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HomeMy WebLinkAbout2024-12-11 Planning Commission Regular Meeting Packet Meeting location: Edina City Hall Council Chambers 4801 W. 50th St. Edina, MN Planning Commission Meeting Agenda Wednesday, December 11, 2024 7:00 PM Participate in the meeting: Watch the meeting on cable TV or at YouTube.com/EdinaTV. Provide feedback during Community Comment by calling 312-535- 8110. Enter access code 2634 069 5384 . Password is 5454. Press *3 on your telephone keypad when you would like to get in the queue to speak. A staff member will unmute you when it is your turn. Accessibility Support: The City of Edina wants all residents to be comfortable being part of the public process. If you need assistance in the way of hearing amplification, an interpreter, large-print documents or something else, please call 952-927- 8861 at least 72 hours in advance of the meeting. 1. Call to Order 2. Roll Call 3. Approval of Meeting Agenda 4. Approval of Meeting Minutes 4.1. November 13, 2024 Planning Commission Minutes 5. Community Comment During "Community Comment," the Board/Commission will invite residents to share issues or concerns that are not scheduled for a future public hearing. Items that are on tonight's agenda may not be addressed during Community Comment. Individuals must limit their comments to three minutes. The Chair may limit the number of speakers on the same issue in the interest of time and topic. Individuals should not expect the Chair or Board/Commission Members to respond to their comments tonight. Instead, the Board/Commission might refer the matter to staff for consideration at a future meeting. 6. Public Hearing During "Public Hearings," the Commission chair will ask for public testimony after staff and/or applicants make their presentations. The following guidelines are in place to ensure an efficient, fair, and respectful hearing; limit your testimony to three minutes and to the matter under consideration; the Chair may modify times, as deemed necessary; avoid repeating remarks or points of view made by previous speakers. The use of signs, clapping, cheering or booing or any other form of verbal or nonverbal communication is not allowed. 6.1. A variance from Sec. 36-437 of the Edina City Code to allow a 10.6-foot front yard Page 1 of 152 setback variance at 4701 White Oaks Rd. 7. Reports/Recommendations 8. Chair and Member Comments 9. Staff Comments 10. Adjournment Page 2 of 152 Draft Minutes☒ Approved Minutes☐ Approved Date: ___, 2024  Page 1 of 4       Minutes City Of Edina, Minnesota Planning Commission Edina City Hall Council Chambers November 13, 2024 I. Call To Order Chair Bennett called the meeting to order at 7:00 PM. II. Roll Call Answering the roll call were: Commissioners Alkire, Bornstein, Miranda, Padilla, Smith, Hahneman, Felt, Joncas, and Chair Bennett. Staff Present: Cary Teague, Community Development Director; Kris Aaker, Assistant Planner; and Liz Olson, Administrative Support Specialist. Absent from the roll call: Commissioner Daye and Jha. III. Approval Of Meeting Agenda Commissioner Bornstein moved to approve the agenda for November 13, 2024. Commissioner Padilla seconded the motion. Motion carried. IV. Approval Of Meeting Minutes A. Minutes: Planning Commission, October 30, 2024 Commissioner Alkire moved to approve the October 30, 2024, meeting minutes. Commissioner Hahnemann seconded the motion. Motion carried. V. Community Comment None. VI. Special Recognition None. VII. Public Hearings A. 5605 McGuire Road, Variance Request of 2.8% (627.5 sq ft) from the 50% Impervious Surface Requirement Assistant Planner Aaker presented the variance request. Staff recommends denial of the variance, as requested, subject to the findings and conditions listed in the staff report. Staff answered Commission questions. Page 3 of 152 Draft Minutes☒ Approved Minutes☐ Approved Date: ___, 2024  Page 2 of 4     Appearing for the Applicant Mr. Josh Kohler, the landscape designer for the Southview Design project, addressed the Commission and answered questions. Public Hearing None. Commissioner Miranda moved to close the public hearing. Commissioner Hahnemann seconded the motion. Motion carried. The Commission discussed the variance request and staff recommendation of denial. Motion Commissioner Alkire moved that the Planning Commission recommend denial to the City Council of the variance request as outlined in the staff memo subject to the conditions and findings therein. Commissioner Padilla seconded the motion. The motion carried 5 ayes and 3 nays (Smith, Hahnemann, Bennett). The entire meeting discussion can be viewed on the official City website. B. Comprehensive Plan Amendment, Rezoning, and Site Plan with Variances – 6016 Vernon Avenue Director Teague presented the request for a Comprehensive Plan Amendment, Rezoning, and Site Plan with Variances.  Staff recommends approval of the Comprehensive Plan Amendment, as requested, subject to the findings and conditions listed in the staff report. Staff answered Commission questions. Appearing for the Applicant Mr. Ed Terhar, Stantec, remotely answered Commission questions. Mr. Jesse Hamer, Momentum Design Group, addressed the Commission and answered questions. Mr. Jake Schaeffer, 6024 Hanson Road, Edina, Station Pizza, addressed the Commission on peak-hour traffic concerns and building aesthetics. Public Hearing Mr. James Allen, 6105 Eden Prairie Road, Edina, addressed the Commission and indicated he was against this request. Page 4 of 152 Draft Minutes☒ Approved Minutes☐ Approved Date: ___, 2024  Page 3 of 4     Mr. Matthew Peppers, 6004 Eden Prairie Road, Edina, addressed the Commission and said he did not favor this request. Ms. Barbara Bendor, 6105 Eden Prairie Road, Edina, addressed the Commission and indicated she did not favor this request. Ms. Mary Melander, 6105 Eden Prairie Road, Edina, addressed the Commission and explained she did not favor this request. Ms. Pam Allen, 6105 Eden Prairie Road, Edina, addressed the Commission with her concerns about the request. Ms. Gaye Christensen, 6116 Eden Prairie Road, Edina, addressed the Commission and expressed her opposition to the request. Mr. Tom Kohlbry, 6004 Kmart Drive, Edina, addressed the Commission and explained the neighborhood does not want this change. Ms. Mary Kenealy-Bredice, 6020 Kmart Drive, Edina, addressed the Commission and stated she was against this request. Mr. John Wellborn, 6008 Eden Prairie Road, addressed the Commission and opposed the request. Commissioner Felt moved to close the public hearing. Commissioner Alkire seconded the motion. Motion carried. The Commission deliberated the request. Youth Commissioner Joncas left the meeting during deliberation. Motion Commissioner Hahnemann moved that the Planning Commission recommend approval to the City Council of the Comprehensive Plan Amendment as outlined in the staff memo subject to the conditions and findings therein, with changes to add the words “and housing.” Commissioner Smith seconded the motion. The motion carried. Commissioner Felt moved that the Planning Commission recommend approval to the City Council of the Rezoning, Site Plan, and Variance as outlined in the staff memo subject to the conditions and findings therein, adding a recommendation to have the sidewalk as close to the property line as possible. Commissioner Padilla seconded the motion. Motion carried. The entire meeting discussion can be viewed on the official City website. VIII. Reports/Recommendations IX. Chair and Member Comments Received. Page 5 of 152 Draft Minutes☒ Approved Minutes☐ Approved Date: ___, 2024  Page 4 of 4     X. Staff Comments Received. XI. Adjournment Commissioner Padilla moved to adjourn the November 13, 2024, Meeting of the Edina Planning Commission at 10:24 PM. Commissioner Felt seconded the motion. Motion carried. Page 6 of 152 BOARD & COMMISSION ITEM REPORT Date: December 11, 2024 Item Activity: Action Meeting: Planning Commission Agenda Number: 6.1 Prepared By: Kris Aaker, Assistant City Planner Item Type: Public Hearing Department: Community Development Item Title: A variance from Sec. 36-437 of the Edina City Code to allow a 10.6-foot front yard setback variance at 4701 White Oaks Rd. Action Requested: Approve the variance subject to conditions as listed in the staff report. Information/Background: Marco Vincent on behalf of White Oaks LLC are requesting a variance from Sec. 36-437 of the Edina City Code to allow 10.6-foot front yard setback variance for an addition and remodel to match an existing nonconforming front yard setback at 4701 Meadow Road. https://www.bettertogetheredina.org/4701-white-oaks-road Supporting Documentation: 1. Staff Report 2. Applicant Narrative 3. Surveys 4. Existing v. Renovation Plans 5. Applicant Submittal 6. SWMP 7. Engineering Memo 8. Staff Presentation Page 7 of 152 The subject property is located on the north side of White Oaks Road at the end of a cul-de-sac consisting of a home with an attached side-loading two-car garage built in 1940. The homeowners are proposing an addition to the west side of the home for a new garage and main floor living space and modifying living space on the existing 1st and 2nd floors for a whole house remodel. The current garage is undersized to accommodate the homeowner’s needs. This addition would be finished with the same or matching materials as the existing portion of their home and carry over into the new addition, allowing it to be seamless to the original home. The applicant is requesting relief from the front yard setback requirement to allow the new addition to overlap the required front yard setback along the curve of the cul-de-sac. The existing home is nonconforming and will be added to and remodeled to include additions while maintaining the existing nonconforming setback to the cul-de-sac. The applicant is requesting a 10.6-foot front yard setback variance to the lot line adjacent to the cul-de-sac. The required setback is 44.8 feet based on the average front yard setback of the homes along the cul-de-sac. The unique site conditions along the cul-de-sac and the presence of varying front yard setbacks determining the average front yard setback make this design unfeasible without the benefit of variance. Surrounding Land Uses Northerly: Single Unit residential homes; zoned R-1 and guided low-density residential Easterly: Single Unit residential homes; zoned R-1 and guided low-density residential. Southerly: Single Unit residential homes; zoned R-1 and guided low-density residential. Westerly: Single Unit residential homes; zoned R-1 and guided low-density residential. December 11, 2024 PLANNING COMMISSION Kris Aaker, Assistant City Planner B-24-14, A variance at 4701 White Oaks Road from Sec. 36-439 of the Edina City Code to allow for a 10.6-foot front yard setback variance from the 44.8-foot requirement to be 34.2 feet from the front lot line to allow an addition for an attached garage with living space above. Information / Background: Page 8 of 152 STAFF REPORT Page 2 Existing Site Features The subject property is a two-story home, built in 1940. The lot is 20,121 square feet in area and is located north of White Oaks Road Cul-de-sac. Planning Guide Plan designation: Low Density Residential Zoning: R-1, Single Dwelling Unit District Grading & Drainage The Environmental Engineer has reviewed the application and submitted comments as attached in their memorandum. Compliance Table City Standard Proposed South- Front Yard West Side – Side Yard North – Rear Yard East Side – Side Yard 44.8 feet 10 feet 25 feet 10 feet *34.2 feet (existing nonconforming) 10.7 feet 21.1 feet (existing nonconforming) 52.5 feet Building Height 40 feet 35 feet proposed Building Coverage Surface coverage 25% 50% 18.7% proposed 28% proposed *Requires a variance Page 9 of 152 STAFF REPORT Page 3 PRIMARY ISSUES & STAFF RECOMMENDATION Primary Issue Is the proposed variance justified? Yes. Minnesota Statues and Edina Ordinances require that the following conditions must be satisfied affirmatively to grant a variance. The proposed variance will: 1.The variance would be in harmony with the general purposes and intent of the ordinance. The purpose and intent of the front yard setback requirement is to provide consistent minimum space from a structure to a lot line adjacent to a street. However, the code allows for deeper setbacks from the street than the minimum front yard setback which affects adjacent properties opportunities for expansion. A deeper front yard setback is required for the property given the front yard setback of the average along the cul-de-sac. The ordinance does not account for the deep curve of a cul-de-sac, with setback pushed deeper in the lot and misaligned with the front of the subject home. 2.The variance would be consistent with the Comprehensive Plan. The Comprehensive Plan guides the property for Low Density Residential Use. The principal use of the property would still be a single-family home, and the property would remain zoned R-1. 3.There are practical difficulties in complying with the ordinance. The term “practical difficulties” means the following: i. The property owner proposes to use the property in a reasonable manner not permitted by the Zoning Ordinance. Reasonable use does not mean that the applicant must show the land cannot be put to any reasonable use without variance. Rather, the applicant must show that there are practical difficulties in complying with the code and that the proposed use is reasonable. “Practical difficulties” may include functional and aesthetic concerns. The proposed use is permitted in the R-1 Single Dwelling Unit District and complies with zoning standards, except for the proposed front yard setback. The curve of the cul-de-sac and required setback forces an addition farther north on the lot with t restricting expansion opportunity. The practical difficulties are caused by the existing location of the home, the required average front yard setback from the ROW based on the average and the impact of the cul-de-sac curvature on building placement. Page 10 of 152 STAFF REPORT Page 4 ii. The plight of the landowner is due to circumstances that are unique to the property, not common to every similarly zoned property, and that are not self-created? The property was developed with a south front yard setback closer to the lot line than currently allowed. Additions on the property are affected by the required front yard setback established by the neighbors’ setbacks and the existing conditions of the lot which are not self-created. iii. Will the variance alter the essential character of the neighborhood? Granting variance will not alter the essential character of the neighborhood. The front yard setback of the addition will allow a logical extension of the existing nonconforming home with other zoning requirements in compliance. The building addition will provide a deeper front yard setback than the existing front portion of the home. Staff Recommendation Approval Approve the request for a 10.6-foot front yard setback variance from the 44.8-foot requirement. Approval is based on the following findings: 1) The practical difficulty is caused by the required average front yard setback requirement, cul-de-sac setback impact, and existing location of the house. 2) There are circumstances that are unique to the subject property. Those unique circumstances include having street frontage with a cul-de-sac affecting the buildable area on the of the lot. 3) Had this been typically with homes along a block lined up with one another, like similarly zoned property, it would not have required a variance. 4) The proposal would not alter the essential character of the neighborhood. The garage and home addition/remodel are of a similar design to the house and with matching materials used. The additions will provide a garage setback farther from the cul-de-sac than the existing nonconforming home. Any approval is subject to the following conditions: •Subject to plans and survey date stamped, October 28, 2024. •Compliance with the Engineering memo dated December, 2024 •Compliance with the tree ordinance. Deadline for a City decision: January 25, 2025. Page 11 of 152 S STREETER CUSTO At IS 11 I 1, I) 11 Client: White Oaks LLC Project: 'White Oaks' Renovation & Addition Address: 4701 White Oaks Road, Edina, Minnesota VARIANCE NARRATIVE / CONDITIONS Requested variance: Reduction of the front yard setback from 44.8 feet to 41.5 feet Project description: The owners wish to replace their unsatisfactory garage conditions. The current garage requires a 90 degree turn-in and back-in while most properties nearby enjoy direct garage to driveway access. The current garage is very undersized at 24' wide. The new garage would accommodate three modest stalls that allow for three vehicles and storage. Above the new garage is a primary bedroom and bathroom with roof slopes and a dormer that mimic the charming aesthetic of the neighboring homes. The exterior is specified with the same traditional lap siding, trim, white-washed brick of the existing home and of many homes in the White Oaks vicinity. We developed this project's footprint, floorplan, and character to 'fit in'. Without the requested front-yard variance, the lovely site and cul-de- sac setback do not offer reasonable accommodations for a safer and more lovely garage and bedroom. The landscape plan will further weave the home and site into the neighborhood in a respectful and modest manner. Thank you for your consideration of the additional information concerning the practical challenges and remedies proposed. Page 12 of 152 ;Minnesota Statues and Edina Ordinances require that the following conditions must be satisfied affirmatively. Please fully explain your answers using additional sheets of paper as necessary. The Proposed Variance will: (descriptions in blue) Relieve practical difficulties in complying with the zoning ordinance and that the use is reasonable 1. The property does not offer reasonable uses for a three-stall garage addition without providing disruptions to the harmony of the White Oaks neighborhood - namely the cul-de-sac at 4701. By encroaching slightly over the front-yard variance, this reasonable use may be provided. 2. The property boundaries and the location of the current home footprint are circumstances that inhibit inclusion of a single three-stall garage; and the proposed location as described below is the most reasonable known solution to the unique circumstances of the property. 3. The proposed design utilizes the existing home and mimics the existing materials in the renovation and addition. The aesthetic, materials, and landscaping depicts the harmonizing character of the design. 4. The use of the addition that encroaches on the front-yard setback are appropriate to R-1 zoning. They include a three stall garage with a primary bedroom and bathroom above it. The extent of the encroachment on the front-yard setback is relatively minimal. Correct extraordinary circumstances applicable to this property but not applicable to other property in the vicinity or zoning district 5. As expressed on drawings page A3.: the design offers to renovate the existing home and to retain the existing foundational footprint in full while utilizing the current home's kitchen, living room, dining room, sun room ("screen porch"), and den. The location of the three-stall garage and bedroom addition is reasonably placed in orientation to the existing home's floor plan and orientation. 6. The location of this addition to the existing home is the most practical area which may complement the renovation of the existing home while Page 13 of 152 not intruding on the easterly portion of the property where a new garage would require substantially more tree removal, new curb cuts, and disruptions to the current character of the White Oaks Road cul-de-sac. To proceed with the three-stall garage in a different location would unreasonably disrupt the property, vegetation, and aesthetic of the area. The design offers a driveway that flows directly into the garage without a 90 degree turn. Four of the five nearest properties on White Oaks Road offer this perpendicular approach to their respective garage doors. 7. Further, four of the nearest five properties on White Oaks Road have garages' doors that offer direct access from the driveway without a 90 degree turn. The current design offers a more harmonizing driveway and garage Be in harmony with the general purposes and intent of the zoning ordinance 8. The infringement on the front-yard variance provided by the current design offers no disruption to any known long-term planning not planting goals beyond the set-back boundary. 9. The addition's design does not interfere with public health and safety 10. The addition's design does not interfere with traffic and on-street parking. The new garage and driveway will create less off street parking during the holidays. 11. The new addition (and entire home) roof and gutter system will capture all . stormwater in underground storage which will most sustainry distribute flow. The landscaping plan will more sustainably harneskQr2inwater 'and 6\-C C> • prevent erosion. S‘\‘' Not alter the essential Character of a neighborhood 12. The design is in harmony with the aesthetic, materials, and landscaping of the neighborhood. The white siding and white-washed brick, black shudders, and asphalt roof modestly complement neighboring White Oaks homes - particularly those in the cul-de-sac of the home. 13. Landscaping additions to the property will further immerse the driveway and beautify the view of the home addition from the street. Stormwater with a columnar of Apollo Maples to the westerly property line, and the addition of a Yellowwood tree Page 14 of 152 Page 15 of 152 Page 16 of 152 Page 17 of 152 Page 18 of 152 Page 19 of 152 ELEVATORELEVATOR NEW ADDITION ORIGINAL HOME FOOTPRINT LIVING ROOMLIVING ROOM DININGDINING SCREEN PORCHSCREEN PORCH KOZY CORNERKOZY CORNER COVERED PATIOCOVERED PATIO BARBAR PNTRYPNTRY DENDEN KITCHENKITCHEN MASTER B AT H MASTER B AT H MASTER CLSTMASTER CLST MASTER MASTER ELEVATORELEVATOR NEW ADDITION ORIGINAL HOME FOOTPRINT OVER SETBACK NEW EXISTING MASTERMASTER BATHBATH GUEST C GUEST C GUEST BGUEST B BATHBATH CLSTCLST GUEST JR SUITE- AGUEST JR SUITE- A QUEEN KING KING CLSTCLST BATHBATH CLSTCLST ELEVATORELEVATOR NEW ADDITION ORIGINAL HOME FOOTPRINT 4'-11" ALL RED EXTERIOR WALLS ARE BEING KEPT, ALL WINODWS AND DOORS WILL BE UPDATED NOTE: -LOWER LEVEL WILL BE KEPT -SECOND FLOOR WILL BE REPLACED WINDOW BENCH TO BE ELIMINATED KEITH BECKKEITH BECKPRELIMINARY DESIGN7986 HWY. 35 BIGFORK, MT. BID SET 406-261-2883 CONSTRUCTION DOCUMENTS ALL RIGHT RESERVED KEITH BECK ©2024 CUSTOM HOUSE: keith@kbarchitecture.net 10/29/2024 4:30:35 PMA3.1A3.1CONCEPT PLANSCONCEPT PLANSANASTASIA & BILL4701 WHITE OAKS10/29/24 SCALE: : 1/8" = 1'-0"A3.1LOWER LVLLOWER LVL11 SCALE: : 1/8" = 1'-0"A3.1 MAIN LVLMAIN LVL22 SCALE: : 1/8" = 1'-0"A3.1 SECOND LVLSECOND LVL44SCALE: : 1/8" = 1'-0"A3.1MAIN FLOOR-WALLS TO BE KEPTMAIN FLOOR-WALLS TO BE KEPT33 Page 20 of 152 Page 21 of 152 •///.///z/Au 00 1 LOWER FLOOR All SCALE: 1/4° Ik STAX5 o ® O O 0. • 1J 2 t ELEVATOR I I I *,c STRUCTURE- POINT LOADS FRONI UPSTARTS; NEED 10 CORONAE L. CD • A4D ORIGINAL GARAGE 1;931 9 9 51G • ECH [37, 1 3EINT HI (1 1,01 CRAWL SPACE Cl n PRELMINARY DESIGN El DID SET El CONSTRUCTION DCCLMENTS ALL R'GHT RESERVED KEITH EEC( 02024 10/18/2024:2 .44417.14A PAA Am Page 22 of 152 O ® O ® / / /./// //AU 411 0' . A1 - A40 E• 17.- 0' 00 PHANTOM SCREENS 13 TrERED rA110 r•W•WV •••• • • • . •••• 2C6 t I-11 I VNG R A7A t 1-10 314' • 0 0 SUN ROOM n. I 14,0' Ark 41: co re 1=t SI!=t--1$ PsIRY 0 33,0 1/2' 14,6° 406-261-2883 A1.2 1 MAIN FLOOR SCALE: 1/4" 1'47 FURR OUT THE WALLS FOR HIDDEN SHADES • PRELIMINARY DESIGN ID ND SET q CONSTRUCTICN DCCUMENTS ALL R'GHE RESERVED KEII11 PEG( 52024 • • • • • • • ii10/18/202, ~a4nva7 CM w 10118124 Cv (—) Ad screen porcl ace concrete fic Page 23 of 152 O 13 00 0 O ® O 5%0' O 3'-7 7/8 5- 5-0 5-1' 3'-10 5/8 O A55 4, 4,2 -7 13/16 2 3/16'm I I ELEVATOR w 4k OUESTC 24' DEEP TALL 5TORAGE FRONT OF I401AI 6' - 2 7/W C A7.7 ET 15 6'6" LI T IL = GIST '7 GUESTS 7 4,2" I - EQ 4. 4, 5 -0' L 7.-7 3/4' - 10 5/8' 16,3 3/8' 16'-6 1/8' A1.3 1: SECOND FLOOR SCALE = ITO" O • nELIMINAPY DESIGN 0 PID SET ▪ CON5TRUCP.ON OCLI MINIS /// 11,/.44-174.0. FAA /,Nri Page 24 of 152 NRI ROOF OVERHANG, 1YP k A3.0 SCALE: tie P-0' CS01,05E PS 7 ....n.;-••--....._,....... ,............, / NEW LIVING SPACE I / / / (PARTIAL 100511NG COVERED PORCH) 1 i / 0 • ••• •••• I 7 •••. I „ I "*. I ` • • • 11,1 „ r.R'GINAL HeYE FCC if KIN / I / I / I \ / /II I \ / I / 'o. / /' / / / / / / / / / ,/ ,/ / ,/ / 406-261-2883 • PRELIMINARY DE5)GN BID SET 0 CONSTRUCOON DOCUMENTS ALL R)GHT RESERvED KEITH BECK B2024 b k PROPERLY LINE / k SETBACK LINE NEV 1010124 LU LU • • ••••• • •••••• • ••••• I 53 SQUARE FEET OVER FRONT SETBACK / / / ,/ / 1 SITE PLAN-NEW VS EXISTING Page 25 of 152 A3,1 LOWER LVL SCALE: 116 r NEW ADDITION ORIGINAL HOME FOOTPRINT LVL SCALE: = -CY CONCEIT FLA \5 It I 0 I Pi -1 ; 'LIVING COI/ r , 1 • II • =Ni".."Y 9 DEN NEW ADDITION DINING 1-4°. """" s. ORIGINAL HOME FOOTPRIV 2 MAIN LVL SCALE: 1/8" = A3.1 MZYCOFNEC: IC 406-261-2883 • ,c'ELIMINAY DESIGN q eiD SET q CONSTRUCTLN 9a1MENT5 IC ALL PGIlt RESERVE) KEITH EEC( 52024 I I I I I I „,10/18/202 /411 PAA •e 10118124 KEW ADDITION ORIGINAL HOME FOOTPRINT WALL LEGEND 0 EWING 3 DEMO NEW Page 26 of 152 z /10118/20247 a1,07•FA PAA A3.2 SCALE: US" =1'-0' 42 T.. . f iiiii I MI MB . 5 SOUTHWEST C MIX OF NEW & EASTING — EXISTING WALL LEGEND 01•111111111111 EXISTING 3 DEMO NEW EXISTING FIREPLACE NEW DORMER RAISE ROOF (FOR NEW SECOND FLOOR) 3 NORTHWEST A3.2 SCALE /5"=1'0'I NEW DORMER NEW GARAGE AND SECOND FLOOR NEW SECOND FLOOR 4 WEST A3.2 DALE: I/8" =1'-0' NEW I EXISTING REPLACE EXISTING ROOFS RE-CREATE ORIGINAL DORMERS REPLACE EXISTING FLAT ROOF mai GABLE & MISER FRAMING NEW FRONT ENTRANCE 6 SOUTH SCALE: VS" l'-0 A3,2 UPDATE SCREENED IN PORCH Willi NEW WINDOWS REPLACE WINDOW WITH DOORS EASING FIREPLACE NEW DORMER RAISE ROOF (FOR NEW SECOND FLOOR) REMOTE WINDOW BOX REPLACE WITH 00251E DOORS 1 EAST SCALE: tie = A3.2 2 NORTH SCALE: 11.5" li I • 10/18/2z 406-261-2883 I% LU LU • PRELIMINARY DESIGN q PID SET q CONSTRUCTION DOCUMENTS ALL WM-RESERVED 16 KEITH MU 02024 n I LU 1 LU LU A3.2 Page 27 of 152 Ajj_FCONO FLOOR 1103,13/4' 16SIER FLOOR 21/114 FLOOR 100•-cr A4.0 SCALE: 1/4" = F-0" Va FIERISTirrattiP1( .1.1,.. JINTINIW"Viirger"rraFrar" .... VIVNATiat ' i . 4, EL, 1111.1r ay 2-:174-- -- .1_. 5. ifiradvnin -474-16:1,1 1- "_-:;-479,: fdrati: .... —74,...,— ..-......... - - ....r..^-, ai- ww,..74.- , .2 4-16*:'1'. 4 4- - - - i Brtze—Attar tsprit.f a • . .. '7.1: 'I' ' 'la/ ...?.....i. firkerlrkno: mfr • TkAgAIVISit . ' 415E00 FLOOR )/ASTER FLOOR 0?9` AN FLOOR _ _ ® O ® Ak 00 13 Alk / E=L• //.77•1-1174—_TAr.,.. — —/ varimosuims Ismsts, rii =lag 11112611 I l111111 111 11 NNN11 *.• 6*.e40. 4kse,n, r4167KNOW ,eECONO FLOOR •13/4' A LASTER FLOOR _ . .4MA1N FLOCK 100-0' O ® 0 ® 0 CD 1 SOUTH ELEVA ION A4.0 SCALE 114° = 11-0' CO O ail217im 1f 701 WHITE OAKS we'/777,7/41" 10118124 L.) LU LU r 406-261-2883 — • PRELIMINARY DESIGN CID SET CONSIRUCFON DOCUMENTS ALL R'61-11 RESERVE) KERN SECF 32024 I O lit //1f141(1 F>1.1 ,10/18/202 A4.0 2 WEST ELEVATION SCALE: 1/4'. F-0" _J 3 WEST ELEVATION2 Page 28 of 152 371 SF Finishes - Interior - Gypsum Wall Board Walls 156 SF Glass - Clear, Grey ® 10 13 00 00 Alk 4,1 /ft V27 „VECORD FLOOR hoY-13N AA51ER FLOOR 9' . WN FL R- -co 0 0 0 Wir A4.1 SCALE: =1,0" A4.1 SCALE I/4." .= %WEI SIREPERWEVATIFFATAIRAMEN 1" oaf Argiatil% gialta rifir EN -mom s- 1,1111, H111113111 NI . =mai. 1SECOND FLOOR 101-1314' 1JASTER FLCCF" 102'-9' .MAIN FLOCK 110C-0° 2 EAST ELEVATION 1 NORTH ELEVATION -e-426/17.77)72i7 10118124 A' ASTASIA (3( 701 WHITE OAKS >-LU LJ (Th (Y1 LU LU 406-261-28.83 • PRELIMINARY DESIGN 111 yip 5E1 q CONSTROCIION DOCUMENTS ALL Rn-IT RESERVED ILE11115EU 02024 I I I I I 2/ 10/18/2024 A. En 1 I 1648 SF !Masonry - Brick Concrete !Concrete - Cast-in-Place Concrete 12573 SF GWB 'Finishes - Interior - Gypsum Wal Board 114380 SF I raise Siding ARCAT- Siding - Wood Clapboard ARCAT - Siding- Wood Shingle 3573 SF 952 SF Stone Default Wall 1691 SF SIDING MATERIAL TAKEOFF MATERIAL I AREA Page 29 of 152 VIEW OF EXISTING NEIGHBORS IN CUL-DE-SAC Page 30 of 152 VIEW OF 4701 WHITE OAKS ROAD - (PROPOSED DESIGN WILL HAVE LIMITED OR NO VISUAL IMPACT FROM THE NEIGHBORS TO THE EAST) Page 31 of 152 4701 WHITE OAKS ROAD DEVELOPMENT Edina, Minnesota Stormwater Management Plan October 24, 2024 Project Number P12623-2024-017 Or( OF EDINA Oct 28 2024 PLANN\NG oepARIVENT Page 32 of 152 4701 WHITE OAKS ROAD DEVELOPMENT STORMWATER MANAGEMENT PLAN October 2024 Professional Certification I hereby certify that this report was prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota. Name: Company: Advanced Engineering and Environmental Services, LLC. (AE2S) Date: October 24, 2024 Registration Number: 48701 Prepared By: Advanced Engineering and Environmental Services, LLC. (AE2S) Water Tower Place Business Center 6901 E Fish Lake Road, Suite 184 Maple Grove, MN 55369 www.ae2s.com AE2S Pagel Page 33 of 152 4701 White Oaks Road Stormwater Management Plan Table of Contents October 2024 Table of Contents Chapter 1 Introduction and Background 1 1.1 Project Background 1 1.2 Data Used 1 Chapter 2 Stormwater Management Requirements 2 2.1 City of Edina 2 2.2 Minnehaha Creek Watershed District 3 2.3 Minnesota Pollution Control Agency 3 Chapter 3 Methodology 4 3.1 Hydrology 4 3.2 Hydraulics 4 Chapter 4 Analysis 5 4.1 Existing Conditions 5 4.1.1 Site Topography 5 4.1.2 Soils 5 4.1.3 Land Use 5 4.2 Proposed Conditions 6 4.2.1 Site Topography 6 4.2.2 Soils 6 4.2.3 Land Use 6 Chapter 5 Results 8 5.1 High Water Levels 8 5.2 Rate Control 8 5.3 Abstraction Volume 9 5.4 Water Quality Calculations 10 List of Tables Table 3.1 Summary of NOAA Atlas 14 Rainfall Depths (inches) 4 Table 4.1 Summary of Existing CN Values 5 Table 4.2 Existing Subcatchment Parameters 5 Table 4.3 Summary of Proposed CN Values 6 Table 4.4 Proposed Subcatchment Parameters 7 Table 5.1 BMP HWL Summary 8 Table 5.2 Total Site Peak Flow Discharge: North 8 Table 5.3 Total Site Volume Discharge: North 8 www.ae2s.com 44 11 E5 Page ii Page 34 of 152 4701 White Oaks Road Stormwater Management Plan Table of Contents October 2024 Table 5.4 Total Site Peak Flow Discharge: South 9 Table 5.5 Total Site Volume Discharge: South 9 Table 5.6 Abstraction Requirements 9 Table 5.7 Chamber System Abstraction Summary 9 Appendices Appendix A: Figures Appendix B: Web Soil Survey Report Appendix C: HydroCAD Summaries (Pre- and Post-Development) Appendix D: Chamber Cross Section Detail www.ae2s.com 4%11E5 Page iii Page 35 of 152 4701 White Oaks Road Stormwater Management Plan Chapter 1— Introduction and Background October 2024 Chapter 1 Introduction and Background 1.1 Project Background The home at 4701 White Oaks Rd in Edina, Minnesota is proposing to redevelop one single family lot. The 0.5± acre lot is located east of highway 100 and north of 50th Street W. See Appendix A for the site location map. The redevelopment proposes to modify and rebuild the driveway, garage, and home and will add about 1,700 square feet of new impervious surface. This plan, prepared by Advanced Engineering and Environmental Services, LLC. (AE2S), is to document the basis of the storm water management design for the site to meet the storm water management requirements. 1.2 Data Used The following data were used in this analysis: • NRCS Web Soil Survey (Accessed October 2024) • Aerial Imagery (MnGeo WMS Service, 2021 Hennepin County) • Existing Topography (MnTOPO, Accessed October 2024) • 4701 White Oaks Rd Development Plans (Sathre-Bergquist, October 2024) • NOAA Atlas-14 Precipitation Data www.ae2s.com AEzS' Page 1 Page 36 of 152 4701 White Oaks Road Stormwater Management Plan Chapter 2 — Stormwater Management Requirements October 2024 Chapter 2 Stormwater Management Requirements The following section describes the rules and regulations used to design this stormwater management plan. The project falls within the City of Edina and Minnehaha Creek Watershed District. 2.1 City of Edina The Edina City Code's SP-003E rules that are relevant to stormwater management were used. The requirements for this site include: • Volume control must be provided at 1.1 inches over the new impervious surfaces. Note that the new impervious surfaces is defined as the increase in impervious surfaces from existing conditions. • Volume control must also be provided to show that there is no increase in peak flood elevations during the 100-year storm event for the landlocked basin(s) • Rate control must be provided to private property. A hydrograph method based on sound hydrologic theory as approved by the City Engineer will be used to analyze runoff for the development design or analysis of flows and water levels. o Runoff Curve Numbers shall match those as outlined in the current version of the Minnesota Stormwater Manual. o At a minimum, detention basins should maintain existing flow rates for the 2, 10, and 100-year 24-hour rainfalls in accordance to the Atlas 14 data o Detention basins shall be designed with capacity for the critical 100-year event • Freeboard o Elevation separations of buildings with respect to ponds, lakes, streams, and stormwater features shall be designed as with the low building opening elevation of any new building shall be at least two (2) feet above the projected 100-year high water elevation for the area. o An emergency spillway from ponding areas shall be installed a minimum of one foot below the lowest building opening. www.ae2s.com it•;FIE5 Page 2 Page 37 of 152 4701 White Oaks Road Stormwater Management Plan Chapter 2 — Stormwater Management Requirements October 2024 2.2 Minnehaha Creek Watershed District This project also falls within Minnehaha Creek Watershed District (MCWD) jurisdiction. In coordination with MCWD, the project does not trigger stormwater management rules for MCWD. 2.3 Minnesota Pollution Control Agency The Minnesota Pollution Control Agency (MPCA) regulates stormwater runoff by administering the National Pollution Discharge Elimination System (NPDES) Permit. The NPDES Permit is required for any projects that disturb more than one (1.0) acre of area. The permanent stormwater management requirements of the Permit are triggered if the project proposes to increase the impervious surface area by more than one acre. This project does not disturb over one acre of land. Therefore, an NPDES Permit is not required. www.ae2s.com :FIE5 Page 3 Page 38 of 152 4701 White Oaks Road Stormwater Management Plan Chapter 3 — Methodology October 2024 Chapter 3 Methodology The following section describes the methodology used to complete the stormwater management plan. 3.1 Hydrology The site was analyzed using HydroCAD for pre- and post-development conditions. Runoff generation was estimated using TR-20 methodology. Runoff from pervious and impervious areas were calculated separately. Table 3.1 summarizes the rainfall depth that was used in the peak discharge analysis. Table 3.1 Summary of NOAA Atlas 14 Rainfall Depths (inches) Time of concentration (Tc) for existing and proposed conditions were estimated using TR-55 methodology. Tc was set to 12 minutes for all developed subwatersheds, and since this site was developed previously, all Tc in existing and proposed conditions is set to 12 minutes. This 12 minutes is based on the typical lot grading seen onsite of 100 feet of sheet flow on a grassed 4% slope before routing into a raingarden or impervious surface. Curve numbers were selected for each sub watershed based on the land use, soil conditions and impervious surface area. 3.2 Hydraulics Hydraulic routing within HydroCAD was computed using the Dyn-Stor-Ind methodology. www.ae2s.com Page 4 Page 39 of 152 4701 White Oaks Road Stormwater Management Plan Chapter 4 — Analysis October 2024 Chapter 4 Analysis 4.1 Existing Conditions The following is a summary of the information used for the existing conditions analysis. 4.1.1 Site Topography The site is an existing single-family home with grades draining both north and south in roughly equal areas. Elevations range onsite from 920± ft to 904± ft. 4.1.2 Soils The site has no known soil Hydrologic Soil Group (HSG) data based on web soil survey. However the soil report does describe a parent material before development of sandy loam and other characteristics that classify as HSG A soil. HSG B was chosen to be used for all modeled soils to represent compacted conditions from development. Given the site has already been developed, this compaction is applied to existing conditions as well. See Appendix B for the Soil Report. 4.1.3 Land Use Existing subcatchments were delineated based on existing home roof layout and site topography. Weighted curve numbers were computed based on land use and NRCS hydrologic soil groups and are summarized in Table 4.1. Table 4.1 Summary of Existing CN Values CN Descriptions Assumptions CN Total Area (ac) % of Total Area Grass >75% Grass cover, Good, HSG A, Compacted 61 0.39 80.3 Existing Impervious I Impervious surfaces, Driveway, House 98 0.10 19.7 Total I 0.49 100 Table 4.2 Existing Subcatchment Parameters Subcatchment Pervious CN Impervious % Total Area (ac) Tc (min) EX1 61 17.2 0.26 12.0 EX2 61 20.9 0.22 12.0 EX3 61 54.6 0.01 12.0 Total 0.49 www.ae2s.com FlE2S Page 5 Page 40 of 152 0.14 98 27.9 Proposed Impervious Impervious surfaces, Driveway, House, Patio CN Descriptions Total % of Total Area (ac) Area Assumptions CN Grass 0.35 I 72.1 >75% Grass cover, Good, HSG B, 61 Compacted 4701 White Oaks Road Stormwater Management Plan Chapter 4 —Analysis October 2024 4.2 Proposed Conditions The following is a summary of the information used for the proposed conditions analysis. The site is proposing an underground chamber system to meet stormwater regulations. The chamber system will be located under the driveway. Water will enter the chambers through roof drains connected directly to the chambers. Water will exit the chamber system either by infiltration or surcharging out a catch basin on the south side of the chamber system. The catch basin also serves as maintenance access. See plans for more details. 4.2.1 Site Topography Minimal site grading will occur during the construction of the new home. The overall drainage of the site is unchanged, with the north half of the site draining north, and the south half of the site draining south. 4.2.2 Soils The soils in the proposed conditions match existing conditions. 4.2.3 Land Use The site will be redeveloped with new impervious areas including the driveway, home, and patio areas. Weighted CN values for each subwatershed were derived based on the CN values provided in Table 4.3. Proposed impervious area was delineated based on the proposed layout plan. The proposed site has approximately 0.48 acres with a total of 0.04 acres of new impervious surface. Table 4.3 Summary of Proposed CN Values Total I 0.49 I 100 Proposed subcatchments were delineated based on proposed grading and the proposed roof layout. Table 4.4 summarizes the proposed subcatchment runoff parameters. Figure 3 shows the proposed site grading and subcatchments. www.ae2s.com :111E5 Page 6 Page 41 of 152 4701 White Oaks Road Stormwater Management Plan Chapter 4 — Analysis October 2024 Table 4.4 Proposed Subcatchment Parameters Subcatchment PR1 Pervious CN 61 Im .ervious % Total Area (ac) 0.17 Tc (min) 12.0 0.0 PR2 61 0.0 0.15 12.0 PR3 61 78.8 0.16 12.0 PR4 61 100 0.01 12.0 Total 0.49 www.ae2s.com t'e FlEas Page 7 Page 42 of 152 Location Normal Water Level/Top of Sand 100-Year HWL Lowest Structure Opening Elev. Freeboard (ft) Chambers 906.5 911.1 913.7 2.6 Condition 2-Year (cfs) 10-Year (cfs) 100-Year (cfs) Existing 0.3 0.7 1.8 Proposed 0.1 0.2 0.7 Difference -0.2 -0.5 -1.1 Condition 2-Year (acft) 10-Year (acft) 100-Year (acft) Existing Runoff 0.02 0.03 0.07 Proposed Runoff 0.01 0.01 0.04 Proposed Discharge 0.01 0.01 0.04 Difference -0.01 -0.02 -0.03 4701 White Oaks Road Stormwater Management Plan Chapter 5 Results October 2024 Chapter 5 Results The following is a summary of the results of the analysis and the project's compliance with stormwater regulations. 5.1 High Water Levels Table 5.1 summarizes the performance of the raingardens including 100-year HWL's and freeboard from the lowest nearby structure. The basins were designed to meet the City of Edina's freeboard requirements for low entry. Note that the top of the chamber system (910.0) is over 3 feet below the low floor of the home (913.7). Therefore any groundwater interaction between the structure and chamber system should be negligible. Table 5.1 BMP HWL Summary 5.2 Rate Control The development site was analyzed to determine the pre- and post-development runoff rates discharging from the site. The site discharges both to the south and north. Table 5.2 and 5.4 detail the rate control summary for the site. Table 5.3 and 5.5 details the volume control for the site since both discharge points eventually route to landlocked basins. Appendix C contains the detailed HydroCAD summary. Table 5.2 Total Site Peak Flow Discharge: North Table 5.3 Total Site Volume Discharge: North www.ae2s.com :111E5 Page 8 Page 43 of 152 Condition 2-Year (acft) 10-Year (acft) 100-Year (acft) Existing Runoff 0.02 0.03 0.09 Proposed Runoff 0.04 0.06 0.13 Proposed Discharge 0.01 0.02 0.09 Difference -0.01 -0.01 0.0 Required Required New Impervious (sq ft) Abstraction Abstraction Volume (acre-ft) Volume (cf) 1,750 0.004 160 875 0.8 31 4701 White Oaks Road Stormwater Management Plan Chapter 5 Results October 2024 Table 5.4 Total Site Peak Flow Discharge: South Condition 2-Year (cfs) 10-Year (cfs) 100-Year (cfs) Existing 0.2 0.5 1.4 Proposed 0.1 0.3 0.8 Difference -0.1 -0.2 -0.6 Table 5.5 Total Site Volume Discharge: South 5.3 Abstraction Volume The site is required to incorporate a volume reduction BMP that abstracts 1.1" over the new impervious area. Table 5.6 outlines the volume abstraction requirement. Table 5.6 Abstraction Requirements Note that the volume difference in the 100-Year event far exceeds the 1.1" abstraction event, thus the chamber system was designed for the 100-Year volume. The chamber system will be located under the driveway of the home and use infiltration to reduce stormwater volume. Table 5.7 outlines the details of the design of the chamber system. Note that the design infiltration rate used is for HSG A soil as seen in the MN Stormwater Manual. HSG A soils are used because the chamber system is low enough that compaction in these underlying soils is likely minimal. More detailed soil information from site testing will used when available. Table 5.7 Chamber System Abstraction Summary Location Chambers -I Basin Bottom Area (sq ft) Design Infiltration Rate (in/hr) Water Quality Filtration Volume (cf) Zone Drawdown Time (hrs) 1,800 I 906.5-910.0 www.ae2s.com ;11E5 Page 9 Page 44 of 152 4701 White Oaks Road Stormwater Management Plan Chapter 5 Results October 2024 5.4 Water Quality Calculations With the abstraction volume regulation satisfied as seen in Table 5.7, City water quality standards have been met. Even if the abstraction standard was for all proposed impervious (6,000 sqft) the chamber system would still exceed the 1.1" abstraction volume of 550 cubic feet, again due to the system being sized for the 100-Year volume difference. www.ae2s.com Page 10 Page 45 of 152 4701 White Oaks Road Stormwater Management Plan Appendix A October 2024 Appendix A: Figures www.ae2s.com Page A Page 46 of 152 www.ae2s.com I Advanced Engineering and Environmental S dirt, Park Brookside 15142nd St Morningside LL W 42nd St Browndale Morninoside_Rd_ Lake Harriet ss 'N ssth Figure 1 SITE LOCATION MAP o X eft 1/1/ 45th St g • > 46th St 7r, tn [— s Sm•0<‘ Nt4----J —44th St unt,)- _ W 47th_St_ White Oks id Park Country Club 8 W-413th St W 40th St Sunny Slope — 49th St a a Woodsalc Park 50th-6nd— France- = › g . . < ,:, g 0 < . 0 , < = ' › 2 Z= g ,, r., ''' g----.2 .,, 1'V 50th St < en 0 2 -; > Fulton . . Edina 4701 WHITE OAKS RD/ SATHRE-BERGQUIST, INC _ ___WS1stSt _ W 51st St O a a , t' > ;§- ,'i ' > . W52nd St - - _ iew Date: 10/22/2024 Arden Park - Out L0:-. --- Grace Catit,t,t School _ __Arden Park w 53rd Sr - - - Edina Country Club Pond -0 En _ W 53rd rn 7t- .101, n E2s Golf Terrace Heights Esri Community Maps Contributors, City of Minneapolis, County of Dakota, Mkropolitan Council, MetroGIS, Three Pirers firk District, W 54th St Esri, TomTom, Garmin, SafeGraph, GeoTechnologies, Inc, MEWITASA, USGS,,EPA, NPS, US Census_ Burepu,. USDA, USfWS _W_Euller St Rnnnfn W 40th St C 40th St 1,000 A W 31st S Feet 1 inch equals 1,000 feet y. IN 43rd St s, Locator Map Not to Scale 445w5t W Edina Hennepin County, MN Site Boundary Information depicted may include data unverified by AE2S. Any reliance upon such dote is at the user's own risk. AE2S does not warrant this map or its features are either spatially or temporally accurate. Coordinate System: NAD 1983 HARN Atli MN Hennepin Feet I Edited by: liarnoore I CAUsers Ilamoore AE2S\Sathre - 4701 White Oaks RdEdina \ GIS\ 4701_white_oaks_edina \4701_white_oaks_edina.aprx I landscape 1141.7_fig,1 Page 47 of 152 DIDER Site Boundary = Existing Watersheds I Existing Impervious -- Existing Contours www.ae2s.com I Advanced Engineering and Environmental Services, LLC A 0 20 .==1 Feet 1 inch equals 20 feet Locator Map Not to Scale Edina Hennepin County, MN Figure 2 EXISTING CONDITIONS MAP 4701 WHITE OAKS RD/ SATHRE-BERGQUIST, INC Date: 10/22/2024 .fluiE2s Information depicted may include data unverified by AE2S. Any reliance upon such data is ot the user's own risk. AE2S does not warrant this map or its features are either spatially or temporally accurate. Coordinate System: NAD 1983 HARN Aril MN Hennepin Feet I Edited by: Ilamoore I CAUsers \liamoore AE2S\Sathre - 4701 White Oaks Rd_Edina GLS 4701_white_oaks_edinaM701_white_oaks_edina.aprx I Landscape 117417_882 Page 48 of 152 m Site Boundary = Proposed Watersheds MN Proposed Impervious Underground Chambers Proposed Contours Existing Contours www.ae2s.com I Advanced Engineering and Environmental Services, LLC A 0 20 Feet 1 inch equals 20 feet Locator Map Not to Scale Edina Hennepin County, MN Figure 3 PROPOSED CONDITIONS MAP 4701 WHITE OAKS RD/ SATHRE-BERGQUIST, INC Date: 10/24/2024 Pf • 11E2S Information depicted may include data unverified byAE2S. Any reliance upon such data is at the user's own risk. AE2S does not warrant this mop or its features are either spatially or temporally accurate. Coordinate System: NAO 1983 HARN Adj MN Hennepin Feet I Edited by: liamoore I Misers liamoore AE2ASathre - 4701 White Oaks Rd_Edina GLS 4701_white_oaks_edIna 4701_white_oaks_edlna.aprx I Landscape 11x3.7_fig3 Page 49 of 152 4701 White Oaks Road Stormwater Management Plan Appendix B October 2024 Appendix B: Web Soil Survey Report www.ae2s.com ;1111E5 Page B Page 50 of 152 USDA United States Department of Agriculture N RCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Hennepin County, Minnesota October 18, 2024 Page 51 of 152 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 Page 52 of 152 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Page 53 of 152 Contents Preface 2 How Soil Surveys Are Made 5 Soil Map 8 Soil Map 9 Legend 10 Map Unit Legend 11 Map Unit Descriptions 11 Hennepin County, Minnesota 13 L55C—Urban land-Malardi complex, 8 to 18 percent slopes 13 References 15 4 Page 54 of 152 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 Page 55 of 152 Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and 6 Page 56 of 152 Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 7 Page 57 of 152 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 Page 58 of 152 473816 473822 473828 473834 473840 1 1 1 473834 473810 473816 473822 473828 473834 473840 a So 8, 473804 473810 14 21 Custom Soil Resource Report Soil Map r iEnicy oC wEifCcA ff-Lb 8 fi 8, 44° 55' N 44° 55'3'N 8 CD Map Scale: 1:251 if printed on A portrait (85" x 11") sheet N 0 3 7 0 10 20 40 6CFleet Map projection: Web Mercator Corner coorthates: WGS84 Edge tics: UTM Zone 15N WGS84 9 Meters 8 fo ?=1 44° 55' 4" N 44° 55' 3' N Page 59 of 152 MAP LEGEND MAP INFORMATION The soil surveys that comprise your A01 were mapped at 1:12,000. 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: Hennepin County, Minnesota Survey Area Data: Version 20, Sep 7, 2024 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 29, 2023—Sep 13, 2023 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Area of Interest (A01) Area of Interest (A01) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features (2) Blowout • Borrow Pit X Clay Spot 0 Closed Depression • Gravel Pit Gravelly Spot • Landfill A_ Lava Flow .41, Marsh or swamp iz Mine or Quarry O Miscellaneous Water • Perennial Water Rock Outcrop + Saline Spot Sandy Spot Severely Eroded Spot • Sinkhole ▪ Slide or Slip • Sodic Spot Spoil Area Stony Spot Very Stony Spot '5C Wet Spot Other Special Line Features Water Features Streams and Canals Transportation 'i. Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography Custom Soil Resource Report 10 Page 60 of 152 Map Unit Symbol Percent of A01 0.2 L55C Urban land-Malardi complex, 8 to 18 percent slopes 100.0% 0.2 Totals for Area of Interest 100.0% Acres in A01 Map Unit Name Custom Soil Resource Report Map Unit Legend Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. 11 Page 61 of 152 Custom Soil Resource Report An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 12 Page 62 of 152 Custom Soil Resource Report Hennepin County, Minnesota L55C—Urban land-Malardi complex, 8 to 18 percent slopes Map Unit Setting National map unit symbol: gj4v Elevation: 770 to 970 feet Mean annual precipitation: 23 to 35 inches Mean annual air temperature: 43 to 50 degrees F Frost-free period: 124 to 200 days Farmland classification: Not prime farmland Map Unit Composition Urban land: 70 percent Malardi and similar soils: 20 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Urban Land Setting Landform: Outwash plains, stream terraces Parent material: Sandy and gravelly outwash Description of Malardi Setting Landform: Hills on outwash plains, hills on stream terraces Landform position (two-dimensional): Backslope Down-slope shape: Linear Across-slope shape: Linear Parent material: Outwash Typical profile Ap - 0 to 10 inches: sandy loam Bt - 10 to 15 inches: sandy loam 2Bt - 15 to 29 inches: loamy coarse sand 2C - 29 to 80 inches: gravelly sand Properties and qualities Slope: 8 to 18 percent Depth to restrictive feature: More than 80 inches Drainage class: Somewhat excessively drained Capacity of the most limiting layer to transmit water (Ksat): High (2.00 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 30 percent Available water supply, 0 to 60 inches: Low (about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: R103XY019MN - Sandy Upland Savannas 13 Page 63 of 152 Custom Soil Resource Report Forage suitability group: Sandy (G103XS022MN) Other vegetative classification: Sandy (G103XS022MN) Hydric soil rating: No Minor Components Crowfork Percent of map unit: 5 percent Landform: Hills on outwash plains, hills on stream terraces Landform position (two-dimensional): Backslope Down-slope shape: Linear Across-slope shape: Linear Ecological site: R103XY019MN - Sandy Upland Savannas Other vegetative classification: Sandy (G103XS022MN) Hydric soil rating: No Hawick Percent of map unit: 5 percent Landform: Hills on outwash plains, hills on stream terraces Landform position (two-dimensional): Shoulder Down-slope shape: Convex Across-slope shape: Convex Ecological site: R103XY003MN - Sandy Upland Prairies Other vegetative classification: Sandy (G103XS022MN) Hydric soil rating: No 14 Page 64 of 152 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 15 Page 65 of 152 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/1 nternet/FSE_DOCUMENTS/nrcs142p2_052290.pdf 16 Page 66 of 152 4701 White Oaks Road Stormwater Management Plan Appendix C October 2024 Appendix C: HydroCAD Summaries (Pre- and Post- Development) www.ae2s.com I:1E2S Page C Page 67 of 152 Subcat Reach Existing 9R 9R Nod EX2 EX3 lOR South Routing Diagram for 4701 white oaks 20241024 _ _ _ Prepared by (enter your company name here), Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 68 of 152 4701 White Oaks_Existing_20241024 4701_white oaks_20241024 Prepared by {enter your company name here) Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 2 Rainfall Events Listing (selected events) Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 2-Year MSE 24-hr 3 Default 24.00 1 2.86 2 2 10-Year MSE 24-hr 3 Default 24.00 1 4.28 2 3 100-Year MSE 24-hr 3 Default 24.00 1 7.49 2 Page 69 of 152 4701 White Oaks_Existing_20241024 4701_white_oaks_20241024 Prepared by {enter your company name here} HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) Printed 10/24/2024 Pam 3 0.391 61 >75% Grass cover, Good, HSG B (1S, 2S, 3S) 0.096 98 impervious (1S, 2S, 3S) 0.487 68 TOTAL AREA Page 70 of 152 4701 White Oaks_Existing_20241024 4701 white oaks 20241024 Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 4 Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.391 HSG B 1S, 2S, 3S 0.000 HSG C 0.000 HSG D 0.096 Other 1S, 2S, 3S 0.487 TOTAL AREA Page 71 of 152 4701 White Oaks_Existing_20241024 4701 white oaks_20241024 Prepared by {enter your company name here} HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Printed 10/24/2024 Page 5 Ground Covers (selected nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.391 0.000 0.000 0.000 0.391 >75% Grass cover, Good 1S, 2S, 3S 0.000 0.000 0.000 0.000 0.096 0.096 impervious 15, 2S, 3S 0.000 0.391 0.000 0.000 0.096 0.487 TOTAL AREA Page 72 of 152 4701 White OaksExisting_20241024 4701_white oaks_20241024 MSE 24-hr 3 2-Year Rainfall=2.86" Prepared by Tenter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pace 6 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: EX1 Subcatchment 2S: EX2 Su bcatchment 3S: EX3 Reach 9R: North Reach 10R: South Runoff Area=0.256 ac 17.19% Impervious Runoff Depth=0.71" Tc=12.0 min CN=61/98 Runoff=0.20 cfs 0.015 af Runoff Area=0.220 ac 20.91% Impervious Runoff Depth=0.80" Tc=0.0 min CN=61/98 Runoff=0.34 cfs 0.015 af Runoff Area=0.011 ac 54.55% Impervious Runoff Depth=1.58" Tc=12.0 min CN=61/98 Runoff=0.02 cfs 0.001 af Inflow=0.34 cfs 0.015 af Outflow=0.34 cfs 0.015 af Inflow=0.22 cfs 0.017 af Outflow=0.22 cfs 0.017 af Total Runoff Area = 0.487 ac Runoff Volume = 0.031 af Average Runoff Depth = 0.77" 80.29% Pervious = 0.391 ac 19.71% Impervious = 0.096 ac Page 73 of 152 1 1 1 1 1 1 .4 - 1 4701 White Oaks Existing 20241024 4701_white_oaks_20241024 MSE 24-hr 3 2-Year Rainfall=2.86" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1S: EX1 Runoff = 0.20 cfs @ 12.21 hrs, Volume= Routed to Reach 1OR : South 0.015 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description 0.212 61 >75% Grass cover, Good, HSG B 0.044 98 impervious 0.256 67 Weighted Average 0.212 61 82.81% Pervious Area 0.044 98 17.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 1S: EX1 Hydrograph 0.22, 0.214 0.2 't 0.19 r 0.184 0.17.47 0.164 0.154 1 - - - 0.144- 0.134 0.12- fJ : • J 1 L 0.11 --- -- - - 2 0.14- - 1 -- - - - - - 0.09~ u- , ' 0.084 L 0.06€` 0.054 0.04 0.03 - 0.024 0.01- 0 1 __ J 1 1 .1 , I I J j 1 , 1 1 J i 44*-- 1- I I I Runoff 1 T 1 1 1 i J i i , _ 71 7 10 ridff tV-oluinie4 ;015 of - t 1 1 1 1 I 1 I 2=Ififiar Rai ettati:=12-„13:67: „ „ „ n-off Alva-4- 256- at- _ _ • ,„ „,„, „ Runoff- Depthzr0-.7-17 1 70=1 2:9 ,1110- -N 41/9 8 I -1 tr r I I 1 1 I I 1 1 1 i I 1 -1 L. I I 4 4, J 0.20 cfs - - - - - - 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 74 of 152 MSE 24-hr 3 2,Year Rainfall:2.86" Runoff Area=0.220 ac Runcoff Volume=0.015 af 4 Runoff Dept&.0.80" Tc=0.0 rain Ct1=61/98 L 1 0.34 cfs 4 - 7 1 1 r -I 4 L. 4 T r r r .t -r, 4 - , 4, J 4701 White Oaks_Existing_20241024 4701_white oaks_20241024 MSE 24-hr 3 2-Year Rainfall=2.86" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pace 8 Summary for Subcatchment 2S: EX2 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff = 0.34 cfs @ 12.09 hrs, Volume= 0.015 af, Depth= 0.80" Routed to Reach 9R : North Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description 0.174 61 >75% Grass cover, Good, HSG B 0.046 98 impervious 0.220 69 Weighted Average 0.174 61 79.09% Pervious Area 0.046 98 20.91% Impervious Area Subcatchment 2S: EX2 0.36 0.34: 0.32: 0.282.7' 0.26: 0.24:: 0.2 g 0.181 0.16-i 0.14 0.12- 0.1 0.08 0.06 - 0.047 0.027 0 Hydrograph 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) II Runoff Page 75 of 152 0.015: , : -, ,- r 0.013 ,- 0.012- 11 Tr 0.011 --., 0.01: I- .009i , , , , , , , 0 0.0084 , L 0.007-I-- , ! -i r - r , - 1- - - 1, - , - r - - ' , , , , --' , , 11 ri 1 , , 1 , , 1 , 1 ; 1 I I I , _ , , , , , 1 , _ -1 4 , 0.005- I 1. , 1 7 T i , , I , , , 1 T r I 1 1 T I I r un off Depth=1-.58"1- TC=12;0 -rnitt - h -1- 1 - -I t r 1 1 1 --+ 1 , , , , i : : : ,C-N-6-1/90- - _I I J - : ,, 1 , , 1- , - , 1 4 , I 4 , - 11 T 1 I I I 1 I 4 - 4 0.023- 0.022 - 0.021i.- 0.019t, 0.018-I?" 0.017i 1 I -4 I- I _41 4 L I I J 0.02 cfs • , I T 4 -1- 1- E-24-6-r- 3--- 1 , 0.014- , , , I J 1. , 0.0014..• 0 0.006', , I _i, .:. L. 0.004':- I 1 r r 0.003 : , , , , , 0.002 , I J.. 0.016,' .- , , _, ,.. ,_ _, , , , , I I I " I I L , , , : 1. , , I I I : : : : Ru 011 a& - - -1- -RUnCtffVOI UM e =0- 001 at , , J. , L. , J , J. , , 14 , I L I I : I- 1 , „ , , .1, .4 , 4 , . 1_ , 4 I -II ri ,i -rr, I 1 1 I 1 1 I I 1 I I I I ,_ I 4 -1 , r , - - 1- , , , I I I I 1 I I I I I 1 1 1 1 1 1 1 1 I I I 1 J. L I I ▪ t - I t 1 I I- t 2-Year Rainfall:2.86" 4701 White Oaks Existing_20241024 4701_white_oaks_20241024 MSE 24-hr 3 2-Year Rainfall=2.86" Prepared by {enter your company name here} Printed 10/24/2024 H droCADO 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 3S: EX3 Runoff = 0.02 cfs @ 12.20 hrs, Volume= 0.001 af, Depth= 1.58" Routed to Reach 1OR : South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description 0.005 61 >75% Grass cover, Good, HSG B 0.006 98 impervious 0.011 81 Weighted Average 0.005 61 45.45% Pervious Area 0.006 98 54.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 3S: EX3 Hydrograph 0 I ' Runoff 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 76 of 152 4701 White Oaks_Existing_20241024 4701_white oaks_20241024 MSE 24-hr 3 2-Year Rainfall=2. 86" Prepared by Tenter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 10 Summary for Reach 9R: North [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.220 ac, 20.91% Impervious, Inflow Depth = 0.80" for 2-Year event Inflow = 0.34 cfs @ 12.09 hrs, Volume= 0.015 af Outflow = 0.34 cfs @ 12.09 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach 9R: North Hydrograph Load rf 0.34 cfs _ _ _ J , - - 1 , - - 0.28 I 0.26-; 0.24, 0.22 1 — 1— — • 0.2 3 0.18-_ 4 - - LT- 0.16, 1 . 0.14-. 1- - 0.12, 0.1 0.06 0.02- 0- 0 2 4 6 8 10 12 14 16 — - L - - I - - -J , - -J. I J. - J. , - I I - - I L I I - - 1 I , j1 I 1 I 1 t 1 L .1 1111 1 1 I L I J _ 1 L I n Inflow n Outflow L J 1 L I J L J 1 1 111111111 L I J 1 I — I 1 -1 I .4 , 1 , 1 1 , I I- I , L , I, 11- t- 1 4 1 1- t- 1 I- 1 I I I I 1 I 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 77 of 152 I n 9 9 Pf 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 „ 0.22 cfs -A' n ow- rea=, 4701 White Oaks Existing 20241024 4701_white_oaks_20241024 MSE 24-hr 3 2-Year Rainfall=2.86" Prepared by {enter your company name here) Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pane 11 Summary for Reach 10R: South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.267 ac, 18.73% Impervious, Inflow Depth = 0.75" for 2-Year event Inflow = 0.22 cfs @ 12.21 hrs, Volume= 0.017 af Outflow = 0.22 cfs @ 12.21 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach 10R: South Hydrograph 11 1 1 1 11111111111 I1 1 1 1 11 1 111111111 11 1 1 - -1 - -1- - --- 1 1 11 1 1 1 1 1 1 1 1 1 1 11111111111111111 1 1 11 11 1 1 1 1 1 1 1 1 1 11 1 1 1 1 I I I I 11111111111111111 1 r 111-11 I 11 -1-- -1 - - LIJ II 1J 1.1 1_11 1J 1. 11 , , r 1111 r r r I 1 -r r 1 1 1 r L1-111-1 -11.1 1 _1LIJLII 1111 11111 1 I 111111 'I r I I ------------v11 11 1 1 111.1111111111J111 11111 I 11111111111 r 11 1 1 1 11 1 1 1 1 I I 11 I 1 I 111111 1 1 I I I 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 0.244 0.234 0.224' 0.214 0.194 0.184 0.16$ 0.154 0.14, 0.134- 0.124 0.11. 0.1, 0.09, 0.084 0.07i 0.064 0.054 0.04$ 0.02$ 0.01' q Inflow q Outflow Page 78 of 152 4701 White Oaks_Existing_20241024 4701 white oaks_20241024 MSE 24-hr 3 10-Year Rainfall=4.28" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 12 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: EX1 Subcatchment 2S: EX2 Subcatchment 3S: EX3 Reach 9R: North Reach 10R: South Runoff Area=0.256 ac 17.19% Impervious Runoff Depth=1.49" Tc=12.0 min CN=61/98 Runoff=0.48 cfs 0.032 af Runoff Area=0.220 ac 20.91% Impervious Runoff Depth=1.60" Tc=0.0 min CN=61/98 Runoff=0.74 cfs 0.029 af Runoff Area=0.011 ac 54.55% Impervious Runoff Depth=2.64" Tc=12.0 min CN=61/98 Runoff=0.04 cfs 0.002 af Inflow=0.74 cfs 0.029 af Outflow=0.74 cfs 0.029 af Inflow=0.52 cfs 0.034 af Outflow=0.52 cfs 0.034 af Total Runoff Area = 0.487 ac Runoff Volume = 0.064 af Average Runoff Depth = 1.57" 80.29% Pervious = 0.391 ac 19.71% Impervious = 0.096 ac Page 79 of 152 - - - - , 0.48 cfs MSE 24-hr 3 10-Year Rainfall=4:28" Runoff Area=0.256 ac Runoff,Volume=0.032 af Runciff Depth=1.49" Tc=12.0 min CN=61/98 T r 4. L J -1-- 4701 White Oaks_Existing_20241024 4701_white oaks_20241024 MSE 24-hr 3 10-Year Rainfall=4.28" Prepared by {enter your company name here) Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 1S: EX1 Runoff = 0.48 cfs @ 12.20 hrs, Volume= 0.032 af, Depth= 1.49" Routed to Reach lOR : South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.28" Area (ac) CN Description 0.212 61 >75% Grass cover, Good, HSG B 0.044 98 impervious 0.256 67 Weighted Average 0.212 61 82.81% Pervious Area 0.044 98 17.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 1S: EX1 Hydrograph 0.5- 0.451 0.41 0.35- o • 0.25- LT. 0.2- 0.15- 0.1- 0.05- II Runoff 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 80 of 152 I I I I I I I I I I I I i I 1 L I I I I I I I I I I I Mge 24-fir-3- -I 1 1 I I _ I L 10-Year Rainfall=4.28 ' Runoff Area=0.220 ac Rtjnoff Volume=0.029 af Runoff Depth=1.60" Tc=6.0.0 enin CiNIF$1198 0.8- 0.757 0.7- 0.657 0.6- 0.557 0.57 -7170 0.457 3 0.4 LL 7 0.357 J 1 , I I - 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 0.74 cfs 0.3- 0.25-_ 0.2- 0.15 0.1 0.05- 0 J I_ 4701 White Oaks_Existing 20241024 4701_white_oaks_20241024 MSE 24-hr 3 10-Year Rainfall=4.28" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pacie 14 Summary for Subcatchment 2S: EX2 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff = 0.74 cfs @ 12.09 hrs, Volume= 0.029 af, Depth= 1.60" Routed to Reach 9R : North Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.28" Area (ac) CN 0.174 61 0.046 98 0.220 69 0.174 61 0.046 98 Description >75% Grass cover, Good, HSG B impervious Weighted Average 79.09% Pervious Area 20.91% Impervious Area Subcatchment 2S: EX2 Hydrograph Li Runoff Page 81 of 152 0.04 cfs 0.0384: 0.036: 0.034: 0.0327:: 0.03 2 0.0281 0.026 • 0.024 2- • 0.0221 0.02: LT. • 0.0181_, 0.016 2 0.0141 0.012; 0.01; 0.008; 0.006' 0.004-] 0.0022 0 J 1 MSE 24-hr 3- - - 10-Year; _ unoffAtea=0.011 a0 Runoff Volume=0.002af R Runoff Depth=r2-.64, 4 L - - 4, 1 L 1 , _ L - r Tc=12.0 I 1 1 t1s1=1 6-1/98-- ▪ , , I I I L I I 4- - - - - 4 4- , - - r - 4 , - 1 1 r I 1 r 4 - , - - 1 T T 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 4701 White Oaks Existing_20241024 4701_white_oaks_20241024 MSE 24-hr 3 10-Year Rainfall=4.28" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 3S: EX3 Runoff = 0.04 cfs @ 12.20 hrs, Volume= 0.002 af, Depth= 2.64" Routed to Reach lOR : South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.28" Area (ac) CN Description 0.005 61 >75% Grass cover, Good, HSG B 0.006 98 impervious 0.011 81 Weighted Average 0.005 61 45.45% Pervious Area 0.006 98 54.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 3S: EX3 Hydrograph El Runoff Page 82 of 152 0.87 0.757 0.77 0.65 0.6-: 0.55.7 0.57 r.) 0.45 3 0.47 0 0.35-i 0.37 0.257' 0.2- 0.157 0.17 0.05 0 n Inflow n Outflow — 1_1124 rfs 1 0.74 cfs rj; Infloini Area L - _ J ; J - - - - - L ac r r -1 --1 --- I I --1 r j1 0.220- 1 r - 4701 White Oaks_Existing_20241024 4701_white_oaks_20241024 MSE 24-hr 3 10-Year Rainfall=4.28" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 16 Summary for Reach 9R: North [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.220 ac, 20.91% Impervious, Inflow Depth = 1.60" for 10-Year event Inflow = 0.74 cfs @ 12.09 hrs, Volume= 0.029 af Outflow = 0.74 cfs @ 12.09 hrs, Volume= 0.029 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach 9R: North Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 83 of 152 48 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 Time (hours) I n R9 nf Inflow Ar'ea=0 267 ac L 0.55- 0.5- 0.457 0.47 LT. 0.25- 0.2- 0.15- 0.1- 0.05- _ _ _ 0.52 cfs r r 4701 White Oaks_Existing_20241024 4701_white oaks_20241024 MSE 24-hr 3 10-Year Rainfall=4.28" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 17 Summary for Reach 10R: South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.267 ac, 18.73% Impervious, Inflow Depth = 1.54" for 10-Year event Inflow = 0.52 cfs @ 12.20 hrs, Volume= 0.034 af Outflow = 0.52 cfs @ 12.20 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach 10R: South Hydrograph n Inflow II Outflow Page 84 of 152 4701 White Oaks_Existing_20241024 4701_white oaks_20241024 MSE 24-hr 3 100-Year Rainfall=7.49" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 18 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: EX1 Subcatchment 2S: EX2 Subcatchment 3S: EX3 Reach 9R: North Reach 10R: South Runoff Area=0.256 ac 17.19% Impervious Runoff Depth=3.78" Tc=12.0 min CN=61/98 Runoff=1.32 cfs 0.081 af Runoff Area=0.220 ac 20.91% Impervious Runoff Depth=3.94" Tc=0.0 min CN=61/98 Runoff=1.79 cfs 0.072 af Runoff Area=0.011 ac 54.55% Impervious Runoff Depth=5.35" Tc=12.0 min CN=61/98 Runoff=0.08 cfs 0.005 af Inflow=1.79 cfs 0.072 af Outflow=1.79 cfs 0.072 af Inflow=1.39 cfs 0.086 af Outflow=1.39 cfs 0.086 af Total Runoff Area = 0.487 ac Runoff Volume = 0.158 af Average Runoff Depth = 3.89" 80.29% Pervious = 0.391 ac 19.71% Impervious = 0.096 ac Page 85 of 152 4701 White Oaks_Existing_20241024 4701_white oaks_20241024 MSE 24-hr 3 100-Year Rainfall=7.49" Prepared by {enter your company name here) Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 1S: EX1 Runoff = 1.32 cfs @ 12.20 hrs, Volume= Routed to Reach lOR : South 0.081 af, Depth= 3.78" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.49" Area (ac) CN Description 0.212 61 >75% Grass cover, Good, HSG B 0.044 98 impervious 0.256 67 Weighted Average 0.212 61 82.81% Pervious Area 0.044 98 17.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 1S: EX1 Hydrograph n Runoff 1.32 cfs MSE 24-hr 3 100 Year Rainfall=7.49" Runoff Area=0.256 ac Runoff Volume=0.081 af 17') LL Runoff Depth=3.78" Td=12.0 miii CN=61/98 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 38 40 42 44 46 48 Page 86 of 152 - - - 1.79 cfs MSE 24-hr 3 100-Year Rainfall=7.49" Runoff Area=0.220 ac Runoff Volume=0.072 af Runoff Depth=3.94" Tc=0.0 tnin CIN=61/98 4701 White Oaks_Existing_20241024 4701_white_oaks_20241024 MSE 24-hr 3 100-Year Rainfall=7.49" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 2S: EX2 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff = 1.79 cfs @ 12.09 hrs, Volume= 0.072 af, Depth= 3.94" Routed to Reach 9R : North Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.49" Area (ac) CN Description 0.174 61 >75% Grass cover, Good, HSG B 0.046 98 impervious 0.220 69 Weighted Average 0.174 61 79.09% Pervious Area 0.046 98 20.91% Impervious Area Subcatchment 2S: EX2 Hydrograph O LL 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) n Runoff Page 87 of 152 I , 7 T , 7 , -I 1 I- -I MSE 24-hr 100-Year Rainfall=7.49" I -I .1- Runciff Ar0=9.011*__ Runoff Volume=0.005 af- Runoff Depth75.357_ Tc7=12.0 - r I [CN=61/9$ I I I I - • - I I 1 L I I _, I I - r I I I r 4 , 4 , r 0.08 cfs - J 1 I- 4701 White Oaks_Existing_20241024 4701_white_oaks_20241024 MSE 24-hr 3 100-Year Rainfall=7.49" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 3S: EX3 Runoff = 0.08 cfs @ 12.20 hrs, Volume= 0.005 af, Depth= 5.35" Routed to Reach 1OR : South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.49" Area (ac) CN Description 0.005 61 >75% Grass cover, Good, HSG B 0.006 98 impervious 0.011 81 Weighted Average 0.005 61 45.45% Pervious Area 0.006 98 54.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 3S: EX3 Hydrograph 0.08:: 0.075 0.07 0.067- 0.0552.. 0.054' 0.04577 0.04 0.025-; 0.02 0.015 h 0.017 0.005 0 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) I Runoff Page 88 of 152 ac Area=0.220 III Inflow II II Outflow I 1 7Q rfs 1.79 cfs Inflow 4701 White Oaks_Existing_20241024 4701_white oaks_20241024 MSE 24-hr 3 100-Year Rainfall=7.49" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 22 Summary for Reach 9R: North [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.220 ac, 20.91% Impervious, Inflow Depth = 3.94" for 100-Year event Inflow = 1.79 cfs @ 12.09 hrs, Volume= 0.072 af Outflow = 1.79 cfs @ 12.09 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach 9R: North Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) O LL Page 89 of 152 MI Inflow n Outflow J J L I 1 'Cl rf 1.39 cfs Inflow Area=0.267 ac 4701 White Oaks_Existing_20241024 4701_white oaks_20241024 MSE 24-hr 3 100-Year Rainfall=7.49" Prepared by renter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 23 Summary for Reach 10R: South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.267 ac, 18.73% Impervious, Inflow Depth = 3.85" for 100-Year event Inflow = 1.39 cfs @ 12.20 hrs, Volume= 0.086 af Outflow = 1.39 cfs @ 12.20 hrs, Volume= 0.086 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach 10R: South Hydrograph 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) O LL Page 90 of 152 PR2 K6S) PR1 12R ub4 Reach Link Proposed 11R /North (4S) South Routing Diagram for 4701_white_oaks_20241024 Prepared by (enter your company name here), Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 91 of 152 4701 White Oaks_Proposed_20241024 4701_white oaks_20241024 Prepared by Tenter your company name here} HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Printed 10/24/2024 Page 2 Rainfall Events Listing (selected events) Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 2-Year MSE 24-hr 3 Default 24.00 1 2.86 2 2 10-Year MSE 24-hr 3 Default 24.00 1 4.28 2 3 100-Year MSE 24-hr 3 Default 24.00 1 7.49 2 Page 92 of 152 4701 White Oaks_Proposed_20241024 4701 white oaks_20241024 Prepared by renter your company name here} HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Printed 10/24/2024 Page 3 Area Listing (selected nodes) Area CN Description (acres) (subcatchment-numbers) 0.350 61 >75% Grass cover, Good, HSG B (4S, 5S, 6S) 0.137 98 impervious (5S, 7S) 0.487 71 TOTAL AREA Page 93 of 152 4701 White Oaks_Proposed_20241024 4701 white oaks_20241024 Prepared by -{-enter your company name here) HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.350 HSG B 4S, 5S, 6S 0.000 HSG C 0.000 HSG D 0.137 Other 5S, 7S 0.487 TOTAL AREA Printed 10/24/2024 Page 4 Page 94 of 152 4701 White Oaks_Proposed_20241024 4701 white oaks_20241024 Prepared by {enter your company name here) Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pacie 5 Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.350 0.000 0.000 0.000 0.350 >75% Grass cover, Good 4S, 5S, 6S 0.000 0.000 0.000 0.000 0.137 0.137 impervious 5S, 7S 0.000 0.350 0.000 0.000 0.137 0.487 TOTAL AREA Page 95 of 152 4701 White Oaks_Proposed_20241024 4701 white oaks_20241024 MSE 24-hr 3 2-Year Rainfall=2.86" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Pacie 6 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 4S: PR2 Subcatchment 5S: PR3 Su bcatchment 6S: PR1 Subcatchment 7S: PR4 Reach 11R: North Reach 12R: South Pond 8P: chambers Runoff Area=0.151 ac 0.00% Impervious Runoff Depth=0.31" Tc=12.0 min CN=61/0 Runoff=0.04 cfs 0.004 af Runoff Area=0.160 ac 78.75% Impervious Runoff Depth=2.14" Tc=12.0 min CN=61/98 Runoff=0.43 cfs 0.028 af Runoff Area=0.165 ac 0.00% Impervious Runoff Depth=0.31" Tc=12.0 min CN=61/0 Runoff=0.04 cfs 0.004 af Runoff Area=0.011 ac 100.00% Impervious Runoff Depth=2.63" Tc=12.0 min CN=0/98 Runoff=0.04 cfs 0.002 af Inflow=0.04 cfs 0.004 af Outflow=0.04 cfs 0.004 af Inflow=0.08 cfs 0.007 af Outflow=0.08 cfs 0.007 af Peak EIev=908.68' Storage=1,241 cf Inflow=0.43 cfs 0.028 af Outflow=0.00 cfs 0.000 af Total Runoff Area = 0.487 ac Runoff Volume = 0.039 af Average Runoff Depth = 0.96" 71.87% Pervious = 0.350 ac 28.13% Impervious = 0.137 ac Page 96 of 152 .11 I I ,„ I ,„„, 2-Year Rainfall2.-86-!"-- Runoff Mea=0.151 a0 I I Runoff vol0m1=0.004 46 48 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 Time (hours) 1 1 1 4 4. 11 1 T 11 1 1 I I I 1111 1 ' I '` - I, 4 0.04 cfs , , : ' I 1 I MS-e-2-44,1r 3- - - - --11-1-11 -11 I Runoff Depth=0.31" 11 11111 11 11111 1 --4 r 7 -r , , I. r C N1=-6 1 - 11 1 1 1 1 1 1 1 1 1 1 .11 1 1 L I I J 1 I I I 1 1 L _ _ 11 1 1 1 1 1 1 1 1 1 1 r , I r. r pi T I I • 0.026, • 0.0244 0.0227 • 0.02i LL 0.018 0.0142 0.012 0.01 0.000 0.006•1, 0.004 0.002:f 0' 0.038- 0.036i 0.032, 0.037 0.02V. T , I I I Tr T rI i 11 1 1 1 0.0447 4701 White Oaks Proposed_20241024 4701_white_oaks_20241024 MSE 24-hr 3 2-Year Rainfall=2.86" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 4S: PR2 Runoff = 0.04 cfs @ 12.25 hrs, Volume= 0.004 af, Depth= 0.31" Routed to Reach 11R : North Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description 0.151 61 >75% Grass cover, Good, HSG B 0.000 98 impervious 0.151 61 Weighted Average 0.151 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 4S: PR2 Hydrograph n Runoff Page 97 of 152 I I I -1 I , I I „ LinoffVoltimer--0.028 - I I I I - - , iTii 1 1 I I 1T T Runoff-Depth-42-.14"- - ROrtOffAti,v0=0-.1i60: ac- - I 1 4701 White Oaks_Proposed 20241024 4701_white_oaks_20241 024 MSE 24-hr 3 2-Year Rainfall=2.86" Prepared by {enter your company name here) Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 5S: PR3 Runoff = 0.43 cfs @ 12.20 hrs, Volume= Routed to Pond 8P : chambers 0.028 af, Depth= 2.14" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN 0.034 61 0.126 98 0.160 90 0.034 61 0.126 98 Description >75% Grass cover, Good, HSG B impervious Weighted Average 21.25% Pervious Area 78.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 5S: PR3 Hydrograph I I I , , , , , . , , , , 0.464 ..- . , _., 0.43 cfs J -1 .1. L I I -1 -', ILI I -I I LI I I I I i I I 0.44 , , , ,1 7 T I' I 1 11 11 Ir I I I I 1 :IvI-Se--24-hr-a- , , , : , 0.42 0.4i- - - -I- - -1- - , - - , - - F. , , , 7 , 0.38i- - r 1 1T r : : -:2-Year- Rai rtfall::2-.86,'-'-- „ 0A8-/: I I Runoff 0.36i- - il_.1 J. L 1 1 0.344 . - - -1- - --1 - - -, - - _, --r 5 ' 0.32-:- , - 1 : : : 0.31,, ,.... _ _:... _ _:- _ -I - - 4 - - 4 7). 0.28i - • , , , I 'r 46 0.261 .- : I, J .-E L 0.241 .- -----1---+---, 1- , 0 0.22:. • " LL , : : 0.21 0.181 , 1 0.16 , „ 1 1 0.14i, .., , 0.12€ - : : 0.1.... ,. _ _t_ _ ...,_ " , , 1 i 1 , L 2, „ 1 7 I' I 1 1 T r : ,L „ I I I I I I I I I , „ , _ i _ _ 1 _ _ L I J J I I I I I I I 1 J 611.90- I I 1 1 T r I 1 I I I 1 I I I I I 1 I I I I I I I I I I I I I I L I .1 -1 .1. 1- I 1 I 4 1 I r. I I 0.0877 ,-- I 1- r : 0.06.f - ' , , 0.04-t- , , 0.02 0 d=12.0 1- I I -I 1 L I 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 98 of 152 - 1 1 4701 White Oaks_Proposed_20241024 4701_white_oaks_20241024 MSE 24-hr 3 2-Year Rainfall=2.86" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 6S: PR1 Runoff = 0.04 cfs @ 12.25 hrs, Volume= 0.004 af, Depth= 0.31" Routed to Reach 12R : South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description 0.165 61 >75% Grass cover, Good, HSG B 0.000 98 impervious 0.165 61 Weighted Average 0.165 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 6S: PR1 Hydrograph T 1 - - r T I 1 1L1 J11-11 111_1 11 0.04 cfs „. 1 1111111 11 11111 I I 1 1 1 1 1 1 ?-Year: Rainfall:2.86"r I I 1 I it 11-1- T r RunoffiAted=0.165 „ „ I „ „ „ „ Rtinciff_VoiuTm - 1 1 L 1 j j j " 1 1 1 1 1 1 I Runoff Depth=4.317- - 111L __111.1 _11 L t r TTG -enirr r i I I I 1111 I 11111111 1--1+F N=61/0- „ „ „ „ „ I I III I 11111111 j L " L 1 1 1 1 1 T r I I -1TrI1111-1 11L1IJLL11_11L 1 11 III 1111 -n 1 I „ O LT_ 0.048i 0.046 0.042i 0.044' 0.038 0.036 0.03 0.0281:' 0.0264:: 0.024 0.022- 0.02-' 0.0184 0.016:4 0.0144 0.012 0.01- 0.008- 0.006 0.0044' 0.0024.: 0 1 1-- 111 I I 1 L 1 L 1 I 1 T r 1111 T 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) • Runoff Page 99 of 152 Irr ;MSE 2-Year Rainfalk2.86" RiinstrfrAted=0.0:11: at J 1 L IJILI IJ1 Rdnoff VQIume=0.002 af - Runoff bepih=2.03'7 1 1. r I 1 TC=12.9_0i0_ CN =0/98- 0.04 cfs - - - T r 4 - - I- _-1 r L - -I I I- -I a I I 4 I- I 1 1 I I I I I I , - I I 1 I r I I -1 T T 1 _ t T , , 4701 White Oaks_Proposed_20241024 4701_white_oaks_20241024 MSE 24-hr 3 2-Year Rainfall=2.86" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 7S: PR4 Runoff = 0.04 cfs @ 12.19 hrs, Volume= 0.002 af, Depth= 2.63" Routed to Reach 12R : South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-Year Rainfall=2.86" Area (ac) CN Description 0.011 98 impervious 0.011 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 7S: PR4 Hydrograph 0.04, 0.038,4 0.036- 0.034, 0.032- 0.03t 0.028- 0.026i 0.024, 0.022 3 0.02' L70- 0.018"- 0.016' 0.014, 0.0121 0.014 0.008-2 0.006- 0.004: 0.002- 0 - 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) U Runoff Page 100 of 152 nld rf 0.04 cfs tu 4701 White Oaks Proposed 20241024 4701_white_oaks_20241024 MSE 24-hr 3 2-Year Rainfall=2.86" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 11 Summary for Reach 11R: North [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.151 ac, 0.00% Impervious, Inflow Depth = 0.31" for 2-Year event Inflow = 0.04 cfs @ 12.25 hrs, Volume= 0.004 af Outflow = 0.04 cfs @ 12.25 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach 11R: North Hydrograph 4? 0 LL 0.044; 0.0424 0.04-E 0.038t. 0.036; 0.0344 0.032t• 0.034 0.028t 0.026-1 0.024; 0.022- 0.02 0.018i 0.016; 0.014 0.01T 0.008 0.006; 0.004t 0.002.1 0 1 I 1 1 1 J 1 L 1 1 L 1 1 L 1 .4 1 1 11111;111;i yffi„ 1111111111111111 1 1 1111 II I J. I I J. , T • T T , 3 I 1 r T 111 111111iI 1 1 I 1 1 I 1 1 1-4 1-- -1 4 1 I 1 I I 1 1 1 1 I 1 I 1 I 1 I I I 1 r I 1T T 1111 I -1 ,T I r -3 -r 3 3 r 'I I. 1 1 1 ; 1 1 1 4 1 1- -1 4. I- I 1 1 1 1 1 1 1 1 1 1 1 1 1111111 11 I 1 1 1 I 1 I 1 I I I I I I 1 1 1 II; 1 -rr11r11r,1T I 1T1 1 1 Ti 1 1 , r, , I 1 T El Inflow LI Outflow 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 101 of 152 n Inflow II n Outflow - - I n 11R rf 1nfldwAre:a4.33 ac L 1 ' 0.08 cfs 1 T r r r L 4701 White Oaks Proposed 20241024 4701_white_oaks_20241024 MSE 24-hr 3 2-Year Rainfall=2.86" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 12 Summary for Reach 12R: South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.336 ac, 40.77% Impervious, Inflow Depth = 0.24" for 2-Year event Inflow = 0.08 cfs @ 12.23 hrs, Volume= 0.007 af Outflow = 0.08 cfs @ 12.23 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach 12R: South Hydrograph 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 0.085 0.075 0.0652_ 0.055 • 0.045:7i O 0.04, LL 0.03 0.02 0.015 0.01 0.005.; 0 Page 102 of 152 4701 White Oaks_Proposed_20241024 4701_white oaks_20241024 MSE 24-hr 3 2-Year Rainfall=2.86" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 13 Summary for Pond 8P: chambers Inflow Area = 0.160 ac, 78.75% Impervious, Inflow Depth = 2.14" for 2-Year event Inflow = 0.43 cfs @ 12.20 hrs, Volume= 0.028 af Outflow = 0.00 cfs © 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Reach 12R : South Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 908.68' @ 24.68 hrs Surf.Area= 868 sf Storage= 1,241 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1A 906.50' 829 cf 34.75'W x 24.98'L x 3.50'H Field A 3,038 cf Overall - 965 cf Embedded = 2,073 cf x 40.0% Voids #2A 907.00' 965 cf ADS_StormTech SC-740 +Cap x 21 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 21 Chambers in 7 Rows #3 909.99' 13,465 cf Custom Stage Data (Prismatic)Listed below (Recalc) 15,259 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 909.99 10 0 0 910.00 10 0 0 911.00 10 10 10 911.01 9,000 45 55 912.50 9,000 13,410 13,465 Device Routing Invert Outlet Devices #1 Primary 911.00' 7.0' long + 10.0 'I' SideZ x 3.0' breadth Broad-Crested Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2. 2.72 2.81 2.92 2.97 3.07 3.32 Rectangular Weir 1.80 2.00 68 2.68 ,Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=906.50' TW=0.00' (Dynamic Tailwater) 7-1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Page 103 of 152 4701 White Oaks_Proposed_20241024 4701_white_oaks_20241024 MSE 24-hr 3 2-Year Rainfall=2.86" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 14 Pond 8P: chambers - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 22.98' Row Length +12.0" End Stone x 2 = 24.98' Base Length 7 Rows x 51.0" Wide + 6.0" Spacing x 6 + 12.0" Side Stone x 2 = 34.75' Base Width 6.0" Stone Base + 30.0" Chamber Height + 6.0" Stone Cover = 3.50' Field Height 21 Chambers x 45.9 cf = 964.7 cf Chamber Storage 3,037.8 cf Field - 964.7 cf Chambers = 2,073.0 cf Stone x 40.0% Voids = 829.2 cf Stone Storage Chamber Storage + Stone Storage = 1,794.0 cf = 0.041 of Overall Storage Efficiency = 59.1% Overall System Size = 24.98' x 34.75' x 3.50' 21 Chambers 112.5 cy Field 76.8 cy Stone Lnnnnnnn Page 104 of 152 4701 White Oaks Proposed_20241024 4701_white_oaks_20241024 MSE 24-hr 3 2-Year Rainfall=2.86" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 15 Pond 8P: chambers Hydrograph F H H - • Inflow 0.43 cfs 11111111111111 1 1 0.48 - I - - I • Primary 0.464 - 0.424, 1 III 1 11171111.1111 I li 0.47 1 11 1 0.38i L f- Lli1 1 11 _ 1 1 -- a 47 11 Nt 1 1-08 L • .:0 1 c J 0.3' 0.34:r 0.324 • , 1 1 1 1J/1 11 1 1 SW gl2 - - ----,---,--,--,-,---,--,-ge 1 1 1 1 1 1 1 1 1 1 1 1 1 . 1 , 1 1 1 1111111111111 1 1 11 0.341 - - - - - - --+-- --1---+--+-- --1-- -- - - - - - - Tr; 0.284. 1i 111111111111111 1 1 0.24'',, u 0.26 11 11 -I- - 1- -1 - - - - - -I- - 1 1- - 1111111111111 1 1 1 f 0 0.22i IL ; • I I _I_ I , 1- .1 - - 1 - 1.- _I_ 1 -1 1- - 0.2 0.18 1111 1111111111111 1 1 11 0.16 , 0.144: 1 1-1 I L 1 1 j 1 I ,L L 1 1 1 1 1 1 L 1 1 I 11 I I 1 1 1 1 1 1 1 I 1 1 1 1 I 0.1277 0.14 11111 111111111111111 1 1 0.08i -1- - 1 - - + F -1 4 F - 1 1 + - F -I- -1 1- 1 - 0.06- 1 1 I 1 1 1 1 1 1 1 1 I I 1 . 4 6 8 10 12 14 30 32 34 36 38 40 42 44 46 48 16 18 20 22 24 26 28 Time (hours) 0.00 cfs 0 0 2 _-F4:61117.41.1,440:1W.401111.40:1:40.1.1.011-4W/W.,,Wer44/.0`..e.r.e.gr., Page 105 of 152 4701 White Oaks_Proposed_20241024 4701_white oaks_20241024 MSE 24-hr 3 2-Year Rainfall=2.86" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Stage -Area -Storage for Elevation (feet) Storage (cubic-feet) Elevation (feet) Storage (cubic-feet) 906.50 0 909.10 1,459 906.55 17 909.15 1,483 906.60 35 909.20 1,505 906.65 52 909.25 1,527 906.70 69 909.30 1,547 906.75 87 909.35 1,566 906.80 104 909.40 1,585 906.85 122 909.45 1,603 906.90 139 909.50 1,620 906.95 156 909.55 1,638 907.00 174 909.60 1,655 907.05 208 909.65 1,672 907.10 242 909.70 1,690 907.15 276 909.75 1,707 907.20 310 909.80 1,725 907.25 343 909.85 1,742 907.30 377 909.90 1,759 907.35 411 909.95 1,777 907.40 444 910.00 1,794 907.45 477 910.05 1,795 907.50 511 910.10 1,795 907.55 544 910.15 1,796 907.60 577 910.20 1,796 907.65 609 910.25 1,797 907.70 642 910.30 1,797 907.75 675 910.35 1,798 907.80 707 910.40 1,798 907.85 739 910.45 1,799 907.90 771 910.50 1,799 907.95 803 910.55 1,800 908.00 834 910.60 1,800 908.05 866 910.65 1,801 908.10 897 910.70 1,801 908.15 928 910.75 1,802 908.20 959 910.80 1,802 908.25 989 910.85 1,803 908.30 1,020 910.90 1,803 908.35 1,050 910.95 1,804 908.40 1,080 911.00 1,804 908.45 1,109 911.05 2,209 908.50 1,138 911.10 2,659 908.55 1,167 911.15 3,109 908.60 1,196 911.20 3,559 908.65 1,224 911.25 4,009 908.70 1,252 911.30 4,459 908.75 1,279 911.35 4,909 908.80 1,307 911.40 5,359 908.85 1,333 911.45 5,809 908.90 1,359 911.50 6,259 908.95 1,385 911.55 6,709 909.00 1,411 911.60 7,159 909.05 1,435 911.65 7,609 Solutions LLC Page 16 Pond 8P: chambers Elevation Storage (feet) (cubic-feet) 911.70 8,059 911.75 8,509 911.80 8,959 911.85 9,409 911.90 9,859 911.95 10,309 912.00 10,759 912.05 11,209 912.10 11,659 912.15 12,109 912.20 12,559 912.25 13,009 912.30 13,459 912.35 13,909 912.40 14,359 912.45 14,809 912.50 15,259 Page 106 of 152 4701 White Oaks_Proposed_20241024 4701 white oaks_20241024 MSE 24-hr 3 10-Year Rainfall=4.28" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 17 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 4S: PR2 Su bcatchment 5S: PR3 Su bcatchment 6S: PR1 Subcatchment 7S: PR4 Reach 11R: North Reach 12R: South Pond 8P: chambers Runoff Area=0.151 ac 0.00% Impervious Runoff Depth=0.96" Tc=12.0 min CN=61/0 Runoff=0.19 cfs 0.012 af Runoff Area=0.160 ac 78.75% Impervious Runoff Depth=3.39" Tc=12.0 min CN=61/98 Runoff=0.68 cfs 0.045 af Runoff Area=0.165 ac 0.00% Impervious Runoff Depth=0.96" Tc=12.0 min CN=61/0 Runoff=0.20 cfs 0.013 af Runoff Area=0.011 ac 100.00% Impervious Runoff Depth=4.04" Tc=12.0 min CN=0/98 Runoff=0.06 cfs 0.004 af Inflow=0.19 cfs 0.012 af Outflow=0.19 cfs 0.012 af Inflow=0.26 cfs 0.021 af Outflow=0.26 cfs 0.021 af Peak Elev=911.01' Storage=1,822 cf Inflow=0.68 cfs 0.045 af Outflow=0.01 cfs 0.004 af Total Runoff Area = 0.487 ac Runoff Volume = 0.074 af Average Runoff Depth = 1.83" 71.87% Pervious = 0.350 ac 28.13% Impervious = 0.137 ac Page 107 of 152 T r 1 '1 J 1 4I __4 - - - - 4 4. 4701 White Oaks Proposed 20241024 4701_white_oaks_20241024 MSE 24-hr 3 10-Year Rainfall=4.28" Prepared by {enter your company name here) Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 4S: PR2 Runoff = 0.19 cfs @ 12.22 hrs, Volume= Routed to Reach 11R : North 0.012 af, Depth= 0.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.28" Area (ac) CN 0.151 61 0.000 98 0.151 61 0.151 61 Description >75% Grass cover, Good, HSG B impervious Weighted Average 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 4S: PR2 Hydrograph -1 r I -1 0.27 0.18, 0.16": 0.157 0.14-, 0.13, • 0.127 u 0.11, g 0.17 LI 0.097 0.08, 0.077 0.06 0.057 0.047 0.03, 0.02. 0 '0.19 cfs - - 1 - - 4 J. L I I I I I I I I I I I - - I - - - .1 4 , I MSe -24--hr3 ,„.., 1 G-Yel ar Rainfair:4-187- - RLinoffAiva=0-.15t ad- - - -Rtjnoff VolLimi*OSY1-2-0- - Rup9ff_Dppt,h0...p_67 _ , 1 N=61 /0- - 4 _ _ i __ LI Runoff 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 108 of 152 0.75 0.7: 0.65 0.6 7. 0.557 0.57 0.45 7 0.4 0.357 0.3- 0.257 0.2: 0.15- 0.1 0.05- 0 1.] Runoff ;MSE 24-hr 3 I I — _ _ I r - 10-Year Rainfall:4.28" 1 1 1 1 4 I I I I I I RUniOff Atea=0.160 ac- RunQff Volume:0.045 at J.1 1 1 1 1J 1 L1 Runoff :Depth:3.397 L . 1 Td=12.0 7 -CN=61/98 0.68 cfs 4701 White Oaks Proposed 20241024 4701_white_oaks_20241024 MSE 24-hr 3 10-Year Rainfall=4.28" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment 5S: PR3 Runoff = 0.68 cfs @ 12.20 hrs, Volume= 0.045 af, Depth= 3.39" Routed to Pond 8P : chambers Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.28" Area (ac) CN Description 0.034 61 >75% Grass cover, Good, HSG B 0.126 98 impervious 0.160 90 Weighted Average 0.034 61 21.25% Pervious Area 0.126 98 78.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 5S: PR3 Hydrograph 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 109 of 152 J 0.20 cfs 4701 White OaksProposed 20241024 4701_white_oaks_20241024 MSE 24-hr 3 10-Year Rainfall=4.28" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 6S: PR1 Runoff = 0.20 cfs @ 12.22 hrs, Volume= Routed to Reach 12R : South 0.013 af, Depth= 0.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.28" Area (ac) CN Description 0.165 61 >75% Grass cover, Good, HSG B 0.000 98 impervious 0.165 61 Weighted Average 0.165 61 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 6S: PR1 Hydrograph I 1Runoff I I II i 1 L I I .J .1 , : ,_ , flOnOff-A17e0=0-.165- a0- -- ,, -Runc)ff , -Volume =,0.-01-3-f- - . --:- - , I 3 1 T r : -I Runoff Depth=r0.96;" :,„ „„,,„,„ 1 L. _I .1 I Td=12.0 ,„„ ,„ „,„ I - - '.' 11- --- : - -' -4I ---:- -:- -I 0 N=61 /0 . , , T r I 1 T 1 I : : 1 1 i I i i i 1 1 r I J .1 1 L I I J .1 1. 1 I I .1 J. L. 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) 0.22= 0.217 0.2, 0.19' 0.18 = 0.17- 0.16- 0.14, • 0.137. 0.12= g 0.11- E 0.1, 0.094 0.08 0.07 0.06 0.054 0.04-i 0.03 0.02- 0.01- 0 1 1 r I -;F - I I 4 4 - - 1- - - 1T r, 11 T fl 1 0-Year-Ra y - -- 1 II j /L I JAL , II 1 I -I - - - 4 1 - - , Page 110 of 152 J1. 1 LI J1 LI 0.06 cfs 10-Year RainfaII 4.28" "ZTC 0.035 -- 3 0.03 0 U. 0.025-f 0.02 0.015- 0.01- 0.005 II I I R T unoff Ate4=0.0;11 aP Runoff_VolOrne_F0.004_ _ Runoff Depth=4.047 ric=12,r0 Min L ON=0198 J 0.06- 0.0557 0.05 0.045 'MSE 24-hr 3 4701 White Oaks Proposed 20241024 4701_white_oaks_20241024 MSE 24-hr 3 10-Year Rainfall=4.28" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 7S: PR4 Runoff = 0.06 cfs @ 12.19 hrs, Volume= 0.004 af, Depth= 4.04" Routed to Reach 12R : South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-Year Rainfall=4.28" Area (ac) CN Description 0.011 98 impervious 0.011 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 7S: PR4 Hydrograph 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) U Runoff Page 111 of 152 n Inflow _M Outflow I I.... I -I I- I 1 L J 1 L. I- 1 1 r- - - T 1 1 1 , - - - - - - I I - - - -, r I r - 1 I 1 I , - I r L L r Aiva=0.1 51 ac n 1Q rf -1 0.19 cfs 4701 White Oaks_Proposed_20241024 4701_white oaks_20241024 MSE 24-hr 3 10-Year Rainfall=4.28" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 22 Summary for Reach 11R: North [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.151 ac, 0.00% Impervious, Inflow Depth = 0.96" for 10-Year event Inflow = 0.19 cfs @ 12.22 hrs, Volume= 0.012 af Outflow = 0.19 cfs @ 12.22 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach 11R: North Hydrograph 0.194 0.17i 0.164: 0.14i 0.13-E 0.12- 1:5 0.11i 3 0.1 0 a 0.09 0.08 0.07i 0.051, 0.0477 0.031-2 0.021, 0.01t 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 112 of 152 I 1 - - - - 1 n 9 rf 0.26 cfs 0 0.14- LL 0.12-. 0.1-. 0.08- 0.06- 0.04 4 0.02-f 1 r I 1 r 1 I l -.1 I 1 I -II I -.II I I Inflow Area=0.336 ac 0.28 0.26: 0.243 0.22- 0.2- L 0.18: 0 0.16 _ 1 - -I 0- r 1 r - - „ - I- 4701 White Oaks Proposed_20241024 4701_white_oaks_20241024 MSE 24-hr 3 10-Year Rainfall=4.28" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 23 Summary for Reach 12R: South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.336 ac, 40.77% Impervious, Inflow Depth = 0.74" for 10-Year event Inflow = 0.26 cfs @ 12.21 hrs, Volume= 0.021 af Outflow = 0.26 cfs @ 12.21 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach 12R: South Hydrograph 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) q Inflow LI Outflow Page 113 of 152 4701 White Oaks_Proposed_20241024 4701_white oaks 20241024 MSE 24-hr 3 10-Year Rainfall=4.28" Prepared by {enter your company name here) Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 24 Summary for Pond 8P: chambers Inflow Area = 0.160 ac, 78.75% Impervious, Inflow Depth = 3.39" for 10-Year event Inflow = 0.68 cfs @ 12.20 hrs, Volume= 0.045 af Outflow = 0.01 cfs @ 18.49 hrs, Volume= 0.004 af, Atten= 99%, Lag= 377.5 min Primary = 0.01 cfs @ 18.49 hrs, Volume= 0.004 af Routed to Reach 12R : South Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 911.01' @ 18.49 hrs Surf.Area= 6,513 sf Storage= 1,822 cf Plug-Flow detention time= 748.3 min calculated for 0.004 af (8% of inflow) Center-of-Mass det. time= 446.2 min ( 1,205.0 - 758.8 ) Volume Invert Avail.Storage Storage Description #1A 906.50' 829 cf 34.75'W x 24.98'L x 3.50'H Field A 3,038 cf Overall - 965 cf Embedded = 2,073 cf x 40.0% Voids #2A 907.00' 965 cf ADS_StormTech SC-740 +Cap x 21 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 21 Chambers in 7 Rows #3 909.99' 13,465 cf Custom Stage Data (Prismatic)Listed below (Recalc) 15,259 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 909.99 10 0 0 910.00 10 0 0 911.00 10 10 10 911.01 9,000 45 55 912.50 9,000 13,410 13,465 Device Routing Invert Outlet Devices #1 Primary 911.00' 7.0' long + 10.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.01 cfs @ 18.49 hrs HW=911.01' TW=0.00' (Dynamic Tailwater) T-1=Broad-Crested Rectangular Weir (Weir Controls 0.01 cfs @ 0.19 fps) Page 114 of 152 4701 White Oaks Proposed 20241024 4701_white_oaks_20241024 MSE 24-hr 3 10-Year Rainfall=4.28" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 25 Pond 8P: chambers - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 22.98' Row Length +12.0" End Stone x 2 = 24.98' Base Length 7 Rows x 51.0" Wide + 6.0" Spacing x 6 + 12.0" Side Stone x 2 = 34.75' Base Width 6.0" Stone Base + 30.0" Chamber Height + 6.0" Stone Cover = 3.50' Field Height 21 Chambers x 45.9 cf = 964.7 cf Chamber Storage 3,037.8 cf Field - 964.7 cf Chambers = 2,073.0 cf Stone x 40.0% Voids = 829.2 cf Stone Storage Chamber Storage + Stone Storage = 1,794.0 cf = 0.041 of Overall Storage Efficiency = 59.1% Overall System Size = 24.98' x 34.75' x 3.50' 21 Chambers 112.5 cy Field 76.8 cy Stone nnnn,nnn Page 115 of 152 0.75 0.65:: 0.5 0.45 0.35i" 0.3 0.25 0.2 0.05:: 0 I I I I I I I I I I 1 - _ J ! 1 1 - - _, _ __ _ i _ _1_ _:_ _ _:_ _1_ _ peaK_Elo=9_11_ 94,1_ _ , , , • 1 I 1 1 I 1 1 1 1 1 1 1 i i Storagewl '822: cf ,,„, „„ , , , , 1 1 1 1 I I 1 1 1 i I i I 1 1 I 1 1 I j1 I , 1 , I 1 1 1 1 34 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 Time (hours) 32 36 38 46 48 40 42 44 - r- -r T , T , - - — — 1 _ L _ _ _ _ t _ _ _1_ JArea J - I „ 1 t ow -0.160 ac I I I i i 1 1 1 I I I 1 I I I I 1 1 1 I I 1 1 1 1 I I I 1 I I 1 1 1 I I I I 1 I 1 I 1 1 I I 1 1 1 I 1 I 1 I 1 1 1 I 1 r I i r I , i 1 , I , 0.01 cfs J I I 0.68 cfs 1 1 1 1 1 I I -I - - - 1 T 1 A, 0 LL El Inflow Primary 4701 White 4701_white_oaks_20241024 MSE 24-hr Prepared by {enter your company name here} HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Oaks_Proposed 20241024 3 10-Year Rainfall=4.28" Printed 10/24/2024 Page 26 Pond 8P: chambers Hydrograph Page 116 of 152 4701 White Oaks_Proposed_20241024 4701_white_oaks_20241024 MSE 24-hr 3 10-Year Rainfall=4.28" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Stage-Area-Storage for Elevation (feet) Storage (cubic-feet) Elevation (feet) Storage (cubic-feet) 906.50 0 909.10 1,459 906.55 17 909.15 1,483 906.60 35 909.20 1,505 906.65 52 909.25 1,527 906.70 69 909.30 1,547 906.75 87 909.35 1,566 906.80 104 909.40 1,585 906.85 122 909.45 1,603 906.90 139 909.50 1,620 906.95 156 909.55 1,638 907.00 174 909.60 1,655 907.05 208 909.65 1,672 907.10 242 909.70 1,690 907.15 276 909.75 1,707 907.20 310 909.80 1,725 907.25 343 909.85 1,742 907.30 377 909.90 1,759 907.35 411 909.95 1,777 907.40 444 910.00 1,794 907.45 477 910.05 1,795 907.50 511 910.10 1,795 907.55 544 910.15 1,796 907.60 577 910.20 1,796 907.65 609 910.25 1,797 907.70 642 910.30 1,797 907.75 675 910.35 1,798 907.80 707 910.40 1,798 907.85 739 910.45 1,799 907.90 771 910.50 1,799 907.95 803 910.55 1,800 908.00 834 910.60 1,800 908.05 866 910.65 1,801 908.10 897 910.70 1,801 908.15 928 910.75 1,802 908.20 959 910.80 1,802 908.25 989 910.85 1,803 908.30 1,020 910.90 1,803 908.35 1,050 910.95 1,804 908.40 1,080 911.00 1,804 908.45 1,109 911.05 2,209 908.50 1,138 911.10 2,659 908.55 1,167 911.15 3,109 908.60 1,196 911.20 3,559 908.65 1,224 911.25 4,009 908.70 1,252 911.30 4,459 908.75 1,279 911.35 4,909 908.80 1,307 911.40 5,359 908.85 1,333 911.45 5,809 908.90 1,359 911.50 6,259 908.95 1,385 911.55 6,709 909.00 1,411 911.60 7,159 909.05 1,435 911.65 7,609 Solutions LLC Page 27 Pond 8P: chambers Elevation Storage (feet) (cubic-feet) 911.70 8,059 911.75 8,509 911.80 8,959 911.85 9,409 911.90 9,859 911.95 10,309 912.00 10,759 912.05 11,209 912.10 11,659 912.15 12,109 912.20 12,559 912.25 13,009 912.30 13,459 912.35 13,909 912.40 14,359 912.45 14,809 912.50 15,259 Page 117 of 152 4701 White Oaks_Proposed_20241024 4701_white oaks_20241024 MSE 24-hr 3 100-Year Rainfall=7.49" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 28 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment4S: PR2 Subcatchment 5S: PR3 Subcatchment 6S: PR1 Subcatchment 7S: PR4 Reach 11R: North Reach 12R: South Pond 8P: chambers Runoff Area=0.151 ac 0.00% Impervious Runoff Depth=3.06" Tc=12.0 min CN=61/0 Runoff=0.66 cfs 0.039 af Runoff Area=0.160 ac 78.75% Impervious Runoff Depth=6.36" Tc=12.0 min CN=61/98 Runoff=1.27 cfs 0.085 af Runoff Area=0.165 ac 0.00% Impervious Runoff Depth=3.06" Tc=12.0 min CN=61/0 Runoff=0.72 cfs 0.042 af Runoff Area=0.011 ac 100.00% Impervious Runoff Depth=7.25" Tc=12.0 min CN=0/98 Runoff=0.10 cfs 0.007 af Inflow=0.66 cfs 0.039 af Outflow=0.66 cfs 0.039 af Inflow=0.82 cfs 0.092 af Outflow=0.82 cfs 0.092 af Peak Elev=911.06' Storage=2,325 cf Inflow=1.27 cfs 0.085 af Outflow=0.29 cfs 0.043 af Total Runoff Area = 0.487 ac Runoff Volume = 0.172 af Average Runoff Depth = 4.24" 71.87% Pervious = 0.350 ac 28.13% Impervious = 0.137 ac Page 118 of 152 I I _, _1 1, L MSE 24-hr 3 1-0O-1-0O-Year Rainfall 7:491" RonOff Ai7e0=0.151 ac litirioff Vokime=t1.039 0.66 cfs L 1 0.7: 0.657 0.67 0.55- 0.5- 0.45- • 0.4- g 0.35- E 0.3- 0.257 0.2-, 0.15 0.1 0.05- 0 - Runoff Depth-Tr3.067 ,--,-----Td=12.0 i,„, I I I I I III 04=61/0- I -1 TI r 1 Ur r I I I I III I 4701 White Oaks Proposed_20241024 4701_white_oaks_20241024 MSE 24-hr 3 100-Year Rainfall=7.49" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment 4S: PR2 Runoff = 0.66 cfs @ 12.20 hrs, Volume= 0.039 af, Depth= 3.06" Routed to Reach 11R : North Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.49" Area (ac) CN 0.151 61 0.000 98 0.151 61 0.151 61 Description >75% Grass cover, Good, HSG B impervious Weighted Average 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 4S: PR2 Hydrograph • Runoff 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 119 of 152 4701 White Oaks_Proposed_20241024 4701_white oaks_20241024 MSE 24-hr 3 100-Year Rainfall=7.49" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment 5S: PR3 Runoff = 1.27 cfs @ 12.20 hrs, Volume= Routed to Pond 8P : chambers 0.085 af, Depth= 6.36" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.49" Area (ac) CN Description 0.034 61 >75% Grass cover, Good, HSG B 0.126 98 impervious 0.160 90 Weighted Average 0.034 61 21.25% Pervious Area 0.126 98 78.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 5S: PR3 Hydrograph I Runoff 1.27 cfs MSS 24-hr 3 100-Year Rainfall:7.49" Runt:4f Area=0.160 ac 'Runoff Volume=0.085 af Runoff Depth-46.36" LL Td=12.0 min CN=61/98 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 120 of 152 I I Runoff _J J. I ti J 1 L 0.72 cfs 100-*ear Rainfall=p7:49" 1RUnoff Area=0.165 ac -I r , J , L. ___Riinc•ff,Volume=0.042 af CN=61/0 1 1 .- 1- I I I I I I 1 , J 1 1 4 1 r Ra of# Depth=p3.067- Tc=12.0 nigh 1 I I I I I -1 1 T --r 1 1 r r I I I 1 1 1_ i I I I I 1 1 - MSE 24-fir 3 0.8 0.757 0.7.; 0.67 0.55 0.5.; 0.457 II 0.357 0.37 0.257 0.27 0.15: 0.1 0.05- 0 4701 White Oaks Proposed 20241024 4701_white_oaks_20241024 MSE 24-hr 3 100-Year Rainfall=7.49" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment 6S: PR1 Runoff = 0.72 cfs @ 12.20 hrs, Volume= 0.042 af, Depth= 3.06" Routed to Reach 12R : South Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.49" Area (ac) CN 0.165 61 0.000 98 0.165 61 0.165 61 Description >75% Grass cover, Good, HSG B impervious Weighted Average 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 6S: PR1 Hydrograph 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 121 of 152 _11 1 I _I ,„,„„ , , „ ,MSE 24-hr_3_ „„ Raiii_fai lk_7,41 .1 0.10 cfs r I I Runoff Area=0 at Rtirioff,Voltime=0 -.007-0- Runoff-Depth=7-.257-- i ,f I 4, 4, :- 4 4 Tc=12.0 4701 White Oaks Proposed 20241024 4701_white_oaks_20241024 MSE 24-hr 3 100-Year Rainfall=7.49" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment 7S: PR4 Runoff = 0.10 cfs @ 12.19 hrs, Volume= Routed to Reach 12R : South 0.007 af, Depth= 7.25" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/lmperv., Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-Year Rainfall=7.49" Area (ac) CN Description 0.011 98 impervious 0.011 98 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Subcatchment 7S: PR4 Hydrograph O Runoff 0.1057 0.17 0.095= 0.09- 0.085-i 0.087 0.075 0.07- 0.065-s "c, 0.067 0.0557 ° 0.057 LL 0.0457 0.04- 0.0357 0.037 0.025, 0.027 0.0157 0.01 0.005 0- 7 r I I - -I -I - 4 I- - - - , - - i t- r , , , J L I , 1111 4 - J L. - 4 , 11 1 r ri I -, 7 I 'I 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) I I I I I I 1 L J 11.111_ CN=0190- I I I - - 1 7 , , - 7 , - ,r J .1 III I I!-11.3 4 :L.I 17 7 r r J J. 7 7 r 1-1 t rl ,,! Page 122 of 152 II Inflow n Outflow ac - - " I n RR rf 0.66 cfs Inflow Area=0.1 - - t I I — 1 1 1 1 1 1 1 1 1 1 1 1 1 1 --..{--+--I_ 1 1 1 - 1 4 -• 1 1 1 1 1 1 1 1 4701 White Oaks_Proposed_20241024 4701_white_oaks_20241024 MSE 24-hr 3 100-Year Rainfall=7.49" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 33 Summary for Reach 11R: North [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.151 ac, 0.00% Impervious, Inflow Depth = 3.06" for 100-Year event Inflow = 0.66 cfs @ 12.20 hrs, Volume= 0.039 af Outflow = 0.66 cfs @ 12.20 hrs, Volume= 0.039 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach 11R: North Hydrograph 0.7 0.65 0.6-; 0.55 0.5i 0.45:7 0.4L- g 0.35.7 0.257 0.27 0.157 0.17. 0.05 - 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 123 of 152 Inflow Area=0.336 ac 4 - -I , 1 r r - - r - - rh R9 rf 0.82 cfs I I r r n Inflow n Outflow 4701 White Oaks_Proposed_20241024 4701_white_oaks_20241024 MSE 24-hr 3 100-Year Rainfall=7.49" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 34 Summary for Reach 12R: South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.336 ac, 40.77% Impervious, Inflow Depth = 3.29" for 100-Year event Inflow = 0.82 cfs @ 12.20 hrs, Volume= 0.092 af Outflow = 0.82 cfs @ 12.20 hrs, Volume= 0.092 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Reach 12R: South Hydrograph 0 LT_ 0.93_ 0.85 0.75 0.73_ 0.653 0.553- 0.53 0.453 0.43. 0.35 0.3:: 0.253. 0.2- 0.15= 0.053 o- 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 124 of 152 4701 White Oaks_Proposed_20241024 MSE 24-hr 3 100-Year Rainfall=7.49" Printed 10/24/2024 Page 35 4701_white oaks_20241024 Prepared by {enter your company name here} HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Summary for Pond 8P: chambers Inflow Area = 0.160 ac, 78.75% Impervious, Inflow Depth = 6.36" for 100-Year event Inflow = 1.27 cfs @ 12.20 hrs, Volume= 0.085 af Outflow = 0.29 cfs @ 12.55 hrs, Volume= 0.043 af, Atten= 77%, Lag= 21.2 min Primary = 0.29 cfs @ 12.55 hrs, Volume= 0.043 af Routed to Reach 12R : South Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 911.06' @ 12.55 hrs Surf.Area= 9,868 sf Storage= 2,325 cf Plug-Flow detention time= 227.1 min calculated for 0.043 af (51% of inflow) Center-of-Mass det. time= 132.2 min ( 886.0 - 753.8 ) Volume Invert Avail.Storage Storage Description #1A 906.50' 829 cf 34.75'W x 24.98'L x 3.50'H Field A 3,038 cf Overall - 965 cf Embedded = 2,073 cf x 40.0% Voids #2A 907.00' 965 cf ADS_StormTech SC-740 +Cap x 21 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 21 Chambers in 7 Rows #3 909.99' 13,465 cf Custom Stage Data (Prismatic)Listed below (Recalc) 15,259 cf Total Available Storage Storage Group A created with Chamber Wizard Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 909.99 10 0 0 910.00 10 0 0 911.00 10 10 10 911.01 9,000 45 55 912.50 9,000 13,410 13,465 Device Routing Invert Outlet Devices #1 Primary 911.00' 7.0' long + 10.0 '/' SideZ x 3.0' breadth Broad-Crested Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2. 2.72 2.81 2.92 2.97 3.07 3.32 Rectangular Weir 1.80 2.00 68 2.68 Primary OutFlow Max=0.29 cfs @ 12.55 hrs HW=911.06' TW=0.00' (Dynamic Tailwater) '1=Broad-Crested Rectangular Weir (Weir Controls 0.29 cfs © 0.60 fps) Page 125 of 152 4701 White Oaks Proposed 20241024 4701_white_oaks_20241024 MSE 24-hr 3 100-Year Rainfall=7.49" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 36 Pond 8P: chambers - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech0 SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 3 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 22.98' Row Length +12.0" End Stone x 2 = 24.98' Base Length 7 Rows x 51.0" Wide + 6.0" Spacing x 6 + 12.0" Side Stone x 2 = 34.75' Base Width 6.0" Stone Base + 30.0" Chamber Height + 6.0" Stone Cover = 3.50' Field Height 21 Chambers x 45.9 cf = 964.7 cf Chamber Storage 3,037.8 cf Field - 964.7 cf Chambers = 2,073.0 cf Stone x 40.0% Voids = 829.2 cf Stone Storage Chamber Storage + Stone Storage = 1,794.0 cf = 0.041 of Overall Storage Efficiency = 59.1% Overall System Size = 24.98' x 34.75' x 3.50' 21 Chambers 112.5 cy Field 76.8 cy Stone raik••••411411 Page 126 of 152 • Inflow II Primary 1.27 cfs 0.29 cfs Inflow Area=0.160 ac Peak lev=911.06' Storage=2'y325 cf 4701 White Oaks_Proposed_20241024 4701_white oaks_20241024 MSE 24-hr 3 100-Year Rainfall=7.49" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 37 Pond 8P: chambers Hydrograph 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) Page 127 of 152 4701 White Oaks_Proposed_20241024 4701 white_oaks_20241024 MSE 24-hr 3 100-Year Rainfall=7.49" Prepared by {enter your company name here} Printed 10/24/2024 HydroCAD® 10.10-7a s/n 07538 © 2021 HydroCAD Software Solutions LLC Page 38 Stage-Area-Storage for Pond 8P: chambers Elevation (feet) Storage (cubic-feet) Elevation (feet) Storage (cubic-feet) 906.50 0 909.10 1,459 906.55 17 909.15 1,483 906.60 35 909.20 1,505 906.65 52 909.25 1,527 906.70 69 909.30 1,547 906.75 87 909.35 1,566 906.80 104 909.40 1,585 906.85 122 909.45 1,603 906.90 139 909.50 1,620 906.95 156 909.55 1,638 907.00 174 909.60 1,655 907.05 208 909.65 1,672 907.10 242 909.70 1,690 907.15 276 909.75 1,707 907.20 310 909.80 1,725 907.25 343 909.85 1,742 907.30 377 909.90 1,759 907.35 411 909.95 1,777 907.40 444 910.00 1,794 907.45 477 910.05 1,795 907.50 511 910.10 1,795 907.55 544 910.15 1,796 907.60 577 910.20 1,796 907.65 609 910.25 1,797 907.70 642 910.30 1,797 907.75 675 910.35 1,798 907.80 707 910.40 1,798 907.85 739 910.45 1,799 907.90 771 910.50 1,799 907.95 803 910.55 1,800 908.00 834 910.60 1,800 908.05 866 910.65 1,801 908.10 897 910.70 1,801 908.15 928 910.75 1,802 908.20 959 910.80 1,802 908.25 989 910.85 1,803 908.30 1,020 910.90 1,803 908.35 1,050 910.95 1,804 908.40 1,080 911.00 1,804 908.45 1,109 911.05 2,209 908.50 1,138 911.10 2,659 908.55 1,167 911.15 3,109 908.60 1,196 911.20 3,559 908.65 1,224 911.25 4,009 908.70 1,252 911.30 4,459 908.75 1,279 911.35 4,909 908.80 1,307 911.40 5,359 908.85 1,333 911.45 5,809 908.90 1,359 911.50 6,259 908.95 1,385 911.55 6,709 909.00 1,411 911.60 7,159 909.05 1,435 911.65 7,609 Elevation (feet) Storage (cubic-feet) 911.70 8,059 911.75 8,509 911.80 8,959 911.85 9,409 911.90 9,859 911.95 10,309 912.00 10,759 912.05 11,209 912.10 11,659 912.15 12,109 912.20 12,559 912.25 13,009 912.30 13,459 912.35 13,909 912.40 14,359 912.45 14,809 912.50 15,259 Page 128 of 152 4701 White Oaks Road Stormwater Management Plan Appendix D October 2024 Appendix D: Chamber Cross Section Detail www.ae2s.com :*I1E5 Page C Page 129 of 152 t Stone (see SC-740 Specifications) Topsoil (see SC-740 Specifications) Stone (see SC-740 Specifications) Underground Chambers - Cross Section Detail Native Material Page 130 of 152 DATE: 12/10/2024 TO: Cary Teague – Planning Director FROM: Andy Reinisch – Engineering Technician RE: 4701 White Oaks Rd - Variance Review The Engineering Department has reviewed the subject property for street and utility concerns, grading, stormwater, erosion and sediment control and for general adherence to the relevant ordinance sections. This review was performed at the request of the Planning Department; a more detailed review will be performed at the time of building permit application. Plans reviewed included Concept Site Plan dated 10/18/2024 Summary of Work The applicant proposes an addition to an existing home. The existing home is already encroaching the setbacks due to the unique shape of the lot. The request is for a variance to allow for the building addition to continue to encroach the setback in a similar pattern that is less impactful than the existing house. Easements There are no existing easements and no future easements required. Grading and Drainage Site splits drainage to the north and south. Both areas drain to landlocked wetlands. Stormwater Mitigation Stormwater was reviewed and is consistent with City of Edina Building Policy SP-003 standards. A final grade as-built survey and inspection will be required to verify compliance with the approved stormwater plan. Floodplain Development The north wetland is within FEMA administrative floodway. Overall area draining to this area is being reduced. Erosion and Sediment Control An erosion and sediment control plan was not reviewed. One is required and must be consistent with City of Edina Building Policy SP-002 (Category 2). Street and Driveway Entrance The applicant proposes to replace the existing curb cut. A driveway entrance permit will be required. The street was reconstructed in 2003. Refer to standard plate 543 for patching requirements. Public Utilities Water and sanitary is currently served from White Oaks Road. No modification to services was indicated in the current proposal. Page 131 of 152 Miscellaneous A Minnehaha Creek Watershed District permit may be required, applicant will need to verify with the district. An unverified well is located onsite. Thus, coordination with Minnesota Department of Health will be required. If well is not in use, it will need to be sealed and documented with the city as part of the final permit closeout. Page 132 of 152 EdinaMN.gov Front Yard Setback Variance 4701 White Oaks Road Page 133 of 152 Site Location Page 134 of 152 Existing Site Conditions Page 135 of 152 Existing Home Page 136 of 152 Existing Home Front Elevation Page 137 of 152 Proposed Site Conditions Page 138 of 152 Setbacks Page 139 of 152 Areas of new encroachment/light blue Page 140 of 152 Landscape Plan Page 141 of 152 New Garage Page 142 of 152 Main Floor Page 143 of 152 2nd Floor Page 144 of 152 Elavations Page 145 of 152 Elevations Page 146 of 152 Page 147 of 152 Representatives Present Marco Vincent AssocAIA, WELL AP, LEED AP Project Manager Lynne Shears, Streeter Director Page 148 of 152 Elevations Page 149 of 152 Page 150 of 152 Page 151 of 152 Existing with additions Page 152 of 152