,820 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,642.00 460 0 0 1,643.00 1,090 775 775 1,644.00 5,000 3,045 3,820 Device Routing Invert Outlet Devices # 1 Secondary 1,643.50' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,642.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,643.00' 5.0' long + 4.0 '/' SideZ 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 Discarded OutFlow Max=0.13 cfs @ 12.55 hrs HW=1,643.11' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.13 cfs) P rimary OutFlow Max=0.50 cfs @ 12.55 hrs HW=1,643.11' TW=1,642.42' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 0.50 cfs @ 0.82 fps) S econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 100 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 57Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P3: I nflow Ou tflow D iscarded Pri mary Se condary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 In flow Area=0.081 ac Peak Elev=1,643.11' Storage=921 cf 0.98 cfs 0.63 cfs 0.13 cfs 0.50 cfs 0.00 cfs Page 101 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 58Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P4: [8 7] Warning: Oscillations may require smaller dt or Finer Routing (severity=65) Inflow Area = 0.200 ac, 36.70% Impervious, Inflow Depth = 3.65" for 100-Year event Inflow = 0.58 cfs @ 12.53 hrs, Volume= 0.061 af Outflow = 0.15 cfs @ 13.73 hrs, Volume= 0.061 af, Atten= 74%, Lag= 72.3 min Discarded = 0.15 cfs @ 13.73 hrs, Volume= 0.061 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,642.92' @ 13.73 hrs Surf.Area= 1,809 sf Storage= 1,196 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 76.0 min ( 853.9 - 777.9 ) Volume Invert Avail.Storage Storage Description # 1 1,642.00' 4,800 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,642.00 800 0 0 1,643.00 1,900 1,350 1,350 1,644.00 5,000 3,450 4,800 Device Routing Invert Outlet Devices # 1 Primary 1,643.50' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,642.00' 3.600 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.15 cfs @ 13.73 hrs HW=1,642.92' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.15 cfs) P rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 102 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 59Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P4: I nflow Ou tflow D iscarded Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 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 In flow Area=0.200 ac Peak Elev=1,642.92' Storage=1,196 cf 0.58 cfs 0.15 cfs 0.15 cfs 0.00 cfs Page 103 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 60Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Link 1L: link In flow Area = 1.555 ac, 76.32% Impervious, Inflow Depth = 0.79" for 100-Year event Inflow = 3.94 cfs @ 12.27 hrs, Volume= 0.103 af Primary = 3.94 cfs @ 12.27 hrs, Volume= 0.103 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs L ink 1L: link I nflow Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 4 3 2 1 0 In flow Area=1.555 ac 3.94 cfs 3.94 cfs Page 104 T able of Contents2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC T ABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing 3 Area Listing (all nodes) 4 Pipe Listing (all nodes) 1-Year Event 5 Node Listing 6 Subcat D1: D1 7 Subcat D2: D2 8 Subcat D3: D3 9 Subcat D4: D4 10 Pond P1: 12 Pond P2: 14 Pond P3: 16 Pond P4: 18 Link 1L: link 2-Year Event 1 9 Node Listing 20 Subcat D1: D1 21 Subcat D2: D2 22 Subcat D3: D3 23 Subcat D4: D4 24 Pond P1: 26 Pond P2: 28 Pond P3: 30 Pond P4: 32 Link 1L: link 10-Year Event 3 3 Node Listing 34 Subcat D1: D1 35 Subcat D2: D2 36 Subcat D3: D3 37 Subcat D4: D4 38 Pond P1: 40 Pond P2: 42 Pond P3: 44 Pond P4: 46 Link 1L: link 100-Year Event 4 7 Node Listing 48 Subcat D1: D1 49 Subcat D2: D2 Page 105 T able of Contents2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC 5 0 Subcat D3: D3 51 Subcat D4: D4 52 Pond P1: 54 Pond P2: 56 Pond P3: 58 Pond P4: 60 Link 1L: link Page 106 1S Runo ff D 5 D5 E 1 existi ng P 5 2L of fsite runoff 4L no rth R outing Diagram for 26-0159 south Prepared by Vreeland Associates, Printed 5/28/2026 Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Subcat Rea ch Pond L ink Page 107 2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 2Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC R ainfall Events Listing Event# Event Nam e Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1- Year MSE 24-hr 4 Default 24.00 1 2.22 2 2 2-Year MSE 24-hr 4 Default 24.00 1 2.56 2 3 10-Year MSE 24-hr 4 Default 24.00 1 3.79 2 4 100-Year MSE 24-hr 4 Default 24.00 1 6.43 2 Page 108 2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 3Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC A rea Listing (all nodes) Are a (acres) CN Description (subcatchment-numbers) 3.277 39 >75% Grass cover, Good, HSG A (1S, D5, E1) 0.026 98 basin (D5) 0.513 98 building (D5) 0.331 98 pavement (D5) 4.147 51 TOTAL AREA Page 109 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 4Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC T ime span=0.00-40.00 hrs, dt=0.05 hrs, 801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Run off Area=7,842 sf 0.00% Impervious Runoff Depth=0.00"S ubcatchment 1S: Runoff T c=10.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=42,461 sf 89.28% Impervious Runoff Depth=1.78"S ubcatchment D5: D5 T c=6.0 min CN=WQ Runoff=2.39 cfs 0.145 af Runoff Area=2.992 ac 0.00% Impervious Runoff Depth=0.00"S ubcatchment E1: existing T c=10.0 min CN=39 Runoff=0.00 cfs 0.000 af Peak Elev=1,643.52' Storage=2,764 cf Inflow=2.39 cfs 0.145 afP ond P5: D iscarded=0.21 cfs 0.145 af Primary=0.00 cfs 0.000 af Outflow=0.21 cfs 0.145 af Inflow=0.00 cfs 0.000 afL ink 2L: offsite runoff Pr imary=0.00 cfs 0.000 af 1-Year Inflow Imported from 26-0159 north~Link 1L.hce Inflow=0.00 cfs 0.000 afL ink 4L: north Are a= 1.555 ac 76.32% Imperv. Primary=0.00 cfs 0.000 af T otal Runoff Area = 4.147 ac Runoff Volume = 0.145 af Average Runoff Depth = 0.42" 79.01% Pervious = 3.277 ac 20.99% Impervious = 0.870 ac Page 110 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 5Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment 1S: Runoff [4 5] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Link 2L : offsite runoff Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 1-Year Rainfall=2.22" Area (sf) CN Description 7 ,842 39 >75% Grass cover, Good, HSG A 7 ,842 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, min S ubcatchment 1S: Runoff R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 M SE 24-hr 4 1-Year Rainfall=2.22" Runoff Area=7,842 sf Runoff Volume=0.000 af Runoff Depth=0.00" Tc=10.0 min CN=39 0.00 cfs Page 111 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 6Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D5: D5 R unoff = 2.39 cfs @ 12.13 hrs, Volume= 0.145 af, Depth= 1.78" Routed to Pond P5 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 1-Year Rainfall=2.22" Area (sf) CN Description * 1 4,424 98 pavement * 22,344 98 building * 1,140 98 basin 4,553 39 >75% Grass cover, Good, HSG A 4 2,461 Weighted Average 4,553 10.72% Pervious Area 37,908 89.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6 .0 Direct Entry, S ubcatchment D5: D5 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 2 1 0 M SE 24-hr 4 1-Year Rainfall=2.22" Runoff Area=42,461 sf Runoff Volume=0.145 af Runoff Depth=1.78" Tc=6.0 min CN=WQ 2.39 cfs Page 112 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 7Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment E1: existing [4 5] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 1-Year Rainfall=2.22" Area (ac) CN Description 2 .992 39 >75% Grass cover, Good, HSG A 2 .992 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, S ubcatchment E1: existing R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 M SE 24-hr 4 1-Year Rainfall=2.22" Runoff Area=2.992 ac Runoff Volume=0.000 af Runoff Depth=0.00" Tc=10.0 min CN=39 0.00 cfs Page 113 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 8Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P5: [8 7] Warning: Oscillations may require smaller dt or Finer Routing (severity=36) Inflow Area = 0.975 ac, 89.28% Impervious, Inflow Depth = 1.78" for 1-Year event Inflow = 2.39 cfs @ 12.13 hrs, Volume= 0.145 af Outflow = 0.21 cfs @ 12.85 hrs, Volume= 0.145 af, Atten= 91%, Lag= 43.7 min Discarded = 0.21 cfs @ 12.85 hrs, Volume= 0.145 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 2L : offsite runoff Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,643.52' @ 12.85 hrs Surf.Area= 2,530 sf Storage= 2,764 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 118.4 min ( 879.6 - 761.2 ) Volume Invert Avail.Storage Storage Description # 1 1,642.00' 24,860 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,642.00 1,140 0 0 1,643.00 2,020 1,580 1,580 1,644.00 3,000 2,510 4,090 1,645.00 4,000 3,500 7,590 1,646.00 5,270 4,635 12,225 1,647.00 20,000 12,635 24,860 Device Routing Invert Outlet Devices # 1 Primary 1,644.75' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,642.00' 3.600 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.21 cfs @ 12.85 hrs HW=1,643.52' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.21 cfs) P rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 114 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 9Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P5: I nflow Ou tflow D iscarded Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 2 1 0 In flow Area=0.975 ac Peak Elev=1,643.52' Storage=2,764 cf 2.39 cfs 0.21 cfs 0.21 cfs 0.00 cfs Page 115 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 10Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Link 2L: offsite runoff In flow Area = 2.710 ac, 75.91% Impervious, Inflow Depth = 0.00" for 1-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs L ink 2L: offsite runoff I nflow Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 In flow Area=2.710 ac 0.00 cfs 0.00 cfs Page 116 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 11Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Link 4L: north In flow Area = 1.555 ac, 76.32% Impervious, Inflow Depth = 0.00" for 1-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routed to Link 2L : offsite runoff Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1-Year Inflow Imported from 26-0159 north~Link 1L.hce L ink 4L: north I nflow Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 Inf low Area=1.555 ac 1-Year Inflow Imported from 26-0159 north~Link 1L.hce Area= 1.555 ac 76.32% Imperv. 0.00 cfs 0.00 cfs Page 117 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 12Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC T ime span=0.00-40.00 hrs, dt=0.05 hrs, 801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Run off Area=7,842 sf 0.00% Impervious Runoff Depth=0.00"S ubcatchment 1S: Runoff T c=10.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=42,461 sf 89.28% Impervious Runoff Depth=2.08"S ubcatchment D5: D5 T c=6.0 min CN=WQ Runoff=2.77 cfs 0.169 af Runoff Area=2.992 ac 0.00% Impervious Runoff Depth=0.00"S ubcatchment E1: existing T c=10.0 min CN=39 Runoff=0.00 cfs 0.000 af Peak Elev=1,643.74' Storage=3,337 cf Inflow=2.77 cfs 0.169 afP ond P5: D iscarded=0.23 cfs 0.169 af Primary=0.00 cfs 0.000 af Outflow=0.23 cfs 0.169 af Inflow=0.00 cfs 0.000 afL ink 2L: offsite runoff Pr imary=0.00 cfs 0.000 af 2-Year Inflow Imported from 26-0159 north~Link 1L.hce Inflow=0.00 cfs 0.000 afL ink 4L: north Are a= 1.555 ac 76.32% Imperv. Primary=0.00 cfs 0.000 af T otal Runoff Area = 4.147 ac Runoff Volume = 0.169 af Average Runoff Depth = 0.49" 79.01% Pervious = 3.277 ac 20.99% Impervious = 0.870 ac Page 118 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 13Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment 1S: Runoff [4 5] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Link 2L : offsite runoff Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 2-Year Rainfall=2.56" Area (sf) CN Description 7 ,842 39 >75% Grass cover, Good, HSG A 7 ,842 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, min S ubcatchment 1S: Runoff R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 M SE 24-hr 4 2-Year Rainfall=2.56" Runoff Area=7,842 sf Runoff Volume=0.000 af Runoff Depth=0.00" Tc=10.0 min CN=39 0.00 cfs Page 119 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 14Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D5: D5 R unoff = 2.77 cfs @ 12.13 hrs, Volume= 0.169 af, Depth= 2.08" Routed to Pond P5 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 2-Year Rainfall=2.56" Area (sf) CN Description * 1 4,424 98 pavement * 22,344 98 building * 1,140 98 basin 4,553 39 >75% Grass cover, Good, HSG A 4 2,461 Weighted Average 4,553 10.72% Pervious Area 37,908 89.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6 .0 Direct Entry, S ubcatchment D5: D5 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 3 2 1 0 M SE 24-hr 4 2-Year Rainfall=2.56" Runoff Area=42,461 sf Runoff Volume=0.169 af Runoff Depth=2.08" Tc=6.0 min CN=WQ 2.77 cfs Page 120 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 15Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment E1: existing [4 5] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 2-Year Rainfall=2.56" Area (ac) CN Description 2 .992 39 >75% Grass cover, Good, HSG A 2 .992 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, S ubcatchment E1: existing R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 M SE 24-hr 4 2-Year Rainfall=2.56" Runoff Area=2.992 ac Runoff Volume=0.000 af Runoff Depth=0.00" Tc=10.0 min CN=39 0.00 cfs Page 121 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 16Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P5: [8 7] Warning: Oscillations may require smaller dt or Finer Routing (severity=26) Inflow Area = 0.975 ac, 89.28% Impervious, Inflow Depth = 2.08" for 2-Year event Inflow = 2.77 cfs @ 12.13 hrs, Volume= 0.169 af Outflow = 0.23 cfs @ 12.95 hrs, Volume= 0.169 af, Atten= 92%, Lag= 49.5 min Discarded = 0.23 cfs @ 12.95 hrs, Volume= 0.169 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 2L : offsite runoff Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,643.74' @ 12.95 hrs Surf.Area= 2,743 sf Storage= 3,337 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 135.5 min ( 893.8 - 758.2 ) Volume Invert Avail.Storage Storage Description # 1 1,642.00' 24,860 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,642.00 1,140 0 0 1,643.00 2,020 1,580 1,580 1,644.00 3,000 2,510 4,090 1,645.00 4,000 3,500 7,590 1,646.00 5,270 4,635 12,225 1,647.00 20,000 12,635 24,860 Device Routing Invert Outlet Devices # 1 Primary 1,644.75' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,642.00' 3.600 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.23 cfs @ 12.95 hrs HW=1,643.74' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.23 cfs) P rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 122 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 17Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P5: I nflow Ou tflow D iscarded Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 3 2 1 0 In flow Area=0.975 ac Peak Elev=1,643.74' Storage=3,337 cf 2.77 cfs 0.23 cfs 0.23 cfs 0.00 cfs Page 123 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 18Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Link 2L: offsite runoff In flow Area = 2.710 ac, 75.91% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs L ink 2L: offsite runoff I nflow Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 In flow Area=2.710 ac 0.00 cfs 0.00 cfs Page 124 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 19Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Link 4L: north In flow Area = 1.555 ac, 76.32% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routed to Link 2L : offsite runoff Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 2-Year Inflow Imported from 26-0159 north~Link 1L.hce L ink 4L: north I nflow Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 Inf low Area=1.555 ac 2-Year Inflow Imported from 26-0159 north~Link 1L.hce Area= 1.555 ac 76.32% Imperv. 0.00 cfs 0.00 cfs Page 125 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 20Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC T ime span=0.00-40.00 hrs, dt=0.05 hrs, 801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Run off Area=7,842 sf 0.00% Impervious Runoff Depth=0.03"S ubcatchment 1S: Runoff T c=10.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=42,461 sf 89.28% Impervious Runoff Depth=3.18"S ubcatchment D5: D5 T c=6.0 min CN=WQ Runoff=4.14 cfs 0.258 af Runoff Area=2.992 ac 0.00% Impervious Runoff Depth=0.03"S ubcatchment E1: existing T c=10.0 min CN=39 Runoff=0.01 cfs 0.007 af Peak Elev=1,644.45' Storage=5,531 cf Inflow=4.14 cfs 0.258 afP ond P5: D iscarded=0.29 cfs 0.258 af Primary=0.00 cfs 0.000 af Outflow=0.29 cfs 0.258 af Inflow=0.00 cfs 0.000 afL ink 2L: offsite runoff Pr imary=0.00 cfs 0.000 af 10-Year Inflow Imported from 26-0159 north~Link 1L.hce Inflow=0.00 cfs 0.000 afL ink 4L: north Are a= 1.555 ac 76.32% Imperv. Primary=0.00 cfs 0.000 af T otal Runoff Area = 4.147 ac Runoff Volume = 0.265 af Average Runoff Depth = 0.77" 79.01% Pervious = 3.277 ac 20.99% Impervious = 0.870 ac Page 126 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 21Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment 1S: Runoff R unoff = 0.00 cfs @ 18.40 hrs, Volume= 0.000 af, Depth= 0.03" Routed to Link 2L : offsite runoff Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10-Year Rainfall=3.79" Area (sf) CN Description 7 ,842 39 >75% Grass cover, Good, HSG A 7 ,842 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, min S ubcatchment 1S: Runoff R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 0 .001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 MSE 24-hr 4 10-Year Rainfall=3.79" Runoff Area=7,842 sf Runoff Volume=0.000 af Runoff Depth=0.03" Tc=10.0 min CN=39 0.00 cfs Page 127 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 22Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D5: D5 R unoff = 4.14 cfs @ 12.13 hrs, Volume= 0.258 af, Depth= 3.18" Routed to Pond P5 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10-Year Rainfall=3.79" Area (sf) CN Description * 1 4,424 98 pavement * 22,344 98 building * 1,140 98 basin 4,553 39 >75% Grass cover, Good, HSG A 4 2,461 Weighted Average 4,553 10.72% Pervious Area 37,908 89.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6 .0 Direct Entry, S ubcatchment D5: D5 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 4 3 2 1 0 M SE 24-hr 4 10-Year Rainfall=3.79" Runoff Area=42,461 sf Runoff Volume=0.258 af Runoff Depth=3.18" Tc=6.0 min CN=WQ 4.14 cfs Page 128 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 23Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment E1: existing R unoff = 0.01 cfs @ 18.40 hrs, Volume= 0.007 af, Depth= 0.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10-Year Rainfall=3.79" Area (ac) CN Description 2 .992 39 >75% Grass cover, Good, HSG A 2 .992 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, S ubcatchment E1: existing R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 0 .011 0.01 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 MSE 24-hr 4 10-Year Rainfall=3.79" Runoff Area=2.992 ac Runoff Volume=0.007 af Runoff Depth=0.03" Tc=10.0 min CN=39 0.01 cfs Page 129 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 24Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P5: In flow Area = 0.975 ac, 89.28% Impervious, Inflow Depth = 3.18" for 10-Year event Inflow = 4.14 cfs @ 12.13 hrs, Volume= 0.258 af Outflow = 0.29 cfs @ 13.18 hrs, Volume= 0.258 af, Atten= 93%, Lag= 63.0 min Discarded = 0.29 cfs @ 13.18 hrs, Volume= 0.258 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 2L : offsite runoff Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,644.45' @ 13.18 hrs Surf.Area= 3,447 sf Storage= 5,531 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 191.3 min ( 942.6 - 751.2 ) Volume Invert Avail.Storage Storage Description # 1 1,642.00' 24,860 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,642.00 1,140 0 0 1,643.00 2,020 1,580 1,580 1,644.00 3,000 2,510 4,090 1,645.00 4,000 3,500 7,590 1,646.00 5,270 4,635 12,225 1,647.00 20,000 12,635 24,860 Device Routing Invert Outlet Devices # 1 Primary 1,644.75' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,642.00' 3.600 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.29 cfs @ 13.18 hrs HW=1,644.45' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.29 cfs) P rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 130 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 25Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P5: I nflow Ou tflow D iscarded Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 4 3 2 1 0 In flow Area=0.975 ac Peak Elev=1,644.45' Storage=5,531 cf 4.14 cfs 0.29 cfs 0.29 cfs 0.00 cfs Page 131 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 26Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Link 2L: offsite runoff In flow Area = 2.710 ac, 75.91% Impervious, Inflow Depth = 0.00" for 10-Year event Inflow = 0.00 cfs @ 18.40 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 18.40 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs L ink 2L: offsite runoff I nflow Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 0 .001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 In flow Area=2.710 ac 0.00 cfs 0.00 cfs Page 132 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 27Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Link 4L: north In flow Area = 1.555 ac, 76.32% Impervious, Inflow Depth = 0.00" for 10-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routed to Link 2L : offsite runoff Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 10-Year Inflow Imported from 26-0159 north~Link 1L.hce L ink 4L: north I nflow Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 Inf low Area=1.555 ac 10-Year Inflow Imported from 26-0159 north~Link 1L.hce Area= 1.555 ac 76.32% Imperv. 0.00 cfs 0.00 cfs Page 133 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 28Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC T ime span=0.00-40.00 hrs, dt=0.05 hrs, 801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Run off Area=7,842 sf 0.00% Impervious Runoff Depth=0.58"S ubcatchment 1S: Runoff T c=10.0 min CN=39 Runoff=0.06 cfs 0.009 af Runoff Area=42,461 sf 89.28% Impervious Runoff Depth=5.59"S ubcatchment D5: D5 T c=6.0 min CN=WQ Runoff=7.09 cfs 0.454 af Runoff Area=2.992 ac 0.00% Impervious Runoff Depth=0.58"S ubcatchment E1: existing T c=10.0 min CN=39 Runoff=1.04 cfs 0.143 af Peak Elev=1,645.01' Storage=7,633 cf Inflow=7.09 cfs 0.454 afP ond P5: D iscarded=0.33 cfs 0.355 af Primary=3.81 cfs 0.099 af Outflow=4.14 cfs 0.454 af Inflow=7.30 cfs 0.211 afL ink 2L: offsite runoff Pr imary=7.30 cfs 0.211 af 100-Year Inflow Imported from 26-0159 north~Link 1L.hce Inflow=3.94 cfs 0.103 afL ink 4L: north Are a= 1.555 ac 76.32% Imperv. Primary=3.94 cfs 0.103 af T otal Runoff Area = 4.147 ac Runoff Volume = 0.606 af Average Runoff Depth = 1.75" 79.01% Pervious = 3.277 ac 20.99% Impervious = 0.870 ac Page 134 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 29Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment 1S: Runoff R unoff = 0.06 cfs @ 12.26 hrs, Volume= 0.009 af, Depth= 0.58" Routed to Link 2L : offsite runoff Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 100-Year Rainfall=6.43" Area (sf) CN Description 7 ,842 39 >75% Grass cover, Good, HSG A 7 ,842 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, min S ubcatchment 1S: Runoff R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 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 MSE 24-hr 4 100-Year Rainfall=6.43" Runoff Area=7,842 sf Runoff Volume=0.009 af Runoff Depth=0.58" Tc=10.0 min CN=39 0.06 cfs Page 135 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 30Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D5: D5 R unoff = 7.09 cfs @ 12.13 hrs, Volume= 0.454 af, Depth= 5.59" Routed to Pond P5 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 100-Year Rainfall=6.43" Area (sf) CN Description * 1 4,424 98 pavement * 22,344 98 building * 1,140 98 basin 4,553 39 >75% Grass cover, Good, HSG A 4 2,461 Weighted Average 4,553 10.72% Pervious Area 37,908 89.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6 .0 Direct Entry, S ubcatchment D5: D5 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 7 6 5 4 3 2 1 0 M SE 24-hr 4 100-Year Rainfall=6.43" Runoff Area=42,461 sf Runoff Volume=0.454 af Runoff Depth=5.59" Tc=6.0 min CN=WQ 7.09 cfs Page 136 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 31Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment E1: existing R unoff = 1.04 cfs @ 12.26 hrs, Volume= 0.143 af, Depth= 0.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 100-Year Rainfall=6.43" Area (ac) CN Description 2 .992 39 >75% Grass cover, Good, HSG A 2 .992 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, S ubcatchment E1: existing R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 M SE 24-hr 4 100-Year Rainfall=6.43" Runoff Area=2.992 ac Runoff Volume=0.143 af Runoff Depth=0.58" Tc=10.0 min CN=39 1.04 cfs Page 137 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 32Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P5: In flow Area = 0.975 ac, 89.28% Impervious, Inflow Depth = 5.59" for 100-Year event Inflow = 7.09 cfs @ 12.13 hrs, Volume= 0.454 af Outflow = 4.14 cfs @ 12.22 hrs, Volume= 0.454 af, Atten= 42%, Lag= 5.8 min Discarded = 0.33 cfs @ 12.22 hrs, Volume= 0.355 af Primary = 3.81 cfs @ 12.22 hrs, Volume= 0.099 af Routed to Link 2L : offsite runoff Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,645.01' @ 12.22 hrs Surf.Area= 4,014 sf Storage= 7,633 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 174.4 min ( 919.3 - 744.9 ) Volume Invert Avail.Storage Storage Description # 1 1,642.00' 24,860 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,642.00 1,140 0 0 1,643.00 2,020 1,580 1,580 1,644.00 3,000 2,510 4,090 1,645.00 4,000 3,500 7,590 1,646.00 5,270 4,635 12,225 1,647.00 20,000 12,635 24,860 Device Routing Invert Outlet Devices # 1 Primary 1,644.75' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,642.00' 3.600 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.33 cfs @ 12.22 hrs HW=1,644.99' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.33 cfs) P rimary OutFlow Max=3.47 cfs @ 12.22 hrs HW=1,644.99' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 3.47 cfs @ 1.30 fps) Page 138 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 33Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P5: I nflow Ou tflow D iscarded Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 7 6 5 4 3 2 1 0 In flow Area=0.975 ac Peak Elev=1,645.01' Storage=7,633 cf 7.09 cfs 4.14 cfs 0.33 cfs 3.81 cfs Page 139 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 34Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Link 2L: offsite runoff In flow Area = 2.710 ac, 75.91% Impervious, Inflow Depth = 0.93" for 100-Year event Inflow = 7.30 cfs @ 12.26 hrs, Volume= 0.211 af Primary = 7.30 cfs @ 12.26 hrs, Volume= 0.211 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs L ink 2L: offsite runoff I nflow Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 8 7 6 5 4 3 2 1 0 In flow Area=2.710 ac 7.30 cfs 7.30 cfs Page 140 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 35Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Link 4L: north In flow Area = 1.555 ac, 76.32% Impervious, Inflow Depth = 0.79" for 100-Year event Inflow = 3.94 cfs @ 12.27 hrs, Volume= 0.103 af Primary = 3.94 cfs @ 12.27 hrs, Volume= 0.103 af, Atten= 0%, Lag= 0.0 min Routed to Link 2L : offsite runoff Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 100-Year Inflow Imported from 26-0159 north~Link 1L.hce L ink 4L: north I nflow Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 4 3 2 1 0 Inf low Area=1.555 ac 100-Year Inflow Imported from 26-0159 north~Link 1L.hce Area= 1.555 ac 76.32% Imperv. 3.94 cfs 3.94 cfs Page 141 T able of Contents2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC T ABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing 3 Area Listing (all nodes) 1-Year Event 4 Node Listing 5 Subcat 1S: Runoff 6 Subcat D5: D5 7 Subcat E1: existing 8 Pond P5: 10 Link 2L: offsite runoff 11 Link 4L: north 2-Year Event 1 2 Node Listing 13 Subcat 1S: Runoff 14 Subcat D5: D5 15 Subcat E1: existing 16 Pond P5: 18 Link 2L: offsite runoff 19 Link 4L: north 10-Year Event 2 0 Node Listing 21 Subcat 1S: Runoff 22 Subcat D5: D5 23 Subcat E1: existing 24 Pond P5: 26 Link 2L: offsite runoff 27 Link 4L: north 100-Year Event 2 8 Node Listing 29 Subcat 1S: Runoff 30 Subcat D5: D5 31 Subcat E1: existing 32 Pond P5: 34 Link 2L: offsite runoff 35 Link 4L: north Page 142 AP PENDIX D Proposed Infiltration and WinSLAMM Calculations Page 143 U-H aul Eagle River Loc ation: Inflow Area: 118,048 sf Rainfall Total: 22.63 in Tota l Volume= Inf low Area x Rainfall Total Tota l Volume: 222,618 cf Volume Leaving Site: 0 Exist ing Infiltration Volume = Total Volume-Volume Leaving Site Exist ing Infiltration Volume: 222,618 cf Pr oposed Infiltration Volume: Inf low Area: 118,048 sf Total Rainfall Infiltrated: 22.63 in Tota l Volume= Inf low Area x Rainfall Total Tota l Potential Volume Runoff: 222,618 cf Ou tfall Total (from WinSLAMM): 127 cf Prop osed Infiltration Volume 222,491 cf Pe rcent of Pre-development Infiltration Volume Infiltrated: Inf iltration Percent = Proposed Infiltration Volume/Existing Infiltration Volume Inf iltration Percent: 99.94% Dat e: 5/28/2026 Cit y of Eagle River Existing Infiltration Volume: In filtration Volumes Ca lculated by: Dustin Vreeland Page 144 Dat a file name: \\VREELAND-SERVER\Data\Vital\Cad Files\2026\26-0159 Barnes - UHaul Eagle River\26-0159 winslamm.mdb WinSLAMM Version 10.5.0 Rain file name: C:\WinSLAMM Files\Rain Files\WisReg - Green Bay WI 1969.RAN Particulate Solids Concentration file name: C:\WinSLAMM Files\v10.1 WI_AVG01.pscx Runoff Coefficient file name: C:\WinSLAMM Files\WI_SL06 Dec06.rsvx Residential Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Institutional Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Commercial Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Industrial Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Other Urban Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Freeway Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Apply Street Delivery Files to Adjust the After Event Load Street Dirt Mass Balance: False Pollutant Relative Concentration file name: C:\WinSLAMM Files\WI_GEO03.ppdx Source Area PSD and Peak to Average Flow Ratio File: C:\WinSLAMM Files\NURP Source Area PSD Files.csv Cost Data file name: Seed for random number generator: -42 Study period starting date: 01/02/69 Study period ending date: 12/28/69 Start of Winter Season: 11/25 End of Winter Season: 03/29 Date: 05-28-2026 Time: 22:17:46 Site information: LU# 1 - Commercial: Commercial 1 Total area (ac): 0.421 1 - Roofs 1: 0.268 ac. Pitched Connected Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 13 - Paved Parking 1: 0.110 ac. Connected Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 51 - Small Landscaped Areas 1: 0.042 ac. Normal Sandy Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 70 - Water Body Areas: 0.001 ac. Source Area PSD File: LU# 2 - Commercial: Commercial 2 Total area (ac): 0.934 1 - Roofs 1: 0.333 ac. Pitched Connected Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 13 - Paved Parking 1: 0.387 ac. Connected Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 51 - Small Landscaped Areas 1: 0.200 ac. Normal Sandy Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 70 - Water Body Areas: 0.014 ac. Source Area PSD File: LU# 3 - Commercial: Commercial 3 Total area (ac): 0.081 1 - Roofs 1: 0.021 ac. Pitched Connected Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 13 - Paved Parking 1: 0.007 ac. Connected Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 51 - Small Landscaped Areas 1: 0.049 ac. Normal Sandy Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 70 - Water Body Areas: 0.004 ac. Source Area PSD File: LU# 4 - Commercial: Commercial 4 Total area (ac): 0.119 1 - Roofs 1: 0.034 ac. Pitched Connected Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 51 - Small Landscaped Areas 1: 0.078 ac. Normal Sandy Source Area PSD File: Page 145 C:\ WinSLAMM Files\NURP.cpz 70 - Water Body Areas: 0.007 ac. Source Area PSD File: LU# 5 - Commercial: Commercial 5 Total area (ac): 0.975 1 - Roofs 1: 0.513 ac. Pitched Connected Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 13 - Paved Parking 1: 0.331 ac. Connected Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 51 - Small Landscaped Areas 1: 0.105 ac. Normal Sandy Source Area PSD File: C:\WinSLAMM Files\NURP.cpz 70 - Water Body Areas: 0.026 ac. Source Area PSD File: LU# 6 - Commercial: Commercial 6 Total area (ac): 0.180 51 - Small Landscaped Areas 1: 0.180 ac. Normal Sandy Source Area PSD File: C:\WinSLAMM Files\NURP.cpz Control Practice 1: Biofilter CP# 1 (DS) - P1 1. Top area (square feet) = 810 2. Bottom aea (square feet) = 1 3. Depth (ft): 4 4. Biofilter width (ft) - for Cost Purposes Only: 10 5. Infiltration rate (in/hr) = 3.6 6. Random infiltration rate generation? No 7. Infiltration rate fraction (side): 0.001 8. Infiltration rate fraction (bottom): 1 9. Depth of biofilter that is rock filled (ft) 0 10. Porosity of rock filled volume = 0 11. Engineered soil infiltration rate: 0 12. Engineered soil depth (ft) = 0 13. Engineered soil porosity = 0 14. Percent solids reduction due to flow through engineered soil = 0 15. Biofilter peak to average flow ratio = 3.8 16. Number of biofiltration control devices = 1 17. Particle size distribution file: Not needed - calculated by program 18. Initial water surface elevation (ft): 0 Soil Data Soil Type Fraction in Eng. Soil Biofilter Outlet/Discharge Characteristics: Outlet type: Broad Crested Weir 1. Weir crest length (ft): 5 2. Weir crest width (ft): 5 3. Height of datum to bottom of weir opening: 3 Outlet type: Surface Discharge Pipe 1. Surface discharge pipe outlet diameter (ft): 0.67 2. Pipe invert elevation above datum (ft): 1.15 3. Number of surface pipe outlets: 1 Control Practice 2: Biofilter CP# 2 (DS) - P2 1. Top area (square feet) = 6100 2. Bottom aea (square feet) = 500 3. Depth (ft): 4 4. Biofilter width (ft) - for Cost Purposes Only: 10 5. Infiltration rate (in/hr) = 3.6 6. Random infiltration rate generation? No 7. Infiltration rate fraction (side): 0.001 8. Infiltration rate fraction (bottom): 1 Page 146 9. Depth of biofilter that is rock filled (ft) 0 10. Porosity of rock filled volume = 0 11. Engineered soil infiltration rate: 0 12. Engineered soil depth (ft) = 0 13. Engineered soil porosity = 0 14. Percent solids reduction due to flow through engineered soil = 0 15. Biofilter peak to average flow ratio = 3.8 16. Number of biofiltration control devices = 1 17. Particle size distribution file: Not needed - calculated by program 18. Initial water surface elevation (ft): 0 Soil Data Soil Type Fraction in Eng. Soil Biofilter Outlet/Discharge Characteristics: Outlet type: Broad Crested Weir 1. Weir crest length (ft): 10 2. Weir crest width (ft): 5 3. Height of datum to bottom of weir opening: 3 Outlet type: Surface Discharge Pipe 1. Surface discharge pipe outlet diameter (ft): 1 2. Pipe invert elevation above datum (ft): 2.15 3. Number of surface pipe outlets: 1 Control Practice 3: Biofilter CP# 3 (DS) - P3 1. Top area (square feet) = 10000 2. Bottom aea (square feet) = 460 3. Depth (ft): 3 4. Biofilter width (ft) - for Cost Purposes Only: 10 5. Infiltration rate (in/hr) = 3.6 6. Random infiltration rate generation? No 7. Infiltration rate fraction (side): 0.001 8. Infiltration rate fraction (bottom): 1 9. Depth of biofilter that is rock filled (ft) 0 10. Porosity of rock filled volume = 0 11. Engineered soil infiltration rate: 0 12. Engineered soil depth (ft) = 0 13. Engineered soil porosity = 0 14. Percent solids reduction due to flow through engineered soil = 0 15. Biofilter peak to average flow ratio = 3.8 16. Number of biofiltration control devices = 1 17. Particle size distribution file: Not needed - calculated by program 18. Initial water surface elevation (ft): 0 Soil Data Soil Type Fraction in Eng. Soil Biofilter Outlet/Discharge Characteristics: Outlet type: Broad Crested Weir 1. Weir crest length (ft): 10 2. Weir crest width (ft): 4 3. Height of datum to bottom of weir opening: 1 Control Practice 4: Biofilter CP# 4 (DS) - P4 1. Top area (square feet) = 10000 2. Bottom aea (square feet) = 800 3. Depth (ft): 3 4. Biofilter width (ft) - for Cost Purposes Only: 10 5. Infiltration rate (in/hr) = 3.6 6. Random infiltration rate generation? No 7. Infiltration rate fraction (side): 0.001 8. Infiltration rate fraction (bottom): 1 Page 147 9. Depth of biofilter that is rock filled (ft) 0 10. Porosity of rock filled volume = 0 11. Engineered soil infiltration rate: 0 12. Engineered soil depth (ft) = 0 13. Engineered soil porosity = 0 14. Percent solids reduction due to flow through engineered soil = 0 15. Biofilter peak to average flow ratio = 3.8 16. Number of biofiltration control devices = 1 17. Particle size distribution file: Not needed - calculated by program 18. Initial water surface elevation (ft): 0 Soil Data Soil Type Fraction in Eng. Soil Biofilter Outlet/Discharge Characteristics: Outlet type: Broad Crested Weir 1. Weir crest length (ft): 10 2. Weir crest width (ft): 4 3. Height of datum to bottom of weir opening: 2 Control Practice 5: Biofilter CP# 5 (DS) - P5 1. Top area (square feet) = 20000 2. Bottom aea (square feet) = 1140 3. Depth (ft): 5 4. Biofilter width (ft) - for Cost Purposes Only: 10 5. Infiltration rate (in/hr) = 3.6 6. Random infiltration rate generation? No 7. Infiltration rate fraction (side): 0.001 8. Infiltration rate fraction (bottom): 1 9. Depth of biofilter that is rock filled (ft) 0 10. Porosity of rock filled volume = 0 11. Engineered soil infiltration rate: 0 12. Engineered soil depth (ft) = 0 13. Engineered soil porosity = 0 14. Percent solids reduction due to flow through engineered soil = 0 15. Biofilter peak to average flow ratio = 3.8 16. Number of biofiltration control devices = 1 17. Particle size distribution file: Not needed - calculated by program 18. Initial water surface elevation (ft): 0 Soil Data Soil Type Fraction in Eng. Soil Biofilter Outlet/Discharge Characteristics: Outlet type: Broad Crested Weir 1. Weir crest length (ft): 10 2. Weir crest width (ft): 4 3. Height of datum to bottom of weir opening: 2.75 Page 148 SLA MM for Windows Version 10.5.0 (c) Copyright Robert Pitt and John Voorhees 2019, All Rights Reserved Data file name: \\VREELAND-SERVER\Data\Vital\Cad Files\2026\26-0159 Barnes - UHaul Eagle River\26-0159 winslamm.mdb Data file description: Rain file name: C:\WinSLAMM Files\Rain Files\WisReg - Green Bay WI 1969.RAN Particulate Solids Concentration file name: C:\WinSLAMM Files\v10.1 WI_AVG01.pscx Runoff Coefficient file name: C:\WinSLAMM Files\WI_SL06 Dec06.rsvx Pollutant Relative Concentration file name: C:\WinSLAMM Files\WI_GEO03.ppdx Residential Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Institutional Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Commercial Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Industrial Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Other Urban Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Freeway Street Delivery file name: C:\WinSLAMM Files\WI_Res and Other Urban Dec06.std Apply Street Delivery Files to Adjust the After Event Load Street Dirt Mass Balance: False Source Area PSD and Peak to Average Flow Ratio File: C:\WinSLAMM Files\NURP Source Area PSD Files.csv Cost Data file name: Seed for random number generator: -42 Start of Winter Season: 11/25 End of Winter Season: 03/29 Model Run Start Date: 01/02/69 Model Run End Date: 12/28/69 Date of run: 05-28-2026 Time of run: 22:17:27 Total Area Modeled (acres): 2.710 Years in Model Run: 0.99 Runoff Percent Particulate Particulate Percent Volume Runoff Solids Solids Particulate (cu ft) Volume Conc. Yield Solids Reduction (mg/L) (lbs) Reduction Total of all Land Uses without Controls: 139829 - 65.90 575.2 - Outfall Total with Controls: 127.4 99.91% 227.0 1.806 99.69% Annualized Total After Outfall Controls: 129.2 1.831 . Percent Solids Reduction due to Engineered Media Not Used . Percent Solids Reduction due to Engineered Media Not Used . Percent Solids Reduction due to Engineered Media Not Used . Percent Solids Reduction due to Engineered Media Not Used . Percent Solids Reduction due to Engineered Media Not Used Page 149 AP PENDIX E Soil Loss and Sediment Discharge Map and Calculations Page 150 Y EAR 1 Dev eloper: Project: Date: County: Version 2.1 A ctivity (1 ) Begin Dat e (2 ) End Date (3) Period % R (4 ) A nnual R F actor (5) Sub Soil Texture (6) Soil Er odibility K F actor (7) Slope (% ) (8 ) Slope Length (f t) (9 ) LS Factor (10) L and Cover C F actor (1 1) Soil loss A (tons/acre) (12) SDF (13) Sediment Control Pr actice (1 4) Sediment Discharge (t/ac) (15) 07 /01/26 04/01/27 64.2% 100 0.15 1.2% 195 0.17 1.00 1.7 0.924 0.9 04/01/27 06/01/27 16.4% 100 Sa nd 0. 15 1.2% 195 0.17 0.10 0.0 0.924 0.0 06/01/27 ----- ----- ----- -- ----- -- --- 1.2% 195 0.17 ------ ----- 0.000 0.0 ----- ----- ----- -- ----- -- --- 1.2% 195 0.17 ----- ----- 0.000 0.0 ----- ----- ----- -- ----- -- --- 1.2% 0 ----- ----- ----- 0.000 0.0 ----- ----- ----- -- ----- -- --- 0.0% 0 ----- ----- ----- 0.000 0.0 T OTAL 1.7 TOTAL 1.0 Notes: % Reduction Required NONE Se e Help Page for further descriptions of variables and items in drop-down boxes. The last land disturbing activity on each sheet must be 'End'. This is either 12 months from the start of construction or final stabilization. For periods of construction that exceed 12 months, please demonstrate that 5 tons/acre/year is not exceeded in any given 12 month period. Recommended Permanent Seeding Dates: 4/15-6/1 and 8/1-8/21 Turf, introduced grasses and legumes Desig ned By: Dustin Vreeland Thaw -6/30 Native Grasses, forbs, and legumes Dat e 5/28/2026 NOT E: THIS TOOL ONLY ADDRESSED SOIL EROSION DUE TO SHEET FLOW. MEASURES TO CONTROL CHANNEL EROSION MAY ALSO BE REQUIRED TO MEET SEDIMENT DISCHARGE REQUIREMENTS. So il Loss & Sediment Discharge Calculation Tool for use on Construction Sites in the State of Wisconsin 05 /28/26 W DNR Version 2.1 (12-05-2024) U-Ha ul U-Haul Eagle River Ba re Ground Se ed with Mulch or Ero En d Sa nd V ilas Si lt Fence Si lt Fence C:\Use rs\sadmin\Desktop\USLEmodel.xlsm Page 151 AP PENDIX F State of Wisconsin Construction Site Inspection Report Page 152 l 2 If the project is not on schedule then the soil loss summary for the project should be reviewed and schedule, plan or practices modified accordingly. CONSTRUCTION SITE INSPECTION REPORT Form 3400-187 (R 11/16) Page 1 of 2 State of Wisconsin Department of Natural Resources (DNR) PO Box 7921, Madison WI 53707-7921 dnr.wi.gov Notice: This form was developed in accordance with s. NR 216.48 Wis. Adm. Code for WPDES permittees’ convenience; however, use of this specific form is voluntary. Multiple copies of this form may be made to compile the inspection report. Inspections of the construction site and implemented erosion and sediment control best management practices (BMPs) must be performed weekly and within 24 hours after a rainfall event 0.5 inches or greater. Construction Site Name and Location (Project, Municipality, and County): Onsite Contact/Contractor: Site/Facility ID No. (FIN): Onsite Phone/Cell: Note: Inspection reports, along with erosion control and storm water management plans, are required to be maintained on site in accordance with s. NR 216.48 (4) and made available upon request. PLEASE PRINT LEGIBLY. Date of inspection: Time of inspection: Start: am pm End: am pm Type of inspection: Weekly Precipitation Event Other (specify) Weather/Site Conditions: Antecedent Soil Moisture Last Rainfall Depth: Temp. inches Last Rainfall Date: °F Dry Variable Wet Frozen or snow covered Melting Snow/slush Describe current phase of construction: Project on Schedule2? Yes No Scheduled Final Stabilization Date for Universal Soil Loss Equation (USLE) 1 : Name(s) of individual(s) performing inspection: Inspector Phone/Cell: I certify that the information contained on this form is an accurate assessment of site conditions at the time of inspection: Inspector Signature Date: Inspection Questions: Yes No (Identify Actions Required): Location/Comments: Actions Completed by Date & Initials 1. Is the erosion control plan accessible to operators? Provide onsite copy 2. Is the permit certificate posted where visible? Post certificate 3. Is the current phase of construction on sequence with the site-specific erosion and sediment control plan, including installation/stabilization of ponds and ditches? Add sediment control Install missing ditch/pipe/pond Stabilize bare soil 4. Are all erosion and sediment control BMPs shown on plan properly installed and in functional condition? Repair Modify Install/Replace 5. Is inlet protection properly installed and functioning in all inlets likely to receive runoff from the site? Clean Replace Install 6. Is the air free of fugitive dust resulting from construction activity and bare soil exposure? Apply water Apply dust control product Page 153 CONSTRUCTION SITE INSPECTION REPORT Form 3400-187 (R 11/16) State of Wisconsin Department of Natural Resources dnr.wi.gov 4 Page 2 of 2 Inspection Questions: Yes No (Identify Actions Required): Location/Comments: Actions Completed by Date & Initials 7. Is the public right of way curb line free of tracked soil and accumulation? Install tracking pad Widen/lengthen pad Amend stone/Add geotextile Install wheel washing station Close entrance/exit Limit traffic across disturbed areas Sweep road and curb line 8. Are wetlands, lakes, streams, ditches, or storm sewers downstream of the site free of sedimentation and turbid water leaving the site?3 Add sediment controls Modify operations Contact DNR to verify extent of cleanup required 9. Is dewatering and/or vehicle and equipment washing being done in a manner that prevents erosion and sediment discharge? Install treatment train Install energy dissipation Modify discharge location Modify intake to reduce sediment 10. Are soil stockpiles existing for more than 7 days covered and stabilized? Seed Install mat/mulch/polymer Cover with tarp/plastic sheeting 11. Are downstream channels and other downhill areas protected from scour and erosion? Install energy dissipation at outfall Install ditch checks Install slope interruption Install onsite detention 12. Are good housekeeping practices or treatment controls in place to prevent the discharge of chemicals, cement, trash, and other materials into wetlands, waterways, storm sewers, ditches, or drainage-ways?4 Properly dispose of trash Provide concrete washout station Contact DNR to verify extent of cleanup required 13. Is the plan reflective of current site operations and does it address all erosion and sediment control issues identified during the inspection? Revise sequence Revise sediment control BMP Revise erosion control BMP Revise post-construction storm water BMP 14. Are all areas where construction has temporarily ceased (and will not resume for more than 2 weeks) temporarily stabilized? Topsoil & seed Install mat/mulch/polymer Cover with tarp/plastic sheeting 15. Are all areas at final grade permanently vegetated or stabilized with other treatments? Topsoil & seed Install mat/mulch/polymer Sod Install stone base 16. Have temporary sediment controls been removed in areas of the site that meet the permit definition of ‘final stabilization’? Water to establish vegetation Repair or reseed areas Remove temporary practices Page 154 D1 D1 D2 D2 D3 D3 D4 D4 P1 P2 P3 P4 1 L li nk R outing Diagram for 26-0159 north Prepared by Vreeland Associates, Printed 5/28/2026 Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Subcat Rea ch Pond L ink Page 155 2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 2Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC R ainfall Events Listing Event# Event Nam e Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1- Year MSE 24-hr 4 Default 24.00 1 2.22 2 2 2-Year MSE 24-hr 4 Default 24.00 1 2.56 2 3 10-Year MSE 24-hr 4 Default 24.00 1 3.79 2 4 100-Year MSE 24-hr 4 Default 24.00 1 6.43 2 Page 156 2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 3Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC A rea Listing (all nodes) Are a (acres) CN Description (subcatchment-numbers) 0.368 39 >75% Grass cover, Good, HSG A (D1, D2, D3, D4) 0.026 98 basin (D1, D2, D3, D4) 0.657 98 building (D1, D2, D3, D4) 0.504 98 parking lot (D1, D2, D3) 1.555 84 TOTAL AREA Page 157 2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 4Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ipe Listing (all nodes) Line# Nod e Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) Node Name 1 P1 1,642.1 5 1,642.00 55.0 0.0027 0.012 0.0 8.0 0.0 2 P2 1,643.15 1,643.00 55.0 0.0027 0.012 0.0 12.0 0.0 Page 158 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 5Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC T ime span=0.00-40.00 hrs, dt=0.05 hrs, 801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Run off Area=18,312 sf 90.12% Impervious Runoff Depth=1.80"S ubcatchment D1: D1 T c=10.0 min CN=WQ Runoff=0.91 cfs 0.063 af Runoff Area=40,724 sf 78.59% Impervious Runoff Depth=1.57"S ubcatchment D2: D2 T c=10.0 min CN=WQ Runoff=1.76 cfs 0.122 af Runoff Area=3,535 sf 39.52% Impervious Runoff Depth=0.79"S ubcatchment D3: D3 T c=10.0 min CN=WQ Runoff=0.08 cfs 0.005 af Runoff Area=5,176 sf 34.78% Impervious Runoff Depth=0.69"S ubcatchment D4: D4 T c=10.0 min CN=WQ Runoff=0.10 cfs 0.007 af Peak Elev=1,642.91' Storage=168 cf Inflow=0.91 cfs 0.063 afP ond P1: D iscarded=0.02 cfs 0.016 af Primary=0.80 cfs 0.047 af Secondary=0.00 cfs 0.000 af Outflow=0.82 cfs 0.063 af Peak Elev=1,642.79' Storage=3,521 cf Inflow=2.51 cfs 0.169 afP ond P2: D iscarded=0.31 cfs 0.169 af Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.31 cfs 0.169 af Peak Elev=1,642.04' Storage=21 cf Inflow=0.08 cfs 0.005 afP ond P3: D iscarded=0.04 cfs 0.005 af Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.04 cfs 0.005 af Peak Elev=1,642.02' Storage=13 cf Inflow=0.10 cfs 0.007 afP ond P4: D iscarded=0.07 cfs 0.007 af Primary=0.00 cfs 0.000 af Outflow=0.07 cfs 0.007 af Inflow=0.00 cfs 0.000 afL ink 1L: link Pr imary=0.00 cfs 0.000 af T otal Runoff Area = 1.555 ac Runoff Volume = 0.197 af Average Runoff Depth = 1.52" 23.68% Pervious = 0.368 ac 76.32% Impervious = 1.187 ac Page 159 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 6Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D1: D1 R unoff = 0.91 cfs @ 12.17 hrs, Volume= 0.063 af, Depth= 1.80" Routed to Pond P1 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 1-Year Rainfall=2.22" Area (sf) CN Description * 4 ,776 98 parking lot * 11,687 98 building * 40 98 basin 1,809 39 >75% Grass cover, Good, HSG A 1 8,312 Weighted Average 1,809 9.88% Pervious Area 16,503 90.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, minimum S ubcatchment D1: D1 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 M SE 24-hr 4 1-Year Rainfall=2.22" Runoff Area=18,312 sf Runoff Volume=0.063 af Runoff Depth=1.80" Tc=10.0 min CN=WQ 0.91 cfs Page 160 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 7Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D2: D2 R unoff = 1.76 cfs @ 12.17 hrs, Volume= 0.122 af, Depth= 1.57" Routed to Pond P2 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 1-Year Rainfall=2.22" Area (sf) CN Description * 6 30 98 basin * 16,865 98 parking lot 8,720 39 >75% Grass cover, Good, HSG A * 14,509 98 building 4 0,724 Weighted Average 8,720 21.41% Pervious Area 32,004 78.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, minimum S ubcatchment D2: D2 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs)1 0 M SE 24-hr 4 1-Year Rainfall=2.22" Runoff Area=40,724 sf Runoff Volume=0.122 af Runoff Depth=1.57" Tc=10.0 min CN=WQ 1.76 cfs Page 161 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 8Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D3: D3 R unoff = 0.08 cfs @ 12.17 hrs, Volume= 0.005 af, Depth= 0.79" Routed to Pond P3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 1-Year Rainfall=2.22" Area (sf) CN Description * 3 03 98 parking lot * 924 98 building * 170 98 basin 2,138 39 >75% Grass cover, Good, HSG A 3 ,535 Weighted Average 2,138 60.48% Pervious Area 1,397 39.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, minimum S ubcatchment D3: D3 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 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 0 MSE 24-hr 4 1-Year Rainfall=2.22" Runoff Area=3,535 sf Runoff Volume=0.005 af Runoff Depth=0.79" Tc=10.0 min CN=WQ 0.08 cfs Page 162 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 9Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D4: D4 R unoff = 0.10 cfs @ 12.17 hrs, Volume= 0.007 af, Depth= 0.69" Routed to Pond P4 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 1-Year Rainfall=2.22" Area (sf) CN Description * 1 ,500 98 building * 300 98 basin 3,376 39 >75% Grass cover, Good, HSG A 5 ,176 Weighted Average 3,376 65.22% Pervious Area 1,800 34.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, miminum S ubcatchment D4: D4 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 0 .11 0.105 0.1 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 0 M SE 24-hr 4 1-Year Rainfall=2.22" Runoff Area=5,176 sf Runoff Volume=0.007 af Runoff Depth=0.69" Tc=10.0 min CN=WQ 0.10 cfs Page 163 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 10Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P1: In flow Area = 0.420 ac, 90.12% Impervious, Inflow Depth = 1.80" for 1-Year event Inflow = 0.91 cfs @ 12.17 hrs, Volume= 0.063 af Outflow = 0.82 cfs @ 12.21 hrs, Volume= 0.063 af, Atten= 9%, Lag= 2.7 min Discarded = 0.02 cfs @ 12.21 hrs, Volume= 0.016 af Primary = 0.80 cfs @ 12.21 hrs, Volume= 0.047 af Routed to Pond P2 : Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,642.91' @ 12.21 hrs Surf.Area= 285 sf Storage= 168 cf Plug-Flow detention time= 20.2 min calculated for 0.063 af (100% of inflow) Center-of-Mass det. time= 20.4 min ( 785.4 - 765.0 ) Volume Invert Avail.Storage Storage Description # 1 1,641.00' 11,161 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,641.00 1 0 0 1,642.00 40 21 21 1,643.00 310 175 196 1,644.00 810 560 756 1,645.00 20,000 10,405 11,161 Device Routing Invert Outlet Devices # 1 Secondary 1,644.00' 5.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,641.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,642.15' 8.0" Round Culvert L= 55.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1,642.15' / 1,642.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Discarded OutFlow Max=0.02 cfs @ 12.21 hrs HW=1,642.90' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.02 cfs) P rimary OutFlow Max=0.79 cfs @ 12.21 hrs HW=1,642.90' TW=1,642.47' (Dynamic Tailwater) 3=Culvert (Barrel Controls 0.79 cfs @ 2.51 fps) S econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,641.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 164 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 11Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P1: I nflow Ou tflow D iscarded Pri mary Se condary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 In flow Area=0.420 ac Peak Elev=1,642.91' Storage=168 cf 0.91 cfs 0.82 cfs 0.02 cfs 0.80 cfs 0.00 cfs Page 165 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 12Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P2: [8 7] Warning: Oscillations may require smaller dt or Finer Routing (severity=24) Inflow Area = 1.355 ac, 82.17% Impervious, Inflow Depth = 1.50" for 1-Year event Inflow = 2.51 cfs @ 12.18 hrs, Volume= 0.169 af Outflow = 0.31 cfs @ 12.71 hrs, Volume= 0.169 af, Atten= 88%, Lag= 32.0 min Discarded = 0.31 cfs @ 12.71 hrs, Volume= 0.169 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond P3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,642.79' @ 12.71 hrs Surf.Area= 3,738 sf Storage= 3,521 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 122.9 min ( 884.7 - 761.8 ) Volume Invert Avail.Storage Storage Description # 1 1,641.00' 22,530 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,641.00 500 0 0 1,642.00 1,990 1,245 1,245 1,643.00 4,190 3,090 4,335 1,644.00 6,100 5,145 9,480 1,645.00 20,000 13,050 22,530 Device Routing Invert Outlet Devices # 1 Primary 1,643.50' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,641.00' 3.600 in/hr Exfiltration over Surface area #3 Secondary 1,643.15' 12.0" Round Culvert L= 55.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1,643.15' / 1,643.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Discarded OutFlow Max=0.31 cfs @ 12.71 hrs HW=1,642.79' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.31 cfs) P rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,641.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) S econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,641.00' TW=1,642.00' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) Page 166 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 13Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P2: I nflow Ou tflow D iscarded Pri mary Se condary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 2 1 0 In flow Area=1.355 ac Peak Elev=1,642.79' Storage=3,521 cf 2.51 cfs 0.31 cfs 0.31 cfs 0.00 cfs 0.00 cfs Page 167 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 14Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P3: [8 7] Warning: Oscillations may require smaller dt or Finer Routing (severity=113) Inflow Area = 0.081 ac, 39.52% Impervious, Inflow Depth = 0.79" for 1-Year event Inflow = 0.08 cfs @ 12.17 hrs, Volume= 0.005 af Outflow = 0.04 cfs @ 12.31 hrs, Volume= 0.005 af, Atten= 47%, Lag= 8.5 min Discarded = 0.04 cfs @ 12.31 hrs, Volume= 0.005 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond P4 : Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,642.04' @ 12.31 hrs Surf.Area= 488 sf Storage= 21 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 2.2 min ( 767.2 - 765.0 ) Volume Invert Avail.Storage Storage Description # 1 1,642.00' 3,820 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,642.00 460 0 0 1,643.00 1,090 775 775 1,644.00 5,000 3,045 3,820 Device Routing Invert Outlet Devices # 1 Secondary 1,643.50' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,642.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,643.00' 5.0' long + 4.0 '/' SideZ 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 Discarded OutFlow Max=0.04 cfs @ 12.31 hrs HW=1,642.04' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.04 cfs) P rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=1,642.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) S econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 168 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 15Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P3: I nflow Ou tflow D iscarded Pri mary Se condary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 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 0 I nflow Area=0.081 ac Peak Elev=1,642.04' Storage=21 cf 0.08 cfs 0.04 cfs 0.04 cfs 0.00 cfs 0.00 cfs Page 169 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 16Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P4: [8 7] Warning: Oscillations may require smaller dt or Finer Routing (severity=113) Inflow Area = 0.200 ac, 36.70% Impervious, Inflow Depth = 0.41" for 1-Year event Inflow = 0.10 cfs @ 12.17 hrs, Volume= 0.007 af Outflow = 0.07 cfs @ 12.26 hrs, Volume= 0.007 af, Atten= 31%, Lag= 5.7 min Discarded = 0.07 cfs @ 12.26 hrs, Volume= 0.007 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,642.02' @ 12.26 hrs Surf.Area= 818 sf Storage= 13 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.7 min ( 765.7 - 765.0 ) Volume Invert Avail.Storage Storage Description # 1 1,642.00' 4,800 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,642.00 800 0 0 1,643.00 1,900 1,350 1,350 1,644.00 5,000 3,450 4,800 Device Routing Invert Outlet Devices # 1 Primary 1,643.50' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,642.00' 3.600 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.07 cfs @ 12.26 hrs HW=1,642.02' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.07 cfs) P rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 170 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 17Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P4: I nflow Ou tflow D iscarded Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 0 .11 0.105 0.1 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 0 In flow Area=0.200 ac Peak Elev=1,642.02' Storage=13 cf 0.10 cfs 0.07 cfs 0.07 cfs 0.00 cfs Page 171 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 18Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Link 1L: link In flow Area = 1.555 ac, 76.32% Impervious, Inflow Depth = 0.00" for 1-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs L ink 1L: link I nflow Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 In flow Area=1.555 ac 0.00 cfs 0.00 cfs Page 172 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 19Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC T ime span=0.00-40.00 hrs, dt=0.05 hrs, 801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Run off Area=18,312 sf 90.12% Impervious Runoff Depth=2.10"S ubcatchment D1: D1 T c=10.0 min CN=WQ Runoff=1.05 cfs 0.074 af Runoff Area=40,724 sf 78.59% Impervious Runoff Depth=1.83"S ubcatchment D2: D2 T c=10.0 min CN=WQ Runoff=2.04 cfs 0.143 af Runoff Area=3,535 sf 39.52% Impervious Runoff Depth=0.92"S ubcatchment D3: D3 T c=10.0 min CN=WQ Runoff=0.09 cfs 0.006 af Runoff Area=5,176 sf 34.78% Impervious Runoff Depth=0.81"S ubcatchment D4: D4 T c=10.0 min CN=WQ Runoff=0.11 cfs 0.008 af Peak Elev=1,643.02' Storage=201 cf Inflow=1.05 cfs 0.074 afP ond P1: D iscarded=0.03 cfs 0.018 af Primary=0.88 cfs 0.056 af Secondary=0.00 cfs 0.000 af Outflow=0.91 cfs 0.074 af Peak Elev=1,642.96' Storage=4,176 cf Inflow=2.87 cfs 0.198 afP ond P2: D iscarded=0.34 cfs 0.199 af Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.34 cfs 0.199 af Peak Elev=1,642.06' Storage=30 cf Inflow=0.09 cfs 0.006 afP ond P3: D iscarded=0.04 cfs 0.006 af Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.04 cfs 0.006 af Peak Elev=1,642.03' Storage=23 cf Inflow=0.11 cfs 0.008 afP ond P4: D iscarded=0.07 cfs 0.008 af Primary=0.00 cfs 0.000 af Outflow=0.07 cfs 0.008 af Inflow=0.00 cfs 0.000 afL ink 1L: link Pr imary=0.00 cfs 0.000 af T otal Runoff Area = 1.555 ac Runoff Volume = 0.231 af Average Runoff Depth = 1.78" 23.68% Pervious = 0.368 ac 76.32% Impervious = 1.187 ac Page 173 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 20Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D1: D1 R unoff = 1.05 cfs @ 12.17 hrs, Volume= 0.074 af, Depth= 2.10" Routed to Pond P1 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 2-Year Rainfall=2.56" Area (sf) CN Description * 4 ,776 98 parking lot * 11,687 98 building * 40 98 basin 1,809 39 >75% Grass cover, Good, HSG A 1 8,312 Weighted Average 1,809 9.88% Pervious Area 16,503 90.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, minimum S ubcatchment D1: D1 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 M SE 24-hr 4 2-Year Rainfall=2.56" Runoff Area=18,312 sf Runoff Volume=0.074 af Runoff Depth=2.10" Tc=10.0 min CN=WQ 1.05 cfs Page 174 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 21Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D2: D2 R unoff = 2.04 cfs @ 12.17 hrs, Volume= 0.143 af, Depth= 1.83" Routed to Pond P2 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 2-Year Rainfall=2.56" Area (sf) CN Description * 6 30 98 basin * 16,865 98 parking lot 8,720 39 >75% Grass cover, Good, HSG A * 14,509 98 building 4 0,724 Weighted Average 8,720 21.41% Pervious Area 32,004 78.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, minimum S ubcatchment D2: D2 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 2 1 0 M SE 24-hr 4 2-Year Rainfall=2.56" Runoff Area=40,724 sf Runoff Volume=0.143 af Runoff Depth=1.83" Tc=10.0 min CN=WQ 2.04 cfs Page 175 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 22Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D3: D3 R unoff = 0.09 cfs @ 12.17 hrs, Volume= 0.006 af, Depth= 0.92" Routed to Pond P3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 2-Year Rainfall=2.56" Area (sf) CN Description * 3 03 98 parking lot * 924 98 building * 170 98 basin 2,138 39 >75% Grass cover, Good, HSG A 3 ,535 Weighted Average 2,138 60.48% Pervious Area 1,397 39.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, minimum S ubcatchment D3: D3 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 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 0 MSE 24-hr 4 2-Year Rainfall=2.56" Runoff Area=3,535 sf Runoff Volume=0.006 af Runoff Depth=0.92" Tc=10.0 min CN=WQ 0.09 cfs Page 176 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 23Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D4: D4 R unoff = 0.11 cfs @ 12.17 hrs, Volume= 0.008 af, Depth= 0.81" Routed to Pond P4 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 2-Year Rainfall=2.56" Area (sf) CN Description * 1 ,500 98 building * 300 98 basin 3,376 39 >75% Grass cover, Good, HSG A 5 ,176 Weighted Average 3,376 65.22% Pervious Area 1,800 34.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, miminum S ubcatchment D4: D4 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 0 .125 0.12 0.115 0.11 0.105 0.1 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 0 M SE 24-hr 4 2-Year Rainfall=2.56" Runoff Area=5,176 sf Runoff Volume=0.008 af Runoff Depth=0.81" Tc=10.0 min CN=WQ 0.11 cfs Page 177 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 24Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P1: In flow Area = 0.420 ac, 90.12% Impervious, Inflow Depth = 2.10" for 2-Year event Inflow = 1.05 cfs @ 12.17 hrs, Volume= 0.074 af Outflow = 0.91 cfs @ 12.22 hrs, Volume= 0.074 af, Atten= 14%, Lag= 3.3 min Discarded = 0.03 cfs @ 12.22 hrs, Volume= 0.018 af Primary = 0.88 cfs @ 12.22 hrs, Volume= 0.056 af Routed to Pond P2 : Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,643.02' @ 12.22 hrs Surf.Area= 319 sf Storage= 201 cf Plug-Flow detention time= 20.9 min calculated for 0.073 af (100% of inflow) Center-of-Mass det. time= 21.0 min ( 783.0 - 762.0 ) Volume Invert Avail.Storage Storage Description # 1 1,641.00' 11,161 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,641.00 1 0 0 1,642.00 40 21 21 1,643.00 310 175 196 1,644.00 810 560 756 1,645.00 20,000 10,405 11,161 Device Routing Invert Outlet Devices # 1 Secondary 1,644.00' 5.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,641.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,642.15' 8.0" Round Culvert L= 55.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1,642.15' / 1,642.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Discarded OutFlow Max=0.03 cfs @ 12.22 hrs HW=1,643.01' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.03 cfs) P rimary OutFlow Max=0.87 cfs @ 12.22 hrs HW=1,643.01' TW=1,642.65' (Dynamic Tailwater) 3=Culvert (Outlet Controls 0.87 cfs @ 2.52 fps) S econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,641.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 178 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 25Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P1: I nflow Ou tflow D iscarded Pri mary Se condary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 In flow Area=0.420 ac Peak Elev=1,643.02' Storage=201 cf 1.05 cfs 0.91 cfs 0.03 cfs 0.88 cfs 0.00 cfs Page 179 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 26Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P2: [8 7] Warning: Oscillations may require smaller dt or Finer Routing (severity=16) Inflow Area = 1.355 ac, 82.17% Impervious, Inflow Depth = 1.76" for 2-Year event Inflow = 2.87 cfs @ 12.18 hrs, Volume= 0.198 af Outflow = 0.34 cfs @ 12.74 hrs, Volume= 0.199 af, Atten= 88%, Lag= 33.9 min Discarded = 0.34 cfs @ 12.74 hrs, Volume= 0.199 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond P3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,642.96' @ 12.74 hrs Surf.Area= 4,105 sf Storage= 4,176 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 133.7 min ( 893.6 - 759.9 ) Volume Invert Avail.Storage Storage Description # 1 1,641.00' 22,530 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,641.00 500 0 0 1,642.00 1,990 1,245 1,245 1,643.00 4,190 3,090 4,335 1,644.00 6,100 5,145 9,480 1,645.00 20,000 13,050 22,530 Device Routing Invert Outlet Devices # 1 Primary 1,643.50' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,641.00' 3.600 in/hr Exfiltration over Surface area #3 Secondary 1,643.15' 12.0" Round Culvert L= 55.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1,643.15' / 1,643.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Discarded OutFlow Max=0.34 cfs @ 12.74 hrs HW=1,642.96' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.34 cfs) P rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,641.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) S econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,641.00' TW=1,642.00' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) Page 180 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 27Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P2: I nflow Ou tflow D iscarded Pri mary Se condary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 3 2 1 0 In flow Area=1.355 ac Peak Elev=1,642.96' Storage=4,176 cf 2.87 cfs 0.34 cfs 0.34 cfs 0.00 cfs 0.00 cfs Page 181 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 28Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P3: [8 7] Warning: Oscillations may require smaller dt or Finer Routing (severity=112) Inflow Area = 0.081 ac, 39.52% Impervious, Inflow Depth = 0.92" for 2-Year event Inflow = 0.09 cfs @ 12.17 hrs, Volume= 0.006 af Outflow = 0.04 cfs @ 12.33 hrs, Volume= 0.006 af, Atten= 53%, Lag= 9.8 min Discarded = 0.04 cfs @ 12.33 hrs, Volume= 0.006 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond P4 : Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,642.06' @ 12.33 hrs Surf.Area= 500 sf Storage= 30 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 3.3 min ( 765.2 - 762.0 ) Volume Invert Avail.Storage Storage Description # 1 1,642.00' 3,820 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,642.00 460 0 0 1,643.00 1,090 775 775 1,644.00 5,000 3,045 3,820 Device Routing Invert Outlet Devices # 1 Secondary 1,643.50' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,642.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,643.00' 5.0' long + 4.0 '/' SideZ 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 Discarded OutFlow Max=0.04 cfs @ 12.33 hrs HW=1,642.06' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.04 cfs) P rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=1,642.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) S econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 182 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 29Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P3: I nflow Ou tflow D iscarded Pri mary Se condary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 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 0 I nflow Area=0.081 ac Peak Elev=1,642.06' Storage=30 cf 0.09 cfs 0.04 cfs 0.04 cfs 0.00 cfs 0.00 cfs Page 183 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 30Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P4: [8 7] Warning: Oscillations may require smaller dt or Finer Routing (severity=114) Inflow Area = 0.200 ac, 36.70% Impervious, Inflow Depth = 0.48" for 2-Year event Inflow = 0.11 cfs @ 12.17 hrs, Volume= 0.008 af Outflow = 0.07 cfs @ 12.29 hrs, Volume= 0.008 af, Atten= 40%, Lag= 7.1 min Discarded = 0.07 cfs @ 12.29 hrs, Volume= 0.008 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,642.03' @ 12.29 hrs Surf.Area= 830 sf Storage= 23 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1.5 min ( 763.4 - 762.0 ) Volume Invert Avail.Storage Storage Description # 1 1,642.00' 4,800 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,642.00 800 0 0 1,643.00 1,900 1,350 1,350 1,644.00 5,000 3,450 4,800 Device Routing Invert Outlet Devices # 1 Primary 1,643.50' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,642.00' 3.600 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.07 cfs @ 12.29 hrs HW=1,642.03' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.07 cfs) P rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 184 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 31Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P4: I nflow Ou tflow D iscarded Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 0 .125 0.12 0.115 0.11 0.105 0.1 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 0 In flow Area=0.200 ac Peak Elev=1,642.03' Storage=23 cf 0.11 cfs 0.07 cfs 0.07 cfs 0.00 cfs Page 185 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 32Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Link 1L: link In flow Area = 1.555 ac, 76.32% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs L ink 1L: link I nflow Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 In flow Area=1.555 ac 0.00 cfs 0.00 cfs Page 186 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 33Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC T ime span=0.00-40.00 hrs, dt=0.05 hrs, 801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Run off Area=18,312 sf 90.12% Impervious Runoff Depth=3.21"S ubcatchment D1: D1 T c=10.0 min CN=WQ Runoff=1.57 cfs 0.112 af Runoff Area=40,724 sf 78.59% Impervious Runoff Depth=2.80"S ubcatchment D2: D2 T c=10.0 min CN=WQ Runoff=3.05 cfs 0.218 af Runoff Area=3,535 sf 39.52% Impervious Runoff Depth=1.42"S ubcatchment D3: D3 T c=10.0 min CN=WQ Runoff=0.13 cfs 0.010 af Runoff Area=5,176 sf 34.78% Impervious Runoff Depth=1.25"S ubcatchment D4: D4 T c=10.0 min CN=WQ Runoff=0.17 cfs 0.012 af Peak Elev=1,643.52' Storage=425 cf Inflow=1.57 cfs 0.112 afP ond P1: D iscarded=0.05 cfs 0.026 af Primary=1.02 cfs 0.087 af Secondary=0.00 cfs 0.000 af Outflow=1.07 cfs 0.112 af Peak Elev=1,643.44' Storage=6,364 cf Inflow=4.07 cfs 0.305 afP ond P2: D iscarded=0.42 cfs 0.287 af Primary=0.00 cfs 0.000 af Secondary=0.21 cfs 0.018 af Outflow=0.63 cfs 0.305 af Peak Elev=1,642.77' Storage=538 cf Inflow=0.23 cfs 0.027 afP ond P3: D iscarded=0.08 cfs 0.027 af Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.08 cfs 0.027 af Peak Elev=1,642.08' Storage=67 cf Inflow=0.17 cfs 0.012 afP ond P4: D iscarded=0.07 cfs 0.013 af Primary=0.00 cfs 0.000 af Outflow=0.07 cfs 0.013 af Inflow=0.00 cfs 0.000 afL ink 1L: link Pr imary=0.00 cfs 0.000 af T otal Runoff Area = 1.555 ac Runoff Volume = 0.353 af Average Runoff Depth = 2.72" 23.68% Pervious = 0.368 ac 76.32% Impervious = 1.187 ac Page 187 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 34Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D1: D1 R unoff = 1.57 cfs @ 12.17 hrs, Volume= 0.112 af, Depth= 3.21" Routed to Pond P1 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10-Year Rainfall=3.79" Area (sf) CN Description * 4 ,776 98 parking lot * 11,687 98 building * 40 98 basin 1,809 39 >75% Grass cover, Good, HSG A 1 8,312 Weighted Average 1,809 9.88% Pervious Area 16,503 90.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, minimum S ubcatchment D1: D1 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 M SE 24-hr 4 10-Year Rainfall=3.79" Runoff Area=18,312 sf Runoff Volume=0.112 af Runoff Depth=3.21" Tc=10.0 min CN=WQ 1.57 cfs Page 188 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 35Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D2: D2 R unoff = 3.05 cfs @ 12.17 hrs, Volume= 0.218 af, Depth= 2.80" Routed to Pond P2 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10-Year Rainfall=3.79" Area (sf) CN Description * 6 30 98 basin * 16,865 98 parking lot 8,720 39 >75% Grass cover, Good, HSG A * 14,509 98 building 4 0,724 Weighted Average 8,720 21.41% Pervious Area 32,004 78.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, minimum S ubcatchment D2: D2 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 3 2 1 0 M SE 24-hr 4 10-Year Rainfall=3.79" Runoff Area=40,724 sf Runoff Volume=0.218 af Runoff Depth=2.80" Tc=10.0 min CN=WQ 3.05 cfs Page 189 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 36Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D3: D3 R unoff = 0.13 cfs @ 12.17 hrs, Volume= 0.010 af, Depth= 1.42" Routed to Pond P3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10-Year Rainfall=3.79" Area (sf) CN Description * 3 03 98 parking lot * 924 98 building * 170 98 basin 2,138 39 >75% Grass cover, Good, HSG A 3 ,535 Weighted Average 2,138 60.48% Pervious Area 1,397 39.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, minimum S ubcatchment D3: D3 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 0 .14 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 0 M SE 24-hr 4 10-Year Rainfall=3.79" Runoff Area=3,535 sf Runoff Volume=0.010 af Runoff Depth=1.42" Tc=10.0 min CN=WQ 0.13 cfs Page 190 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 37Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D4: D4 R unoff = 0.17 cfs @ 12.17 hrs, Volume= 0.012 af, Depth= 1.25" Routed to Pond P4 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10-Year Rainfall=3.79" Area (sf) CN Description * 1 ,500 98 building * 300 98 basin 3,376 39 >75% Grass cover, Good, HSG A 5 ,176 Weighted Average 3,376 65.22% Pervious Area 1,800 34.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, miminum S ubcatchment D4: D4 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 0 .19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 M SE 24-hr 4 10-Year Rainfall=3.79" Runoff Area=5,176 sf Runoff Volume=0.012 af Runoff Depth=1.25" Tc=10.0 min CN=WQ 0.17 cfs Page 191 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 38Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P1: In flow Area = 0.420 ac, 90.12% Impervious, Inflow Depth = 3.21" for 10-Year event Inflow = 1.57 cfs @ 12.17 hrs, Volume= 0.112 af Outflow = 1.07 cfs @ 12.19 hrs, Volume= 0.112 af, Atten= 32%, Lag= 1.4 min Discarded = 0.05 cfs @ 12.30 hrs, Volume= 0.026 af Primary = 1.02 cfs @ 12.19 hrs, Volume= 0.087 af Routed to Pond P2 : Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,643.52' @ 12.30 hrs Surf.Area= 570 sf Storage= 425 cf Plug-Flow detention time= 23.6 min calculated for 0.112 af (100% of inflow) Center-of-Mass det. time= 23.8 min ( 778.7 - 754.9 ) Volume Invert Avail.Storage Storage Description # 1 1,641.00' 11,161 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,641.00 1 0 0 1,642.00 40 21 21 1,643.00 310 175 196 1,644.00 810 560 756 1,645.00 20,000 10,405 11,161 Device Routing Invert Outlet Devices # 1 Secondary 1,644.00' 5.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,641.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,642.15' 8.0" Round Culvert L= 55.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1,642.15' / 1,642.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Discarded OutFlow Max=0.05 cfs @ 12.30 hrs HW=1,643.52' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.05 cfs) P rimary OutFlow Max=0.85 cfs @ 12.19 hrs HW=1,643.36' TW=1,642.99' (Dynamic Tailwater) 3=Culvert (Outlet Controls 0.85 cfs @ 2.43 fps) S econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,641.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 192 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 39Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P1: I nflow Ou tflow D iscarded Pri mary Se condary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 In flow Area=0.420 ac Peak Elev=1,643.52' Storage=425 cf 1.57 cfs 1.07 cfs 0.05 cfs 1.02 cfs 0.00 cfs Page 193 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 40Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P2: In flow Area = 1.355 ac, 82.17% Impervious, Inflow Depth = 2.70" for 10-Year event Inflow = 4.07 cfs @ 12.17 hrs, Volume= 0.305 af Outflow = 0.63 cfs @ 12.65 hrs, Volume= 0.305 af, Atten= 84%, Lag= 28.5 min Discarded = 0.42 cfs @ 12.65 hrs, Volume= 0.287 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Secondary = 0.21 cfs @ 12.65 hrs, Volume= 0.018 af Routed to Pond P3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,643.44' @ 12.65 hrs Surf.Area= 5,031 sf Storage= 6,364 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 152.6 min ( 908.0 - 755.4 ) Volume Invert Avail.Storage Storage Description # 1 1,641.00' 22,530 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,641.00 500 0 0 1,642.00 1,990 1,245 1,245 1,643.00 4,190 3,090 4,335 1,644.00 6,100 5,145 9,480 1,645.00 20,000 13,050 22,530 Device Routing Invert Outlet Devices # 1 Primary 1,643.50' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,641.00' 3.600 in/hr Exfiltration over Surface area #3 Secondary 1,643.15' 12.0" Round Culvert L= 55.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1,643.15' / 1,643.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Discarded OutFlow Max=0.42 cfs @ 12.65 hrs HW=1,643.44' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.42 cfs) P rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,641.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) S econdary OutFlow Max=0.21 cfs @ 12.65 hrs HW=1,643.44' TW=1,642.41' (Dynamic Tailwater) 3=Culvert (Barrel Controls 0.21 cfs @ 1.69 fps) Page 194 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 41Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P2: I nflow Ou tflow D iscarded Pri mary Se condary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 4 3 2 1 0 In flow Area=1.355 ac Peak Elev=1,643.44' Storage=6,364 cf 4.07 cfs 0.63 cfs 0.42 cfs 0.00 cfs 0.21 cfs Page 195 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 42Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P3: [8 7] Warning: Oscillations may require smaller dt or Finer Routing (severity=72) Inflow Area = 0.081 ac, 39.52% Impervious, Inflow Depth = 4.04" for 10-Year event Inflow = 0.23 cfs @ 12.61 hrs, Volume= 0.027 af Outflow = 0.08 cfs @ 13.60 hrs, Volume= 0.027 af, Atten= 66%, Lag= 59.1 min Discarded = 0.08 cfs @ 13.60 hrs, Volume= 0.027 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Pond P4 : Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,642.77' @ 13.60 hrs Surf.Area= 943 sf Storage= 538 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 64.8 min ( 836.6 - 771.8 ) Volume Invert Avail.Storage Storage Description # 1 1,642.00' 3,820 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,642.00 460 0 0 1,643.00 1,090 775 775 1,644.00 5,000 3,045 3,820 Device Routing Invert Outlet Devices # 1 Secondary 1,643.50' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,642.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,643.00' 5.0' long + 4.0 '/' SideZ 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 Discarded OutFlow Max=0.08 cfs @ 13.60 hrs HW=1,642.77' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.08 cfs) P rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=1,642.00' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) S econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 196 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 43Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P3: I nflow Ou tflow D iscarded Pri mary Se condary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 0 .26 0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 I nflow Area=0.081 ac Peak Elev=1,642.77' Storage=538 cf 0.23 cfs 0.08 cfs 0.08 cfs 0.00 cfs 0.00 cfs Page 197 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 44Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P4: [8 7] Warning: Oscillations may require smaller dt or Finer Routing (severity=111) Inflow Area = 0.200 ac, 36.70% Impervious, Inflow Depth = 0.75" for 10-Year event Inflow = 0.17 cfs @ 12.17 hrs, Volume= 0.012 af Outflow = 0.07 cfs @ 12.35 hrs, Volume= 0.013 af, Atten= 57%, Lag= 10.8 min Discarded = 0.07 cfs @ 12.35 hrs, Volume= 0.013 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,642.08' @ 12.35 hrs Surf.Area= 888 sf Storage= 67 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 4.1 min ( 763.9 - 759.8 ) Volume Invert Avail.Storage Storage Description # 1 1,642.00' 4,800 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,642.00 800 0 0 1,643.00 1,900 1,350 1,350 1,644.00 5,000 3,450 4,800 Device Routing Invert Outlet Devices # 1 Primary 1,643.50' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,642.00' 3.600 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.07 cfs @ 12.35 hrs HW=1,642.08' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.07 cfs) P rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 198 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 45Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P4: I nflow Ou tflow D iscarded Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 0 .19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 In flow Area=0.200 ac Peak Elev=1,642.08' Storage=67 cf 0.17 cfs 0.07 cfs 0.07 cfs 0.00 cfs Page 199 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 46Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Link 1L: link In flow Area = 1.555 ac, 76.32% Impervious, Inflow Depth = 0.00" for 10-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs L ink 1L: link I nflow Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 In flow Area=1.555 ac 0.00 cfs 0.00 cfs Page 200 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 47Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC T ime span=0.00-40.00 hrs, dt=0.05 hrs, 801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Run off Area=18,312 sf 90.12% Impervious Runoff Depth=5.64"S ubcatchment D1: D1 T c=10.0 min CN=WQ Runoff=2.69 cfs 0.197 af Runoff Area=40,724 sf 78.59% Impervious Runoff Depth=4.99"S ubcatchment D2: D2 T c=10.0 min CN=WQ Runoff=5.25 cfs 0.389 af Runoff Area=3,535 sf 39.52% Impervious Runoff Depth=2.79"S ubcatchment D3: D3 T c=10.0 min CN=WQ Runoff=0.24 cfs 0.019 af Runoff Area=5,176 sf 34.78% Impervious Runoff Depth=2.53"S ubcatchment D4: D4 T c=10.0 min CN=WQ Runoff=0.31 cfs 0.025 af Peak Elev=1,644.13' Storage=1,035 cf Inflow=2.69 cfs 0.197 afP ond P1: D iscarded=0.28 cfs 0.037 af Primary=1.14 cfs 0.149 af Secondary=0.71 cfs 0.011 af Outflow=1.94 cfs 0.197 af Peak Elev=1,643.73' Storage=7,916 cf Inflow=6.38 cfs 0.538 afP ond P2: D iscarded=0.47 cfs 0.380 af Primary=3.23 cfs 0.091 af Secondary=0.81 cfs 0.066 af Outflow=4.50 cfs 0.538 af Peak Elev=1,643.11' Storage=921 cf Inflow=0.98 cfs 0.085 afP ond P3: D iscarded=0.13 cfs 0.049 af Primary=0.50 cfs 0.036 af Secondary=0.00 cfs 0.000 af Outflow=0.63 cfs 0.085 af Peak Elev=1,642.92' Storage=1,196 cf Inflow=0.58 cfs 0.061 afP ond P4: D iscarded=0.15 cfs 0.061 af Primary=0.00 cfs 0.000 af Outflow=0.15 cfs 0.061 af Inflow=3.94 cfs 0.103 afL ink 1L: link Pr imary=3.94 cfs 0.103 af T otal Runoff Area = 1.555 ac Runoff Volume = 0.630 af Average Runoff Depth = 4.86" 23.68% Pervious = 0.368 ac 76.32% Impervious = 1.187 ac Page 201 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 48Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D1: D1 R unoff = 2.69 cfs @ 12.17 hrs, Volume= 0.197 af, Depth= 5.64" Routed to Pond P1 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 100-Year Rainfall=6.43" Area (sf) CN Description * 4 ,776 98 parking lot * 11,687 98 building * 40 98 basin 1,809 39 >75% Grass cover, Good, HSG A 1 8,312 Weighted Average 1,809 9.88% Pervious Area 16,503 90.12% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, minimum S ubcatchment D1: D1 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 3 2 1 0 M SE 24-hr 4 100-Year Rainfall=6.43" Runoff Area=18,312 sf Runoff Volume=0.197 af Runoff Depth=5.64" Tc=10.0 min CN=WQ 2.69 cfs Page 202 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 49Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D2: D2 R unoff = 5.25 cfs @ 12.17 hrs, Volume= 0.389 af, Depth= 4.99" Routed to Pond P2 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 100-Year Rainfall=6.43" Area (sf) CN Description * 6 30 98 basin * 16,865 98 parking lot 8,720 39 >75% Grass cover, Good, HSG A * 14,509 98 building 4 0,724 Weighted Average 8,720 21.41% Pervious Area 32,004 78.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, minimum S ubcatchment D2: D2 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 5 4 3 2 1 0 M SE 24-hr 4 100-Year Rainfall=6.43" Runoff Area=40,724 sf Runoff Volume=0.389 af Runoff Depth=4.99" Tc=10.0 min CN=WQ 5.25 cfs Page 203 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 50Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D3: D3 R unoff = 0.24 cfs @ 12.18 hrs, Volume= 0.019 af, Depth= 2.79" Routed to Pond P3 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 100-Year Rainfall=6.43" Area (sf) CN Description * 3 03 98 parking lot * 924 98 building * 170 98 basin 2,138 39 >75% Grass cover, Good, HSG A 3 ,535 Weighted Average 2,138 60.48% Pervious Area 1,397 39.52% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, minimum S ubcatchment D3: D3 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 0 .26 0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 M SE 24-hr 4 100-Year Rainfall=6.43" Runoff Area=3,535 sf Runoff Volume=0.019 af Runoff Depth=2.79" Tc=10.0 min CN=WQ 0.24 cfs Page 204 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 51Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D4: D4 R unoff = 0.31 cfs @ 12.18 hrs, Volume= 0.025 af, Depth= 2.53" Routed to Pond P4 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 100-Year Rainfall=6.43" Area (sf) CN Description * 1 ,500 98 building * 300 98 basin 3,376 39 >75% Grass cover, Good, HSG A 5 ,176 Weighted Average 3,376 65.22% Pervious Area 1,800 34.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, miminum S ubcatchment D4: D4 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 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 M SE 24-hr 4 100-Year Rainfall=6.43" Runoff Area=5,176 sf Runoff Volume=0.025 af Runoff Depth=2.53" Tc=10.0 min CN=WQ 0.31 cfs Page 205 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 52Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P1: In flow Area = 0.420 ac, 90.12% Impervious, Inflow Depth = 5.64" for 100-Year event Inflow = 2.69 cfs @ 12.17 hrs, Volume= 0.197 af Outflow = 1.94 cfs @ 12.25 hrs, Volume= 0.197 af, Atten= 28%, Lag= 4.7 min Discarded = 0.28 cfs @ 12.26 hrs, Volume= 0.037 af Primary = 1.14 cfs @ 12.16 hrs, Volume= 0.149 af Routed to Pond P2 : Secondary = 0.71 cfs @ 12.26 hrs, Volume= 0.011 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,644.13' @ 12.26 hrs Surf.Area= 3,373 sf Storage= 1,035 cf Plug-Flow detention time= 19.5 min calculated for 0.197 af (100% of inflow) Center-of-Mass det. time= 19.7 min ( 768.1 - 748.5 ) Volume Invert Avail.Storage Storage Description # 1 1,641.00' 11,161 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,641.00 1 0 0 1,642.00 40 21 21 1,643.00 310 175 196 1,644.00 810 560 756 1,645.00 20,000 10,405 11,161 Device Routing Invert Outlet Devices # 1 Secondary 1,644.00' 5.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,641.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,642.15' 8.0" Round Culvert L= 55.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1,642.15' / 1,642.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Discarded OutFlow Max=0.28 cfs @ 12.26 hrs HW=1,644.13' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.28 cfs) P rimary OutFlow Max=0.97 cfs @ 12.16 hrs HW=1,644.02' TW=1,643.54' (Dynamic Tailwater) 3=Culvert (Outlet Controls 0.97 cfs @ 2.77 fps) S econdary OutFlow Max=0.69 cfs @ 12.26 hrs HW=1,644.13' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 0.69 cfs @ 0.95 fps) Page 206 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 53Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P1: I nflow Ou tflow D iscarded Pri mary Se condary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 3 2 1 0 In flow Area=0.420 ac Peak Elev=1,644.13' Storage=1,035 cf 2.69 cfs 1.94 cfs 0.28 cfs 1.14 cfs 0.71 cfs Page 207 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 54Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P2: In flow Area = 1.355 ac, 82.17% Impervious, Inflow Depth = 4.76" for 100-Year event Inflow = 6.38 cfs @ 12.17 hrs, Volume= 0.538 af Outflow = 4.50 cfs @ 12.27 hrs, Volume= 0.538 af, Atten= 29%, Lag= 6.4 min Discarded = 0.47 cfs @ 12.27 hrs, Volume= 0.380 af Primary = 3.23 cfs @ 12.27 hrs, Volume= 0.091 af Routed to Link 1L : link Secondary = 0.81 cfs @ 12.27 hrs, Volume= 0.066 af Routed to Pond P3 : Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,643.73' @ 12.27 hrs Surf.Area= 5,589 sf Storage= 7,916 cf Plug-Flow detention time= 123.1 min calculated for 0.537 af (100% of inflow) Center-of-Mass det. time= 123.2 min ( 874.9 - 751.7 ) Volume Invert Avail.Storage Storage Description # 1 1,641.00' 22,530 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,641.00 500 0 0 1,642.00 1,990 1,245 1,245 1,643.00 4,190 3,090 4,335 1,644.00 6,100 5,145 9,480 1,645.00 20,000 13,050 22,530 Device Routing Invert Outlet Devices # 1 Primary 1,643.50' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,641.00' 3.600 in/hr Exfiltration over Surface area #3 Secondary 1,643.15' 12.0" Round Culvert L= 55.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1,643.15' / 1,643.00' S= 0.0027 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Discarded OutFlow Max=0.46 cfs @ 12.27 hrs HW=1,643.73' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.46 cfs) P rimary OutFlow Max=3.08 cfs @ 12.27 hrs HW=1,643.73' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 3.08 cfs @ 1.26 fps) S econdary OutFlow Max=0.79 cfs @ 12.27 hrs HW=1,643.73' TW=1,642.71' (Dynamic Tailwater) 3=Culvert (Barrel Controls 0.79 cfs @ 2.44 fps) Page 208 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 55Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P2: I nflow Ou tflow D iscarded Pri mary Se condary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 7 6 5 4 3 2 1 0 In flow Area=1.355 ac Peak Elev=1,643.73' Storage=7,916 cf 6.38 cfs 4.50 cfs 0.47 cfs 3.23 cfs 0.81 cfs Page 209 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 56Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P3: [8 7] Warning: Oscillations may require smaller dt or Finer Routing (severity=49) Inflow Area = 0.081 ac, 39.52% Impervious, Inflow Depth = 12.59" for 100-Year event Inflow = 0.98 cfs @ 12.26 hrs, Volume= 0.085 af Outflow = 0.63 cfs @ 12.55 hrs, Volume= 0.085 af, Atten= 36%, Lag= 17.2 min Discarded = 0.13 cfs @ 12.55 hrs, Volume= 0.049 af Primary = 0.50 cfs @ 12.55 hrs, Volume= 0.036 af Routed to Pond P4 : Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,643.11' @ 12.55 hrs Surf.Area= 1,527 sf Storage= 921 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 54.1 min ( 829.6 - 775.5 ) Volume Invert Avail.Storage Storage Description # 1 1,642.00' 3,820 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,642.00 460 0 0 1,643.00 1,090 775 775 1,644.00 5,000 3,045 3,820 Device Routing Invert Outlet Devices # 1 Secondary 1,643.50' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,642.00' 3.600 in/hr Exfiltration over Surface area #3 Primary 1,643.00' 5.0' long + 4.0 '/' SideZ 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 Discarded OutFlow Max=0.13 cfs @ 12.55 hrs HW=1,643.11' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.13 cfs) P rimary OutFlow Max=0.50 cfs @ 12.55 hrs HW=1,643.11' TW=1,642.42' (Dynamic Tailwater) 3=Broad-Crested Rectangular Weir (Weir Controls 0.50 cfs @ 0.82 fps) S econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 210 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 57Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P3: I nflow Ou tflow D iscarded Pri mary Se condary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 In flow Area=0.081 ac Peak Elev=1,643.11' Storage=921 cf 0.98 cfs 0.63 cfs 0.13 cfs 0.50 cfs 0.00 cfs Page 211 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 58Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P4: [8 7] Warning: Oscillations may require smaller dt or Finer Routing (severity=65) Inflow Area = 0.200 ac, 36.70% Impervious, Inflow Depth = 3.65" for 100-Year event Inflow = 0.58 cfs @ 12.53 hrs, Volume= 0.061 af Outflow = 0.15 cfs @ 13.73 hrs, Volume= 0.061 af, Atten= 74%, Lag= 72.3 min Discarded = 0.15 cfs @ 13.73 hrs, Volume= 0.061 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 1L : link Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,642.92' @ 13.73 hrs Surf.Area= 1,809 sf Storage= 1,196 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 76.0 min ( 853.9 - 777.9 ) Volume Invert Avail.Storage Storage Description # 1 1,642.00' 4,800 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,642.00 800 0 0 1,643.00 1,900 1,350 1,350 1,644.00 5,000 3,450 4,800 Device Routing Invert Outlet Devices # 1 Primary 1,643.50' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,642.00' 3.600 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.15 cfs @ 13.73 hrs HW=1,642.92' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.15 cfs) P rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 212 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 59Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P4: I nflow Ou tflow D iscarded Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 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 In flow Area=0.200 ac Peak Elev=1,642.92' Storage=1,196 cf 0.58 cfs 0.15 cfs 0.15 cfs 0.00 cfs Page 213 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates P age 60Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Link 1L: link In flow Area = 1.555 ac, 76.32% Impervious, Inflow Depth = 0.79" for 100-Year event Inflow = 3.94 cfs @ 12.27 hrs, Volume= 0.103 af Primary = 3.94 cfs @ 12.27 hrs, Volume= 0.103 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs L ink 1L: link I nflow Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 4 3 2 1 0 In flow Area=1.555 ac 3.94 cfs 3.94 cfs Page 214 T able of Contents2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC T ABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing 3 Area Listing (all nodes) 4 Pipe Listing (all nodes) 1-Year Event 5 Node Listing 6 Subcat D1: D1 7 Subcat D2: D2 8 Subcat D3: D3 9 Subcat D4: D4 10 Pond P1: 12 Pond P2: 14 Pond P3: 16 Pond P4: 18 Link 1L: link 2-Year Event 1 9 Node Listing 20 Subcat D1: D1 21 Subcat D2: D2 22 Subcat D3: D3 23 Subcat D4: D4 24 Pond P1: 26 Pond P2: 28 Pond P3: 30 Pond P4: 32 Link 1L: link 10-Year Event 3 3 Node Listing 34 Subcat D1: D1 35 Subcat D2: D2 36 Subcat D3: D3 37 Subcat D4: D4 38 Pond P1: 40 Pond P2: 42 Pond P3: 44 Pond P4: 46 Link 1L: link 100-Year Event 4 7 Node Listing 48 Subcat D1: D1 49 Subcat D2: D2 Page 215 T able of Contents2 6-0159 north P rinted 5/28/2026Prepared by Vreeland Associates Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC 5 0 Subcat D3: D3 51 Subcat D4: D4 52 Pond P1: 54 Pond P2: 56 Pond P3: 58 Pond P4: 60 Link 1L: link Page 216 1S Runo ff D 5 D5 E 1 existi ng P 5 2L of fsite runoff 4L no rth R outing Diagram for 26-0159 south Prepared by Vreeland Associates, Printed 5/28/2026 Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC Subcat Rea ch Pond L ink Page 217 2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 2Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC R ainfall Events Listing Event# Event Nam e Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1- Year MSE 24-hr 4 Default 24.00 1 2.22 2 2 2-Year MSE 24-hr 4 Default 24.00 1 2.56 2 3 10-Year MSE 24-hr 4 Default 24.00 1 3.79 2 4 100-Year MSE 24-hr 4 Default 24.00 1 6.43 2 Page 218 2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 3Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC A rea Listing (all nodes) Are a (acres) CN Description (subcatchment-numbers) 3.277 39 >75% Grass cover, Good, HSG A (1S, D5, E1) 0.026 98 basin (D5) 0.513 98 building (D5) 0.331 98 pavement (D5) 4.147 51 TOTAL AREA Page 219 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 4Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC T ime span=0.00-40.00 hrs, dt=0.05 hrs, 801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Run off Area=7,842 sf 0.00% Impervious Runoff Depth=0.00"S ubcatchment 1S: Runoff T c=10.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=42,461 sf 89.28% Impervious Runoff Depth=1.78"S ubcatchment D5: D5 T c=6.0 min CN=WQ Runoff=2.39 cfs 0.145 af Runoff Area=2.992 ac 0.00% Impervious Runoff Depth=0.00"S ubcatchment E1: existing T c=10.0 min CN=39 Runoff=0.00 cfs 0.000 af Peak Elev=1,643.52' Storage=2,764 cf Inflow=2.39 cfs 0.145 afP ond P5: D iscarded=0.21 cfs 0.145 af Primary=0.00 cfs 0.000 af Outflow=0.21 cfs 0.145 af Inflow=0.00 cfs 0.000 afL ink 2L: offsite runoff Pr imary=0.00 cfs 0.000 af 1-Year Inflow Imported from 26-0159 north~Link 1L.hce Inflow=0.00 cfs 0.000 afL ink 4L: north Are a= 1.555 ac 76.32% Imperv. Primary=0.00 cfs 0.000 af T otal Runoff Area = 4.147 ac Runoff Volume = 0.145 af Average Runoff Depth = 0.42" 79.01% Pervious = 3.277 ac 20.99% Impervious = 0.870 ac Page 220 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 5Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment 1S: Runoff [4 5] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Link 2L : offsite runoff Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 1-Year Rainfall=2.22" Area (sf) CN Description 7 ,842 39 >75% Grass cover, Good, HSG A 7 ,842 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, min S ubcatchment 1S: Runoff R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 M SE 24-hr 4 1-Year Rainfall=2.22" Runoff Area=7,842 sf Runoff Volume=0.000 af Runoff Depth=0.00" Tc=10.0 min CN=39 0.00 cfs Page 221 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 6Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D5: D5 R unoff = 2.39 cfs @ 12.13 hrs, Volume= 0.145 af, Depth= 1.78" Routed to Pond P5 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 1-Year Rainfall=2.22" Area (sf) CN Description * 1 4,424 98 pavement * 22,344 98 building * 1,140 98 basin 4,553 39 >75% Grass cover, Good, HSG A 4 2,461 Weighted Average 4,553 10.72% Pervious Area 37,908 89.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6 .0 Direct Entry, S ubcatchment D5: D5 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 2 1 0 M SE 24-hr 4 1-Year Rainfall=2.22" Runoff Area=42,461 sf Runoff Volume=0.145 af Runoff Depth=1.78" Tc=6.0 min CN=WQ 2.39 cfs Page 222 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 7Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment E1: existing [4 5] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 1-Year Rainfall=2.22" Area (ac) CN Description 2 .992 39 >75% Grass cover, Good, HSG A 2 .992 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, S ubcatchment E1: existing R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 M SE 24-hr 4 1-Year Rainfall=2.22" Runoff Area=2.992 ac Runoff Volume=0.000 af Runoff Depth=0.00" Tc=10.0 min CN=39 0.00 cfs Page 223 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 8Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P5: [8 7] Warning: Oscillations may require smaller dt or Finer Routing (severity=36) Inflow Area = 0.975 ac, 89.28% Impervious, Inflow Depth = 1.78" for 1-Year event Inflow = 2.39 cfs @ 12.13 hrs, Volume= 0.145 af Outflow = 0.21 cfs @ 12.85 hrs, Volume= 0.145 af, Atten= 91%, Lag= 43.7 min Discarded = 0.21 cfs @ 12.85 hrs, Volume= 0.145 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 2L : offsite runoff Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,643.52' @ 12.85 hrs Surf.Area= 2,530 sf Storage= 2,764 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 118.4 min ( 879.6 - 761.2 ) Volume Invert Avail.Storage Storage Description # 1 1,642.00' 24,860 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,642.00 1,140 0 0 1,643.00 2,020 1,580 1,580 1,644.00 3,000 2,510 4,090 1,645.00 4,000 3,500 7,590 1,646.00 5,270 4,635 12,225 1,647.00 20,000 12,635 24,860 Device Routing Invert Outlet Devices # 1 Primary 1,644.75' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,642.00' 3.600 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.21 cfs @ 12.85 hrs HW=1,643.52' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.21 cfs) P rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 224 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 9Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P5: I nflow Ou tflow D iscarded Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 2 1 0 In flow Area=0.975 ac Peak Elev=1,643.52' Storage=2,764 cf 2.39 cfs 0.21 cfs 0.21 cfs 0.00 cfs Page 225 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 10Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Link 2L: offsite runoff In flow Area = 2.710 ac, 75.91% Impervious, Inflow Depth = 0.00" for 1-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs L ink 2L: offsite runoff I nflow Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 In flow Area=2.710 ac 0.00 cfs 0.00 cfs Page 226 M SE 24-hr 4 1-Year Rainfall=2.22"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 11Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Link 4L: north In flow Area = 1.555 ac, 76.32% Impervious, Inflow Depth = 0.00" for 1-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routed to Link 2L : offsite runoff Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 1-Year Inflow Imported from 26-0159 north~Link 1L.hce L ink 4L: north I nflow Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 Inf low Area=1.555 ac 1-Year Inflow Imported from 26-0159 north~Link 1L.hce Area= 1.555 ac 76.32% Imperv. 0.00 cfs 0.00 cfs Page 227 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 12Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC T ime span=0.00-40.00 hrs, dt=0.05 hrs, 801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Run off Area=7,842 sf 0.00% Impervious Runoff Depth=0.00"S ubcatchment 1S: Runoff T c=10.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=42,461 sf 89.28% Impervious Runoff Depth=2.08"S ubcatchment D5: D5 T c=6.0 min CN=WQ Runoff=2.77 cfs 0.169 af Runoff Area=2.992 ac 0.00% Impervious Runoff Depth=0.00"S ubcatchment E1: existing T c=10.0 min CN=39 Runoff=0.00 cfs 0.000 af Peak Elev=1,643.74' Storage=3,337 cf Inflow=2.77 cfs 0.169 afP ond P5: D iscarded=0.23 cfs 0.169 af Primary=0.00 cfs 0.000 af Outflow=0.23 cfs 0.169 af Inflow=0.00 cfs 0.000 afL ink 2L: offsite runoff Pr imary=0.00 cfs 0.000 af 2-Year Inflow Imported from 26-0159 north~Link 1L.hce Inflow=0.00 cfs 0.000 afL ink 4L: north Are a= 1.555 ac 76.32% Imperv. Primary=0.00 cfs 0.000 af T otal Runoff Area = 4.147 ac Runoff Volume = 0.169 af Average Runoff Depth = 0.49" 79.01% Pervious = 3.277 ac 20.99% Impervious = 0.870 ac Page 228 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 13Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment 1S: Runoff [4 5] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Routed to Link 2L : offsite runoff Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 2-Year Rainfall=2.56" Area (sf) CN Description 7 ,842 39 >75% Grass cover, Good, HSG A 7 ,842 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, min S ubcatchment 1S: Runoff R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 M SE 24-hr 4 2-Year Rainfall=2.56" Runoff Area=7,842 sf Runoff Volume=0.000 af Runoff Depth=0.00" Tc=10.0 min CN=39 0.00 cfs Page 229 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 14Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D5: D5 R unoff = 2.77 cfs @ 12.13 hrs, Volume= 0.169 af, Depth= 2.08" Routed to Pond P5 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 2-Year Rainfall=2.56" Area (sf) CN Description * 1 4,424 98 pavement * 22,344 98 building * 1,140 98 basin 4,553 39 >75% Grass cover, Good, HSG A 4 2,461 Weighted Average 4,553 10.72% Pervious Area 37,908 89.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6 .0 Direct Entry, S ubcatchment D5: D5 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 3 2 1 0 M SE 24-hr 4 2-Year Rainfall=2.56" Runoff Area=42,461 sf Runoff Volume=0.169 af Runoff Depth=2.08" Tc=6.0 min CN=WQ 2.77 cfs Page 230 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 15Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment E1: existing [4 5] Hint: Runoff=Zero Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 2-Year Rainfall=2.56" Area (ac) CN Description 2 .992 39 >75% Grass cover, Good, HSG A 2 .992 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, S ubcatchment E1: existing R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 M SE 24-hr 4 2-Year Rainfall=2.56" Runoff Area=2.992 ac Runoff Volume=0.000 af Runoff Depth=0.00" Tc=10.0 min CN=39 0.00 cfs Page 231 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 16Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P5: [8 7] Warning: Oscillations may require smaller dt or Finer Routing (severity=26) Inflow Area = 0.975 ac, 89.28% Impervious, Inflow Depth = 2.08" for 2-Year event Inflow = 2.77 cfs @ 12.13 hrs, Volume= 0.169 af Outflow = 0.23 cfs @ 12.95 hrs, Volume= 0.169 af, Atten= 92%, Lag= 49.5 min Discarded = 0.23 cfs @ 12.95 hrs, Volume= 0.169 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 2L : offsite runoff Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,643.74' @ 12.95 hrs Surf.Area= 2,743 sf Storage= 3,337 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 135.5 min ( 893.8 - 758.2 ) Volume Invert Avail.Storage Storage Description # 1 1,642.00' 24,860 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,642.00 1,140 0 0 1,643.00 2,020 1,580 1,580 1,644.00 3,000 2,510 4,090 1,645.00 4,000 3,500 7,590 1,646.00 5,270 4,635 12,225 1,647.00 20,000 12,635 24,860 Device Routing Invert Outlet Devices # 1 Primary 1,644.75' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,642.00' 3.600 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.23 cfs @ 12.95 hrs HW=1,643.74' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.23 cfs) P rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 232 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 17Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P5: I nflow Ou tflow D iscarded Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 3 2 1 0 In flow Area=0.975 ac Peak Elev=1,643.74' Storage=3,337 cf 2.77 cfs 0.23 cfs 0.23 cfs 0.00 cfs Page 233 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 18Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Link 2L: offsite runoff In flow Area = 2.710 ac, 75.91% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs L ink 2L: offsite runoff I nflow Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 In flow Area=2.710 ac 0.00 cfs 0.00 cfs Page 234 M SE 24-hr 4 2-Year Rainfall=2.56"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 19Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Link 4L: north In flow Area = 1.555 ac, 76.32% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routed to Link 2L : offsite runoff Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 2-Year Inflow Imported from 26-0159 north~Link 1L.hce L ink 4L: north I nflow Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 Inf low Area=1.555 ac 2-Year Inflow Imported from 26-0159 north~Link 1L.hce Area= 1.555 ac 76.32% Imperv. 0.00 cfs 0.00 cfs Page 235 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 20Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC T ime span=0.00-40.00 hrs, dt=0.05 hrs, 801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Run off Area=7,842 sf 0.00% Impervious Runoff Depth=0.03"S ubcatchment 1S: Runoff T c=10.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=42,461 sf 89.28% Impervious Runoff Depth=3.18"S ubcatchment D5: D5 T c=6.0 min CN=WQ Runoff=4.14 cfs 0.258 af Runoff Area=2.992 ac 0.00% Impervious Runoff Depth=0.03"S ubcatchment E1: existing T c=10.0 min CN=39 Runoff=0.01 cfs 0.007 af Peak Elev=1,644.45' Storage=5,531 cf Inflow=4.14 cfs 0.258 afP ond P5: D iscarded=0.29 cfs 0.258 af Primary=0.00 cfs 0.000 af Outflow=0.29 cfs 0.258 af Inflow=0.00 cfs 0.000 afL ink 2L: offsite runoff Pr imary=0.00 cfs 0.000 af 10-Year Inflow Imported from 26-0159 north~Link 1L.hce Inflow=0.00 cfs 0.000 afL ink 4L: north Are a= 1.555 ac 76.32% Imperv. Primary=0.00 cfs 0.000 af T otal Runoff Area = 4.147 ac Runoff Volume = 0.265 af Average Runoff Depth = 0.77" 79.01% Pervious = 3.277 ac 20.99% Impervious = 0.870 ac Page 236 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 21Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment 1S: Runoff R unoff = 0.00 cfs @ 18.40 hrs, Volume= 0.000 af, Depth= 0.03" Routed to Link 2L : offsite runoff Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10-Year Rainfall=3.79" Area (sf) CN Description 7 ,842 39 >75% Grass cover, Good, HSG A 7 ,842 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, min S ubcatchment 1S: Runoff R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 0 .001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 MSE 24-hr 4 10-Year Rainfall=3.79" Runoff Area=7,842 sf Runoff Volume=0.000 af Runoff Depth=0.03" Tc=10.0 min CN=39 0.00 cfs Page 237 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 22Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D5: D5 R unoff = 4.14 cfs @ 12.13 hrs, Volume= 0.258 af, Depth= 3.18" Routed to Pond P5 : Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10-Year Rainfall=3.79" Area (sf) CN Description * 1 4,424 98 pavement * 22,344 98 building * 1,140 98 basin 4,553 39 >75% Grass cover, Good, HSG A 4 2,461 Weighted Average 4,553 10.72% Pervious Area 37,908 89.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6 .0 Direct Entry, S ubcatchment D5: D5 R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 4 3 2 1 0 M SE 24-hr 4 10-Year Rainfall=3.79" Runoff Area=42,461 sf Runoff Volume=0.258 af Runoff Depth=3.18" Tc=6.0 min CN=WQ 4.14 cfs Page 238 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 23Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment E1: existing R unoff = 0.01 cfs @ 18.40 hrs, Volume= 0.007 af, Depth= 0.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10-Year Rainfall=3.79" Area (ac) CN Description 2 .992 39 >75% Grass cover, Good, HSG A 2 .992 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, S ubcatchment E1: existing R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 0 .011 0.01 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 MSE 24-hr 4 10-Year Rainfall=3.79" Runoff Area=2.992 ac Runoff Volume=0.007 af Runoff Depth=0.03" Tc=10.0 min CN=39 0.01 cfs Page 239 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 24Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Pond P5: In flow Area = 0.975 ac, 89.28% Impervious, Inflow Depth = 3.18" for 10-Year event Inflow = 4.14 cfs @ 12.13 hrs, Volume= 0.258 af Outflow = 0.29 cfs @ 13.18 hrs, Volume= 0.258 af, Atten= 93%, Lag= 63.0 min Discarded = 0.29 cfs @ 13.18 hrs, Volume= 0.258 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 2L : offsite runoff Routing by Dyn-Stor-Ind method, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs Peak Elev= 1,644.45' @ 13.18 hrs Surf.Area= 3,447 sf Storage= 5,531 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 191.3 min ( 942.6 - 751.2 ) Volume Invert Avail.Storage Storage Description # 1 1,642.00' 24,860 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 1 ,642.00 1,140 0 0 1,643.00 2,020 1,580 1,580 1,644.00 3,000 2,510 4,090 1,645.00 4,000 3,500 7,590 1,646.00 5,270 4,635 12,225 1,647.00 20,000 12,635 24,860 Device Routing Invert Outlet Devices # 1 Primary 1,644.75' 10.0' long + 4.0 '/' SideZ x 1.0' 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 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 1,642.00' 3.600 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.29 cfs @ 13.18 hrs HW=1,644.45' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.29 cfs) P rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,642.00' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 240 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 25Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC P ond P5: I nflow Ou tflow D iscarded Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 4 3 2 1 0 In flow Area=0.975 ac Peak Elev=1,644.45' Storage=5,531 cf 4.14 cfs 0.29 cfs 0.29 cfs 0.00 cfs Page 241 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 26Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Link 2L: offsite runoff In flow Area = 2.710 ac, 75.91% Impervious, Inflow Depth = 0.00" for 10-Year event Inflow = 0.00 cfs @ 18.40 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 18.40 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs L ink 2L: offsite runoff I nflow Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 0 .001 0.001 0.001 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 0 0 In flow Area=2.710 ac 0.00 cfs 0.00 cfs Page 242 M SE 24-hr 4 10-Year Rainfall=3.79"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 27Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Link 4L: north In flow Area = 1.555 ac, 76.32% Impervious, Inflow Depth = 0.00" for 10-Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routed to Link 2L : offsite runoff Primary outflow = Inflow, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs 10-Year Inflow Imported from 26-0159 north~Link 1L.hce L ink 4L: north I nflow Pri mary H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 1 0 Inf low Area=1.555 ac 10-Year Inflow Imported from 26-0159 north~Link 1L.hce Area= 1.555 ac 76.32% Imperv. 0.00 cfs 0.00 cfs Page 243 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 28Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC T ime span=0.00-40.00 hrs, dt=0.05 hrs, 801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Run off Area=7,842 sf 0.00% Impervious Runoff Depth=0.58"S ubcatchment 1S: Runoff T c=10.0 min CN=39 Runoff=0.06 cfs 0.009 af Runoff Area=42,461 sf 89.28% Impervious Runoff Depth=5.59"S ubcatchment D5: D5 T c=6.0 min CN=WQ Runoff=7.09 cfs 0.454 af Runoff Area=2.992 ac 0.00% Impervious Runoff Depth=0.58"S ubcatchment E1: existing T c=10.0 min CN=39 Runoff=1.04 cfs 0.143 af Peak Elev=1,645.01' Storage=7,633 cf Inflow=7.09 cfs 0.454 afP ond P5: D iscarded=0.33 cfs 0.355 af Primary=3.81 cfs 0.099 af Outflow=4.14 cfs 0.454 af Inflow=7.30 cfs 0.211 afL ink 2L: offsite runoff Pr imary=7.30 cfs 0.211 af 100-Year Inflow Imported from 26-0159 north~Link 1L.hce Inflow=3.94 cfs 0.103 afL ink 4L: north Are a= 1.555 ac 76.32% Imperv. Primary=3.94 cfs 0.103 af T otal Runoff Area = 4.147 ac Runoff Volume = 0.606 af Average Runoff Depth = 1.75" 79.01% Pervious = 3.277 ac 20.99% Impervious = 0.870 ac Page 244 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 29Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment 1S: Runoff R unoff = 0.06 cfs @ 12.26 hrs, Volume= 0.009 af, Depth= 0.58" Routed to Link 2L : offsite runoff Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-40.00 hrs, dt= 0.05 hrs MSE 24-hr 4 100-Year Rainfall=6.43" Area (sf) CN Description 7 ,842 39 >75% Grass cover, Good, HSG A 7 ,842 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 0.0 Direct Entry, min S ubcatchment 1S: Runoff R unoff H ydrograph Time (hours) 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Flow (cfs) 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 MSE 24-hr 4 100-Year Rainfall=6.43" Runoff Area=7,842 sf Runoff Volume=0.009 af Runoff Depth=0.58" Tc=10.0 min CN=39 0.06 cfs Page 245 M SE 24-hr 4 100-Year Rainfall=6.43"2 6-0159 south P rinted 5/28/2026Prepared by Vreeland Associates P age 30Hy droCAD® 10.20-8a s/n 09881 © 2025 HydroCAD Software Solutions LLC S ummary for Subcatchment D5: D5 R unoff = 7.09 cfs @ 12.13 hrs, Volume= 0.454