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Application MaterialsHearing Date: April 4 2017 File No. (s): H-2017-0029 Project Name: Maddyn Subdivision FP Request: Request for a final plat consisting of forty (39) single family residential lots and nine (9) common lots on approximately 10.32 acres in the R-8 and R-15 zoning district. Location: The site is located on the west side of N. Meridian Road, South of E. Ustick Road, north of W. Sedgewick Drive in the NE 1/4 of Section 1, Township 3N, Range IW. FIVE MAR 0 9 2017 Planning Division (�/WENty DEVELOPMENT REVIEW APPLICATION STAFF USE ONLY: Project name:�Vl �1l 4R File number(s): -701'7- 002.'f Assigned Planner: Jn �, e ac - Related files: Type of Review Requested (check all that apply) ❑ Accessory Use ❑ Planned Unit Development ❑ Administrative Design Review ❑ Preliminary Plat ❑ Alternative Compliance ❑ Private Street ❑ Annexation and Zoning ❑ Property Boundary Adjustment ❑ Certificate of Zoning Compliance ❑ Rezone ❑ City Council Review ❑ Short Plat ❑ Comprehensive Plan Map Amendment ❑ Time Extension: ❑ Comprehensive Plan Text Amendment Director/ Commission/Council (circle one) ❑ Conditional Use Permit ❑ UDC Text Amendment ❑ Conditional Use Modification ❑ Vacation: Director/Commission (circle one) Director/ Council (circle one) ❑ Development Agreement Modification ❑ Variance ❑ Final Plat ❑ Other ❑ Final Plat Modification Applicant Information Applicant name: A Team Land Consultants Steve Arnold Phone: 321-0525 Applicant address: 1785 Whisper Cove Avenue Email: steve(aateamboise.com City: Boise State: ID Zip: 83709 Applicant's interest in property: ❑ Own ❑ Rent ❑ Optioned ❑ Other Owner name: Maddyn Homes, Kyle Enzler Phone: 571-3344 Owner address: 3001 N. Meridian Road Email: City: Meridian State: ID Zip: 83646 Agent/Contact name (e.g., architect, engineer, developer, representative): Representative Firm name: A Team Land Consultants Phone: 321-0525 Agent address: 1785 Whisper Cove Avenue Email: steve@ateamboise.com _ City: Boise State: ID Zip: 83709 Primary contact is: ❑ Applicant ❑ Owner ❑ Agent/Contact Subject Property Information Location/street address: 3001 & 2975 N Meridian Road Township, range, section 3N 1 W Sec 1 Assessor's parcel number(s): R8189820070, and 10 Total acreage: 10.32 Zoning district: R-8. R-15 Community Development ■ Planning Division ■ 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642 Phone: 208-884-5533 Fax: 208-888-6854 www.meridiancitv.org/planning _ t - (Rev. 0611212014) Project/subdivision name: Madden Village Subdivision General description of proposed project/request: The applicant is proposing 27 new single family lots, two existing, and eight four plex buildings and two eight Alex buildings Proposed zoning district(s): R-8 and R-15 Acres of each zone proposed: approximately 3.5 -acres R-15, and 6.9 -acres of R-8. Type of use proposed (check all that apply): ❑ Residential ❑ Office ❑ Commercial ❑ Employment ❑ Industrial ❑ Other Who will own & maintain the pressurized irrigation system in this development? The HOA Which irrigation district does this property lie within? NMID Primary irrigation source: Surface Water Secondary: Potable Water Square footage of landscaped areas to be irrigated (if primary or secondary point of connection is City water): 52,707 s.f Residential Project Summary (if applicable) Number of residential units: 77 Number of building lots: 39 Number of common lots: 9 Number of other lots: n/a Proposed number of dwelling units (for multi -family developments only): 1 bedroom: 2-3 bedrooms: 48 4 or more bedrooms: Minimum square footage of structure (excl. garage): 1,000 mf Maximum building height: 35' sf, 35' mf Minimum property size (s.o: 5,721 sJ Average property size (s.f.): 6,500 Gross density (Per UDC 11-1A-1): 7.8 units/acre Net density (Per UDC 11-1A-1): Acreage of qualified open space: 1.59 -acres Percentage of qualified open space: 15 -percent Type and calculations of qualified open space provided in acres (Per UDC 11 -3G -3B): A portion of the buffer along Meridian Road pathways and common areas, along with a community garden, pool/clubhouse, horse shoe pits. Amenities provided with this development (if applicable): Gazebo/plaza, pathways, community garden, bocci ball court Type of dwelling(s) proposed: ❑ Single-family Detached ❑ Single-family Attached ❑ Townhouse ❑ Duplex ❑ Multi -family ❑ Vertically Integrated ❑ Other Non-residential Project Summary (if applicable) Number of building lots: _ Gross floor area proposed: Hours of operation (days and hours): Total number of parking spaces provided: Authorization Print applicant name Applicant signature: Common lots: Other lots: Existing (if applicable): Building height: Number of compact spaces provided: A Team Land Consultants, Steve Arnold Date: 3-7-17 Community Development ■ Planning Division ■ 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642 Phone: 208-884-5533 Fax: 208-888-6854 N\ww.mcridiancity.org/planning -2- (Rev. 06/12/2014) TE M Land Development & Real Estate Services March 7, 2017 Mr. Josh Beach, Associate City Planner City of Meridian 33 E. Broadway Avenue Meridian, Idaho 83642 Dear Josh Subject: Maddyn Village Final Plat Subdivision (inst. #2017-003461) On behalf of Maddyn Homes LLC, A Team Land Consultants presents to the City of Meridian a Final Plat application for the proposed Maddyn Village Subdivision. The subject property is located 3001 N. Meridian Road, generally at Ustick and Meridian Roads. The property contains 10.4 acres and is being platted in one phase. The City Council approved the preliminary plat on September 27, 2016, with 27 single family lots and 48 multifamily units on 10 lots, with a total of 75 -units. The subject final plat substantially complies with the preliminary plat, is in conformance with all provisions of the UDC, and complies with all architectural, engineering, and surveying standards. Please notify us as early as possible if you should need additional information regarding this application. Sincerely, A Team Land Consultants Steve Arnold Project & Real Estate Manager Cc: Maddyn Homes, Kyle Enzler Land Use Planning & Design/ Project Management/ Real Estate 1785 Whisper Cove Avenue, Boise Idaho 83709. Ph. (208) 871-7020 Fx. (208) 321-0525 E-mail: steve@ateamboise.com DESCRIPTION FOR MADDYN VILLAGE SUBDIVISION A re -subdivision of a portion of Lots 1 and 2, Block 1 of Strasser Farms Subdivision as is filed in Book 59 of Plats at Page 5,761, records of Ada County, Idaho located in Government Lot 1, Section 1, T.3N., R.1W., B.M., Meridian, Ada County, Idaho more particularly described as follows: Commencing at the NE corner of said Section 1 from which the E1/4 corner of said Section 1 bears South 00°17'24" West, 2,658.38 feet; Thence along the East boundary line of said Section 1 South 00°1724" West 426.49 feet; Thence leaving said East boundary line North 89019'19" West, 49.00 feet to a point on the West right-of-way line of N. Meridian Road, said point being the REAL POINT OF BEGINNING; Thence along said West right-of-way line the following 3 courses and distances: Thence South 00°17'24" West, 132.99 feet; Thence South 00°5237" East, 245.50 feet; Thence South 00°17'24" West, 128.56 feet to a point on the South boundary line of said Lot 2; Thence along said South boundary line North 89019'53" West, 889.52 feet to the SW corner of said Lot 2; Thence along the West boundary line of said Lots 2 and 1 North 00017'24" East, 507.11 feet to the NW corner of said Lot 1; Thence along the North boundary line of said Lot 1 South 89019'19" East, 884.52 feet to the REAL POINT OF BEGINNING. Containing 10.32 acres, more or less. PioneerTitleCo. G01N6 OFYOND 8151 W, Rifleman Street Boise, ID 83704 ELECTRONICALLY RECORDED -DO NOT REMOVE THE COUNTY STAMPED FIRST PAGE AS IT IS NOW INCORPORATED AS PART OF THE ORIGINAL DOCUMENT File No. 577685 DA/S13 For Value Received ADA COUNTY RECORDER Christopher D. Rich 2016-011144 BOISE IDAHO Pgs=2 CHE FOWLER 02/09/2016 04:34 PM PIONEER TITLE COMPANY OF ADA COUNTY $13.00 WARRANTY DEED Ida T. Sweet, an unmarried woman hereinafter referred to as Grantor, does hereby grant, bargain, sell, warrant and convey unto Steven D Lee, a single person hereinafter referred to as Grantee, whose current address is 74 Navarre Irvine, CA 92612 The following described premises, to -wit: See Exhibit A attached hereto and made a part hereof. To HAVE AND TO HOLD the said premises, with their appurtenances unto the said Grantee(s), and Grantees(s) heirs and assigns forever. And the said Grantor(s) does (do) hereby covenant to and with the said Grantee(s), the Grantor(s) is/are the owner(s) in fee simple of said premises; that said premises are free from all encumbrances EXCEPT those to which this conveyance is expressly made subject and those made, suffered or done by the Grantee(s); and subject to U.S. Patent reservations, restrictions, dedications, easements, rights of way and agreements, (if any) of record, and current years taxes, levies, and assessments, includes irrigation and utility assessments, (if any) which are not yet due and payable, and that Grantor(s) will warrant and defend the same from all lawful claims whatsoever. Dated: January 27_, .2016. Ida T. Sweet State of ID, County of Ada On this / day of January in the year of 2016, before me, the undersigned, a Notary Public in and for said Sta e, personally appeared Ida T. Sweet, known or identified to me to be the person that executed the forego' g instrpment, anndackno dged to me that she executed the same. ' ��5��`CY `rrNitlIN111�I Residing at: Commission Expires: 7 z %�O �'UB1.1G °� EXHIBIT A Lot 1, Block 1, Strasser Farms Subdivision, according to the plat thereof, filed in Book 59 of Plats at page(s) 5761, records of Ada County, Idaho. EXCEPTING THEREFROM that portion deeded to Ada County Highway District by Warranty Deed recorded July 1, 2015, as Instrument No. 2015-058949, records of Ada County, Idaho, described as follows: A parcel of land situated in the NEIA of Section 1, Township 3 North, Range 1 West, Boise Meridian, Ada County, Idaho, and being a portion of Lot 1 of Block 1 of Strasser Farms Subdivision, filed in Book 59 of Plats at Pages 5761 & 5762 in the office of the Recorder, Ada County, Idaho, more particularly described as follows: COMMENCING at a found aluminum cap marking the Northeast corner of said Section 1 from which a 5/8" rebar marking the East quarter corner of said Section 1 bears S 0° 1706" W a distance of 2658.38 feet; Thence along the East line of said NEIA of Section 1, S 00 17'06" W a distance of 426.48 feet to a point; Thence leaving said East line, N 89" 19'44" W a distance of 40.00 feet to point on the West right-of-way of Meridian Road and the Northeast comer of said Lot 1, said point being the POINT OF BEGINNING; Thence N 890 19'44" W a distance of 9.00 feet along the Northerly boundary of said Lot 1 to a point; Thence leaving said Northerly boundary S 0° 17' 06" W a distance of 132.99 feet along a line parallel with and measuring 49.00 feet West of the East line of said NE 1/4 of Section 1 to a point; Thence S 0° 52' 55" E a distance of 124.06 feet to the Southerly boundary of said Lot 1; Thence S 89° 20' 11" E a distance of 6.47 feet along said Southerly boundary to the Southeast corner of said Lot 1; Thence N 0° 17'06" E a distance of 257.01 feet along the Easterly boundary of said Lot 1 and said West right-of- way to the POINT OF BEGINNING. AFFIDAVIT OF LEGAL INTEREST STATE OF IDAHO COUNTY OF AOA j, Kele Enzler 3001 N Meridian Road (name) (address) N,ieridian 1D 83646 (city). (state) being first,duly sworn upon, oath, depose and say: 1. That T am the record owner of the property described on the attached, and I• grant my permission to: A Team Land Consultants 1785 Whisper Cove Avenue. Boise ID 83709 (name) (address) to submit the accompanying application(s) ;pertaining to that property. 2. I agree to indemnify, defend and hold the City of Meridian and its employees hannless from any claim or liability resulting from any dispute as to the statements contained herein or as to, the ownership of the property which is the subject of the application. I hereby grant permission to City of Meridian staff to enter the subject property for the put -pose of site inspections related to processing said application(s). Dated this day of , 20/6 -02-1 '�- �- (Signature) SUBSCRIBED AND SWORN to before me the day and year first above written. •••`��,�W�•�.•%R�.��Q''•,, (Notary Public for Idaho) 4.1 •s: •� r1 �OT AR r 3 Residing at: egg 0':1 p U g 0 My Commission Expires: •'• s ••••• •••Soo0 0o ,,c Comm,nli!a � �!l .i�\t�ti Planning Division-. 33 E.:Brwdwny Avenue, Ste. 102 Meridian, Idabo 83642 ""ne: 208-884-5533 Fax: 208-888-6854��1��p,mcridipnci iSjilallnin, PROJECT LOCATION OWNER MADDYN HOMES 3001 N MERIDIAN RD. MERIDIAN, ID 83646 VICINITY MAP USTICK RD PLANNER / CONTACT STEVE ARNOLD A- TEAM LAND CONSULTANTS 1785 WHISPER COVE AVE. BOISE, ID 83709 PH. 208-871-7020 MADDYN VILLAGE SUBDIVISION SECTION 1, T.M., R. 1E., BOISE MERIDIAN CITY OF MERIDIAN, ADA COUNTY, IDAHO III " = 500' 7/24/20168.30.41 PM TE M Land Development & Real Esta Services C�WIE IDIAN Meridian City Hall, Suite 102 33 E. Broadway Avenue Meridian, Idaho 83642 Community Development 208.887.2211 Department Parcel Verification Date: 6/15/16 The parcel information below has been researched and verified as correct by the City of Meridian Community Development Department. Project Name: Parcel Numbers: T/R/S: Maddyn Village R8189820013 R8189820071 3N 1W 31 (5.221 Acres) (5.104 Acres) Property Owners: Steven D. Lee (1St parcel listed) 74 Navarre Irvine, CA 92612 Daniel F. Sweet (2nd parcel listed) 2975 N. Meridian Rd. Meridian, ID 83646 Address Verification Rev: 04/23/12 PAWWAYSUBDIMION R-4 I iq)TT' i a n Nw'11]A'E g1LO '' — —a w w w - - -E- —q ae �© 'Io !I $© I V V q q q q q I 1 S 8 ---`=sz----------------------!�---------= ---=- . 5-k Im €gill MI I o ir� h �All 00 Z� 6 x I I ee ��I q N q I I BQ b A 5cj B v I c � m .iz'4ge 1)III .8o ag em -i A b' i@ 4 x i Ia I MERIDIAN RD J w, I t Z • — d O n .� a o N — a a N 2 N V V q q q q q I 1 S 8 ---`=sz----------------------!�---------= ---=- . 5-k Im €gill o ir� h �All 00 Z� o�QC��� NNN �9� < B v I c � m .iz'4ge u NyHm, .8o ag em -i A b' MERIDIAN RD J G Z — ADA COUNTY STREET NAME REVIEW Review Date: January 19, 2017 Project Name: MADDYN VILLAGE SUB Parcel Number(s) Project/Plat Applicant: R8189820013,R8189820071 A TEAM City/County Agency: ADA COUNTY (MAOI) Preliminary Plat Final Plat RX T/R/S 3N 1W 01 Phone No: (208) 871-7020 THE FOLLOWING EXISTING STREET NAMES SHALL APPEAR ON PLAT N MERIDIAN RD Proposed Street Names: 1 E ADDESON ST 2 S ELSINORE WAY 3 N PRICE WAY 4 N SPRING WATER ST 5 E WRANGLER ST 6 7 8 PLEASE MAKE THE FOLLOWING CHANGES OR CORRECTIONS Please replace E ADDESON ST with W ADDESON ST Please replace S ELSINORE WAY with N ELSINORE WAY Please replace E WRANGLER ST with W WRANGLER ST NOTE: If there are corrections and changes recommended, please make these changes on the subdivision plat and resubmit to the Ada County Assessor. A final review with no changes required and the matching plat must be presented to the Ada County Surveyor at time of recording. Codes/criteria regarding denial A Sounds like an existing street B Alignment with existing street C Duplicate street name within Ada County D Street name exceeds 13 letters E Other The overall final street names are subject to change at Final Plat phase levels due to design changes, time constraints and or previous recorded plat street alignments. Page 1 of 1 W USTICK RD 41 CUW CU 0 v v1 0 N U CL U ° a C o N (,n Co Comments E Should have a West Predirectional E Should have a North Predirectional X X E Should have a West Predirectional PLEASE MAKE THE FOLLOWING CHANGES OR CORRECTIONS Please replace E ADDESON ST with W ADDESON ST Please replace S ELSINORE WAY with N ELSINORE WAY Please replace E WRANGLER ST with W WRANGLER ST NOTE: If there are corrections and changes recommended, please make these changes on the subdivision plat and resubmit to the Ada County Assessor. A final review with no changes required and the matching plat must be presented to the Ada County Surveyor at time of recording. 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Iljj�aaj Rg��a! �'fY s33 gg 33 $XX .11 If d € 3 o F 1�$93�$N Y f S �$e��� r y $fl� . �ois s IH a c A— 0 le 01. 1 all a l �_ G 990011� :zOOasaas�nc� a��l�t�iaf�3�F�I 1 1�� filiia�(�isi�i BiBpFgREEiiiFEEE� 00GO000O 0000000000 r IOE m O w� N W;m II I I II 1 11 i 4T l st g Af � � . ,e C ` T It %x 5 t J a �li y 0 le 01. 1 all a l �_ G 990011� :zOOasaas�nc� a��l�t�iaf�3�F�I 1 1�� filiia�(�isi�i BiBpFgREEiiiFEEE� 00GO000O 0000000000 r IOE m O w� N W;m II I I II 1 11 14 --Ar-- L ROCK SOLID CIVIL Civil Ennineerinq and Land Development Consulting February 20, 2017 City of Meridian Planning Department 33 E. Broadway Avenue Meridian, ID 83642 Re: Maddyn Village Subdivision Statement of Centerline Groundwater Elevations To whom it may concern: This letter serves as a statement regarding normal groundwater elevations relative to design street finish centerline (CL) elevations. Site Consulting, LLC Report File # 14072A page 3 dated 11-18-14 states that "groundwater was encountered in the test pits at 7.5 to 8.0 below the ground surface. It is noted that the test pits were excavated late in the irrigation season and therefore should represent seasonal high groundwater readings." Design street CL elevations on subject project are set approximately at existing ground surface. Therefore, in the opinion of this engineer, the street centerline (CL) elevations are set at a minimum of three (3) feet above the highest established normal groundwater elevation. Jim E. Coslett, P.E. Project Civil Engineer CONAL £ G'—s lF C:/Projects/Maddyn Village Subdivision/City of Meridian/City CL GW Statement 2-20-17.docx www.rocksolidcivii.com ROCK SOLID CIVIL LLC 270 N. 271h Street Suite 100, Boise, ID 83702 jcosiett@rocksolidcivil.com tel 208.342.3277 fax 208.376.1821 Prepared for: City of Meridian, Idaho Storm Drainage Calculations ACHD Maddyn Village Subd.iVision Meridian, Idaho OVAL fN lF or ✓��£. COS���� Prepared by: ROCK SOLID CIVIL 270 N. 27th Street, Suite 100 Boise, ID 83702 208.342.3277 ROCK SOLID February 15, 2017 CIVIL Project No: 16-64 Civil Engineering Land Development Consulting Storm Drainage Calculations Maddyn Village Subdivision Table of Contents Narrative.......................................................................................................................................... 2 Figure1: Drainage Tributary Area Map...................................................................... 3 Figure II: Facility Spreadsheet Calculations.............................................................. S 1 Storm Drainage Calculations Maddyn Village Subdivision The Maddyn Subdivision project is located off of Meridian Road, approximately 400 feet south of the intersection of W. Ustick Road and N. Meridian Road in Meridian, Idaho. These calculations are for the ACHD drainage facilities #1, #2, #3 and for the on site private drainage facilities #4 and #S, prepared for the Maddyn Subdivision project. See Figure I for the overall drainage map and its respective drainage facility locations. The enclosed drainage facilities are seepage beds system to manage the ACHD's street stormwater runoff and the onsite stormwater discharges. See Figure II for Facility Spreadsheet Calculations. 2 Storm Drainage Calculations Maddyn Village Subdivision Figure I: Drainage Tributary Area Map Storm Drainage Calculations Maddyn Village Subdivision Figure II: Facility Spreadsheet Calculations Peak CV (ACRD BED kl) ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet Is Intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineers methodology must result In facilities that meet or exceed these calculations In order to be accepted. telculate Post-ProJece Flows (for prrpro)eit flows, Jncretice ntirn6leraf storage 4e111ties to ueettmeWiib) User Input In yellow cells. To accept default value type = In yellow cell and point to computed cell 1 Project Name Maddyn Subdivision 2 Is area drainage basin map provided? Yes (mop must be included with stormwater calculations) 3 Enter Design Storm For Volume (100 -year per ACHD policy) 100 4 Enter number of storage facilities (10 max) 5 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration In Minutes (Tc) or use 10 min minimum 10 Mn. •I Subbasin Subbasin Subbasin Subbasin o, Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 B 9 10 1,948 1,914 1,914 1,948 12 Calculate Vwq (for sizing WQ (acilities) 0.35-0.50 Enter Percentile Storm I (80th percentile = 0.34 in) 0.18 0,34 in Enter WQ Volume (Vo = Cxi (from line above) xAx3600) V_ 157 it' 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) 0.70 cis 0.50 0.95 0.95 0.50 tight areas 0.80 areas 0.72 %arks, cerreteries 010-0.25 Playgrounds 0.20-0.35 Lomputea Ic= 6.8 User -Entered Tc= 10.0 8 Determmethe a verageralnfallintensity(I) from IDF Curve based on 3.11 in/h, 9 Calculate the Post -Project peak discharge (QPeak) o, 0.40 cis lu Calculate peak Qwq (uses 2-yrstorm)- Cta 0.15 is (used for S/6 Trap throat velocity, WQ storm conveyance system sizing ) 0.70-0,95 11 Calculate total runoff vol (V) (for sizing primary storage) V 531 it, V = Ci (Tc=60)Ax3600 12 Calculate Vwq (for sizing WQ (acilities) 0.35-0.50 Enter Percentile Storm I (80th percentile = 0.34 in) 80th 0,34 in Enter WQ Volume (Vo = Cxi (from line above) xAx3600) V_ 157 it' 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) 0.70 cis 14 Volume Summary Surface Storage: Pond WQ Pond Forebay+ 15% sediment Primary Treatment/Storage Basin Subsurface Storage: Seepage Bed Volume Without Sediment Factor V 180 R' V 374 it V 531 it With Sediment Version 4.2, September 2012 2/16/2017 Estimated Runoff Coef irients for Various Surfaces Type of 5vrface RunoH Coefficients C" 5uuness Do -to -areas 0.70-0,95 Urban neilhborh-d!areas 0.50-0.70 Residential Single -fa Jly 0.35-0.50 1-ol-I., 060-0.75 ReMdenbai (rural) 02S-0.40 Apartl.ent dwelling areas 0.70 �.r.dusmal and Ccur-1a1 tight areas 0.80 areas 0.90 %arks, cerreteries 010-0.25 Playgrounds 0.20-0.35 Railrpad yard areas 0.20-0.40 U,irproxed areas 010-0.30 Streets Asphaft 0.95 Concrete 0.95 E,ick 0.85 Roofs 0.95 Fields- Sandy scif Sal Type slope A 9 C D Flet 0-2% 0.04 0.07 0.11 0.15 A, erage 21.61: -:eep -6t 009 0.12 0.15 0.20 0.13 0.18 0.23 0.28 Adapted from ASCE 2/16/2017 BMP04-Seepage Bed (ACHD BED R1) ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE: This worksheet is Intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result In facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the "Peak QV" tab Steps for Seepage Beds User input In yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name Maddyn Subdivision 2 Enter number of Seepage Beds (10 max) _ 5 , 3 Design Storm lW 4 Weighted Runoff Coefficient C 0.72 Link to: ®� Peak Q,V2 5 Area A (Acres) 0.18 aces Peak Q,V3 6 Approved discharge rate for the given storm fif applicable) 0.00 cfs Peak 0,V4 Peak Q,V5 • 7 Design Vol W/15%Sed for Per: <8 in/hr V 531 ft' (XS Sediment for Perc _8 in/hr Perc Vol Pre -Pro] Vol 8 Set Design Width W 6.5 ft 9 Set Design Depth D. 4.0 ft Rock Only. Do Not Include Filter Sand Depth or Cover Cw 10 Vold Ratio of Drain Rmk' Voids 0.4 0.4 for 1,Y-2" drain rock and 3/4" Chips 0.40 2 11 Design Infiltration Rate IS in/hr max) Perc 8 in/hr 12 Area Infiltration Aperc 332 ft' 13 Volume Infiltration Vperc 221 ft -/hr 14 Site of Perf Pipe Dia Pipe in 15 Calculate Total Storage per Foot Spf=Apf=WxD-A,,,,, ,.xVeids+l/2 Perf-Area 16 Calculate Design Length 17 Check Storage for Per Rate for 24 -Hour Period Spf 10.4 Oft L 51 ft Storm Duration I Q Runoff Vol Perc Vol Pre -Pro] Vol Max Vol Reqd Min Hr in/hr cis fi 3 Installed Chamber Width Cw 1.50 ft 10 0.17 3.11 0.40 2 0 0 239 15 025 2.62 0.34 303 0 0 303 30 0.50 1.82 0.23 420 0 0 420 60 1.00 1.15 0.15 531 0 120 2.00 0.66 1 0.08 505221 0 385 130 3.00 0.48 0.06 67i 443 G 228 360 6.00 0.30 0.04 631 1,107 0 0 720 12.00 0.19 0.02 1,062 2,435 0 0 1440 1 24.00 0.12 0.01 1,292 5,091 11 0 Total Design Vol. ov.rride 531 18 Txne 10 Drain 307Avolunle m 2441.uts minimum 19 Total length of Perf Pipe 2.9 >= 0A 20 Perf Pipe Check. Qperf>= Qpeak; 2.L hours vyu ogc s assumes chambers are organized in a rectangular layout. 1 Type of Chambers 3-StormTank, 1.5'x3'x3' 2 Volume to Store V 531 fta 3 Installed Chamber Width Cw 1.50 ft Installed Chamber Height Ch 3.00 ft Installed Chamber Length Cl 3.00 ft Void Factor Installed Chamber Storage Volume 13.50 ft'/ft Storage Per Chamber 40.50 ft' /ft Total Numberof Units Required 14 ea 4 Area of Infiltration Aper: It.. 5 Volume Infiltration Vperc 0 ft' /hr 6 Time to Drain hours 90% volume in 24 -hours minimum 2/16/2017 Version 4.2, September 2012 Peak Q V2 (ACRD BED it2) ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is Intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineers calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result In facilities that meet or exceed these calculations in order to be accepted. Steps for Peak Discharge Rate using the Rational Method calculated for post -project Calculate Post -Project Flows (for pre -project flows, increase number of storage facilities to create new tab) User Input In yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name Maddyn Subdivision, Facility 2 Is area drainage basin map provided? Yes (map must be included with stormlvater calculations) 3 Enter Design Storm For Volume (100 -year per ACHD policy) 100 5 Area of Drainage Subbasin (SF or Acres) SF Acre Subbasin 10 min Subbasin Subbasin Subbasin Pipe Size Basin ID (in) Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 20,158 10,442 12,554 30,641 0.009 0.3 3.1 0.1 3 Apartment dwelling areas 1.69 0,34 In Enter WQ Volume (Vsya= Cxi(from line above) xAx3600) 4 1,328 ft 13. Detention: Approved Discharge Rate to Surface Waters (if applicable) Light areas 5 cfs 0.50 0.95 0.95 0.50 darks, cemeteries 0.10-0.25 7 olaygrounds 0.64 0.20.0.35 8 0.20-OAO um,rproved areas 9 0.10-0.30 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use minimum 10 min lD ttm. in/hr - Pipe Size Basin ID (in) Slope(ft/ft) Intercept Coeff. Length Manningn Hydraulic Radius A/Wet Perm Flow Velocityv (fps) Flow Time (min) Segment 1: Pipes Flow 11 Calculate total runoff vol(A(for sizing primary storage) - 1 it, V = Cl (Tc=60)Ax3600 Multi-famay 2 12 0.0022 26 0.009 0.3 3.1 0.1 3 Apartment dwelling areas Both 0,34 In Enter WQ Volume (Vsya= Cxi(from line above) xAx3600) 4 1,328 ft 13. Detention: Approved Discharge Rate to Surface Waters (if applicable) Light areas 5 cfs Heald areas 6 darks, cemeteries 0.10-0.25 7 olaygrounds 0.20.0.35 8 0.20-OAO um,rproved areas 9 0.10-0.30 Streets 10 Asphalt 0.95 - ncrete MAX 0.1 c.eroent 7- r rdter Chailnw rnne-trated Flow 085 Roofs wmputeQ i.= User -Entered Tc= 10.0 8 Determine the.average rainfall intensity (Q from IDF Curve based on 1 3.11 in/hr y Calculate the Post -Project peak discharge(QPeak) - Qysaa 3.37 its iu Calculate peak Qwq(uses 2 -yr storm) QwQ 1.31 cis 050-0.70 (used for 5/6 Trap throat velocity, WQ storm conveyance system sizing) Fesldenual 11 Calculate total runoff vol(A(for sizing primary storage) V 4,494 it, V = Cl (Tc=60)Ax3600 Multi-famay 0.60-0.75 12 Calculate Vwq (for sizing WQ facilities) Residential (rural) 0.25.0.40 Enter Percentile Storm )(80th percentile = 0.34 in) Apartment dwelling areas Both 0,34 In Enter WQ Volume (Vsya= Cxi(from line above) xAx3600) Vivo 1,328 ft 13. Detention: Approved Discharge Rate to Surface Waters (if applicable) Light areas cfs 14 Volume Summary Surface Storage: Pond WQ Pond Forebay+l5%sediment V 1,527 ft' Primary Tteatment/Storage Basin V 3,166 ft' Subsurface Storage: Seepage Bed Volume Without Sediment Factor V 4,494 it See BMP04 Seepage Bed for Design Volume With Sediment Version 4.2, September 2012 Estimated Runoff Coeflid-t, for Various Surfaces Type of smiace Runoff Coefficients "C Dpvne55 �OYT areas 0.70-0.95 urban nnghborhopdareas 050-0.70 Fesldenual Single-family 0.35-0.50 Multi-famay 0.60-0.75 Residential (rural) 0.25.0.40 Apartment dwelling areas 0,70 �.ndustrial and Comn-erclal Light areas O.EO Heald areas 0.90 darks, cemeteries 0.10-0.25 olaygrounds 0.20.0.35 aadraad yard .,.as 0.20-OAO um,rproved areas 0.10-0.30 Streets Asphalt 0.95 - ncrete 0.95 Erick 085 Roofs 0.95 soil Type 90ds 5andy sail "are A a C D Flet 0-2'004 007 0.11 0.15 Average 2-6% 999 0.12 015 0.20 eep s6'a 0.13 0.28 0.23 0.26 Adapted from A5CE 2/16/2017 BMP04-Seepage Bed2 (ACRD BED q2) ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE: This worksheet Is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineers methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the "Peak Q,v" tab Steps for Seepage Beds 1 Type of Chambers User input in yellow cells. To accept default value type =1n yellow cell and point to computed cell 1 Project Name Maddyn Subdivision, Bed 2 2 Volume to Store V 4,494 ft' 3 Installed Chamber Width 3 Design Storm 100 Installed Chamber Height 4 Weighted Runoff Coefficient C 0.64 Link to: Peak v S Area A (Acres) 1.69 acres Peak 0,V3 6 Approved discharge rate for the given storm (if applicable) 0.00 cfs 13.50 ft'/ft Peak QV _ Peak QV5 • 7 Design Vol W/1S%Sed for Perc < 8 in/hr V 4,494 ft' 0% Sediment for Perc >_S in/hr 111 ea 4 Area of infiltration 8 Set Design Width W 15.0 ft 5 Volume Infiltration 9 Set Design Depth D - - 6 Time to Drain Rock Only, Do Not Include Filter Sand Depth or Cover hours 90% volume in 24 -hours minimum 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5'-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (8 in/hr max) .Perc 8 in/hr 12 Area infiltration Aperc 2,809 ft' 13 Volume Infiltration Vperc 1,872 ft'/hr 14 Size of Perf Pipe Dia pipe in 15 Calculate Total Storage per Foot Spf 24.0 ft '/ft Spf=Apf=WxD-AP,a p,axVolds+l/2 Perf—Area 16 Calculate Design Length L 187 ft 18 Time to Drain 9094 volume in 24 -hours minimum 19 Total Length of Perf Pipe 10.6 >= 3.4 20 Perf Pipe Check. Qperf >= Qpeak; where Qperf=CdxAxV(2xgxH) irs OK ft OK j UVnYrJW10 a Note: This assumes chambers are organized in a rectangular layout. 1 Type of Chambers 3-StormTank, 1.5'x3'x3' 2 Volume to Store V 4,494 ft' 3 Installed Chamber Width CW 1,50 ft Installed Chamber Height Ch 3.00 It Installed Chamber Length Cl 3.00 ft Void factor Installed Chamber Storage Volume 13.50 ft'/ft Storage Per Chamber 40:50 ft'/ft Total Number of Units Required 111 ea 4 Area of infiltration Aper, ft' 5 Volume Infiltration Vperc 0 ft'/hr 6 Time to Drain hours 90% volume in 24 -hours minimum 2/16/2017 Version 4.2, September 2012 Peak Q,V3 (ACHD BED #3) AND Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. ty eps'ior'frea sc arge a e u ng e o a o ih ated for post-pCd cis Calculate Post -Project Flows (for pre -project flows, increase number of storage facilities to create new tab) User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name Maddyn Subdivision, Facility 3 2 Is area drainage basin map provided? Yes (map must he included with stormwater calculations) 3 Enter Design Storm For Volume (100 -year per ACHD policy) 100 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn))/A Weighted Av) Subbasin i Subbasin Subbasin Subbasin QPeA Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 18,985 9,535 10,931 34,690 12 Calculate Vwq (for sizing WQ facilities) Enter Percentile Storm I (80th percentile = 0.34 in) 1.70 0.34 in Enter WQ Volume (Vyvu= CA (from line above) xAx3600) V%VQ 1,300 ft' 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 0.50 0.95 0.95 0.50 0.62 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use 10 min User Calailate minimum I 8 Determine the average rainfall intensity (i) from IDF Curve based on i 3.11 in/hr 9 Calculate the Post -Project peak discharge (QPeak) QPeA 3.30 cfs 1u Calculate peak Qwq (uses 2 -yr storm) Qwp 1.28 cfs Industrial and Commercial Light areas Heavy areas (used for S/G Trap throat velocity, WQ storm conveyance system sizing) Parks, cemeteries 0.10-0.25 Pla•,erounds 11 Calculate total runoff vol (V) (for sizing primary storage) V 4,402 fta V = Ci (Tc=60)Ax3600 Streets 12 Calculate Vwq (for sizing WQ facilities) Enter Percentile Storm I (80th percentile = 0.34 in) Both 0.34 in Enter WQ Volume (Vyvu= CA (from line above) xAx3600) V%VQ 1,300 ft' 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 14 Volume Summary Surface Storage: Pond WQ Pond Forebay + IS% sediment V 1,496 ft' Primary Treatment/StorageBasin V 3,102 ft' Subsurface Storage: Seepage Bed Volume Without Sediment Factor V 4,402 ft' See BMP04 Seepage Bed for Design Volume With Sediment Version 4.2, September 2012 Estimated Runoff Coefficients for Various Surfaces Type of Surface Runoff Coefficients "C 5usiness Ccc:ntm:;n areas Urban neighborhood areas 070 - 0.95 0.50-0.70 Residential Smgle-family Multi -family 0 35 - 0.50 060-0,75 Residential (rural) 015 - 0,40 Apartment dv,elling areas 0.70 Industrial and Commercial Light areas Heavy areas 0.80 0.90 Parks, cemeteries 0.10-0.25 Pla•,erounds 0.20 - 035 Railroad yard areas 020-040 Unimproved areas 010-0.31 Streets 2/16/2017 BMP04-Seepage Bed3 (ACHD BED 443) ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE: This worksheet is Intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result In facilities that meet or exceed these calculations In order to be accepted. Note this spreadsheet pulls information from the "Peak Q,V" tab Steps for Seepage Beds I Q User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name Maddyn Subdivision, Bed 3 Min Hr in/hr cfs 3 Design Storm - 100_ - 4 Runoff Coefficient C 0.62 Link to:Peak QV � Weighted :.30 1.981 Peak V2 5 Area A (Acres) 1.70 acres Installed Chamber Storage Volume -_ 6 Approved discharge rate for the given storm (if applicable) 0.00 cfs 2,509 Peak Q'V4 .- Peak QV5 • 7 Design Vol W/15% Sed for Perc, 8 m/hr V 4,402 ft-' 0% Sediment for Pers >_g in/hr Aperc It 8 Set Design Width W 11.0 ft 0 9 Set Design Depth D 4.0 ft L00 Rock Only, Do Not Include Filter Sand Depth or Cover x.224.402 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips 2.Ot 11 Design infiltration Rate (S in/hr max) Perc 8 in/hr 1,834 12 Area Infiltration Aperc 2,751 ft' ISO 13 Volume Infiltration Vperc 1,834 ft'/hr -.51 14 Size of Perf Pipe Dia pipe in 0- 15 Calculate Total Storage per Font Spf=Apf=WxD-Apes p,,xVoids+l/2 Perf_Area 16 Calculate Design Length 7? Check Storage for Perc Rate for 24 -Hour Period Spf 17.6 ft;/ft L 250 ft Storm Duration I Q Runoff Vol Perc V.I ?re -Prof Vol Max Vol Reqd Min Hr in/hr cfs ft' it, ft ft' 10 0.17 3.11 :.30 1.981 0 0 1,981 Installed Chamber Storage Volume -_ - Storage Per Chamber 2,509 0 0 2,509 109 ea 4 Area of Infiltration Aperc It 3,478 0 0 3.478 eo L00 90% volume in 24 -hours minimum x.224.402 0 0 12U 2.Ot 1 .70 5,023 1,834 0 3,188 ISO 3.00 -.51 5,56. 3,668 0- 1,893 360 6.00 x.32 6,885 9,171 0 0 720 12.00:.19 0.20 8,797 20,176 0 0 1440 24.00 0,12 0.12 10,709 42,186 0 0 Total Design V.I. Override 4,40',- ,407Override 1S Time to Drain 901% volume in 24 -hours minimum 19 Total Length of Perf Pipe 14.1 > 3.3 20 Per( Pipe Check. Qperf - Qpeaki where Qperf=CdxAxV(2x"M 2.2 hours 250 ft upo ,oae This assumes chambers are organized in a rectangular layout. 1 Type of Chambers 3-StormTank, 1.5'x3'x3' 2 Volume to Store V 4,402 ft' 3 Installed Chamber Width Civ1.50 ft Installed Chamber Height Ch 3.00 ft Installed Chamber Length CI 3.DO It Void Factor Installed Chamber Storage Volume 13.50 ft'/ft Storage Per Chamber 40.50 ft'/ft Total Number of Units Required 109 ea 4 Area of Infiltration Aperc It 5 Volume Infiltration Vperc 0 ft'/hr 6 Time to Drain hours 90% volume in 24 -hours minimum 2/16/2017 Version 4.2, September 2012 Peak CLV4 (PRIVATE BED if4) ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineers methodology must result in facilities that meet or exceed these calculations in order to be accepted. s for Peak Discharge Rate using the Rational Method calculated for post -project Calculate Post -Project Flows (for pre -project flows, increase number of storage facilities to create new tab) User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name Maddyn Subdivision, Facility 4 2 Is area drainage basin map provided? Yes (map must be included with stormwater calculations) 3 Enter Design Storm For Volume (100 -year per ACHD policy) 100 5 Area of Drainage Subbasin (SF or Acres) SF Acre! 6 Determine the Weighted Runoff Coefficient (C) C=[(ClxAl)+(C2xA2)+(CnxAn)]/A Weighted Avt Subbasin 1 Subbasin Subbasin Subbasin Qpink Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 18,808 Streets :1 ..halt n OS 12 Calculate Vwq (far si2ingWC, facilities) Enter Percentile Storm I (80th percentile = 0.34 in) 0.43 0.34 in Enter WC, Volume (V vo = Cxi (from line above) xAx3600) V%,,Q 502 ft' 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 0.95 0.95 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use 10 min Use, Calculate minimum 8 Determine the average rainfall intensity (i) from IDF Curve based on 1 3.11 in/hr 9 Calculate the Post -Project peak discharge (QPeak) Qpink 1,27 cfs 10 Calculate, peak Qwq (uses 2 -yr storm) QwQ 0.50 Cts industrial and Commercial Light areas Heavy areas (used for S/G Trap throat velocity, WQstorm conveyance system sizing ) Parks, cemetenes 0.10-0.25 Playgrounds 11 Calculate total runoff vol (V) (for sizing primary storage) V 1,699 ft V = Ci (Tc=60)Ax3600 Streets :1 ..halt n OS 12 Calculate Vwq (far si2ingWC, facilities) Enter Percentile Storm I (80th percentile = 0.34 in) 80th 0.34 in Enter WC, Volume (V vo = Cxi (from line above) xAx3600) V%,,Q 502 ft' 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 14 Volume Summary Surface Storage: Pond WQPond Forebay+l5%sediment V 577 ft3 Primary Treatment/Storage Basin V 1,197 ft' Subsurface Storage: Seepage Bed Volume Without Sediment Factor V 1,699 ft' See BMP04 Seepage Bed for Design Volume With Sediment Version 4.2, September 2012 Estimated Runoff Coefficients for Various Surfaces Type of surface Runoff Coefficients "C" auvnes5 Doointo:.n areas Urban neighborhood areas 070-095 0,50-070 Residential Single-fan-ily Nhdti-family 0 i- - 0.50 0.60 - 9.75 Residential (rurali 0.25-040 Apartment cl,elling areas 0.70 industrial and Commercial Light areas Heavy areas 060 0.90 Parks, cemetenes 0.10-0.25 Playgrounds 0.20 - 0.35 Pailroad yard areas 0'_0-040 Unimproved areas 0.10 - 030 Streets :1 ..halt n OS 2/16/2017 BMP04-Seepage Be& (PRIVATE BED ff4) AND Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE: This worksheet Is Intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result In facilities that meet or exceed these calculations In order to be accepted. Note this spreadsheet pulls information from the "Peak Q,V" tab L. Steps for Seepage Beds Q User input in yellow cells. To accept default value type= in yellow cell and point to computed cell 1 Project Name Maddyn Subdivision, Bed 4 Pre -Prof Vol Max Vol Reqd Nr 2 Volume to Store 3 Design Storm 100 "' ,0 4 Weighted Runoff Coefficient C 0.95 Link to: Peak QV 3.11 1.27 765 Peak QVL 5 Area A (Acres) 0.43 acres Peak QV3 6 Approved discharge rate for the given storm (if applicable) 0.00 cfs I Weal, U,yq Peak VS 7 Design Vol WAS% Sed for Perc < 8 in/hr V 1,699- ft, 04; Sediment for Perc 28 in/hr 1 343 0 8 Set Design Width W 10.0 ft 1.00 9 Set Design Depth D 3.5 ft 6 Time to Drain Rock Only, Do Not Include Filter Sand Depth or Cover hours 90% volume in 24 -hours minimum 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (8 in/hr max) Perc 8 in/hr 0.4S 12 Area infiltration Aperc 1,214 ft' , 13 Volume Infiltration Vperc 809 ft'/hr 3E%.: 6.00 14 Size of Perf Pipe Dia pipe in 2,6' 15 Calculate Total Storage per Foot Spf=Apf=WxD-Ar , p,r xVoids+l/2 Perf_Area 16 Calculate Design Length 17 Check Storage for Per Rate for 24 -Hour Period Spf 14.0 f0/ft L 121 ft Storm Duratio'l Q Runoff Vol Perc Vol Pre -Prof Vol Max Vol Reqd Nr 2 Volume to Store cfs ft' "' ,0 ft' ft3 0.17 3.11 1.27 765 Cf 0 765 2.62 1.03 569 0 0 969 K60 1.82 0.75 1 343 0 Aperc 1,343 1.00 1.15 0.47 6 Time to Drain hours 90% volume in 24 -hours minimum 2.0 0.66 3.Dr 0.4S , 3E%.: 6.00 u.30 2,6' 72C 12.00 0.19 0.08 3,396 6.9U2 0 144';; 24.00 0.12 0.05 4.135 18,615. 0 1,6W' 18 Time to Drain 9D% volume in 24 -hours minimum 19 Total Length of Perf Pipe 6.8 >= 1.3 20 Perf Pipe Check. Qperf - Qpeak; where Clperf=CdvAW(2xesH) rs OK 121 it OK i upnena ocorage cnamuers This assumes chambers are organized in a rectangular layout. 1 Type of Chambers 3-StormTank, 1.5'x3'x3' 2 Volume to Store V 1,699 ft3 3 Installed Chamber Width CW 1.50ft Installed Chamber Height Ch 3.00 it Installed Chamber Length Cf 3,00 ft Void Factor Installed Chamber Storage Volume 13.50 ft'/ft Storage Per Chamber 40:50ft'/ft Total Number of Units Required 42. ea 4 Area of Infiltration Aperc ft' 5 Volume Infiltration Vperc 0 ft3/hr 6 Time to Drain hours 90% volume in 24 -hours minimum 2/16/2017 Version 4.2, September 2012 Peak Q,VS (PRIVATE BED ft5) ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Steps for Peak Discharge Rate using the Rational Method calculated for post -project Calculate Post -Project Flows (for pre -project flows, increase number of storage facilities to create new tab) User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name Maddyn Subdivision, Facility 5 2 Is area drainage basin map provided? (map must be included with stormwater calculations) 3 Enter Design Storm For Volume (100 -year per ACHD policy) 5 Area of Drainage Subbasin (SF or Acres) SF Acre! 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avg Yes Subbasin 1 Subbasin Subbasin Subbasin Qw,e Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 23,711 streets �c.,l. all n AS 12 Calculate Vwq (for sizing WQ facilities) Enter Percentile Storm I (80th percentile = 0.34 in) 0.54 0.34 in Enter WQ Volume IV, = CA (from line above) xAx3600) Vwa 633 ft' 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 0.95 0.95 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use 30 min I User Calallate minimum Ilamn 8 Determine the average rainfall intensity (i) from IDF Curve based on 1 3.11 in/hr 9 Calculate the Post -Project peak discharge (QPeak) Qw,e 1.61 Cfs lu Calculate peak Qwq (uses 2 -yr storm) _ _ QWQ 0.62 cfs industrial and Commercial Light areas Hea,y areas (used for S/G Trap throat velocity, WQ storm conveyance system sizing ) Parke, cemeteries 0.10-0.25 ?layg—nds 11 Calculate total runoff vol (V) (for sizing primary storage) V 2,143 ft V = Ct (Tc=60)Ax3600 streets �c.,l. all n AS 12 Calculate Vwq (for sizing WQ facilities) Enter Percentile Storm I (80th percentile = 0.34 in) 90th 0.34 in Enter WQ Volume IV, = CA (from line above) xAx3600) Vwa 633 ft' 13 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs 14 Volume Summary Surface Storage: Pond WQ Pond Forebay + IS% sediment V 728 it Primary Treatment/StorageBasin V 1,510 it, Subsurface Storage: Seepage Bed Volume Without Sediment Factor V 2,143 W See BMP04 Seepage Bed for Design Volume With Sediment Estimated Runoff Coefficients for Various Surfaces Type of Surface Runoff Coeffcie tits "C" db'ines: DoSvrtn'.­ area: Urban neighborhood areas 0.70 - 0.95 0.50-0,70 Residential Single-family Multi -family 0 35 - 0.50 0.60 - 0.75 residential (rural) 0.25 - 0.40 Apartment d•.�elling areas 0.70 industrial and Commercial Light areas Hea,y areas 0.30 0.90 Parke, cemeteries 0.10-0.25 ?layg—nds 0.20 - 035 Railroad yard areas 0.20-040 Unimproved areas 0.10 - 0.30 streets �c.,l. all n AS 2/16/2017 Version 4.2, September 2012 BMP04-Seepage BedS (PRIVATE BED f15) ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE: This worksheet Is Intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations In order to he accepted. Note this spreadsheet pulls Information from the "Peak CLV" tab Steps for Seepage Beds 1.9 hours User input in yellow cells. To accept default value type= in yellow cell and point to computed cell 1 Project Name Maddyn Subdivision, Bed 5 19 Total Length of Ped Pipe 191 ft Ms >= 1.6 3 Design Storm 100 20 Perf Pipe Check, rlperf x Qpeak; 4 Weighted Runoff Coefficient C 0.95 Link to: Peak QV Peak QV2 5 Area .A(Acres) 0.54 acres Peak QV3 6 Approved discharge rate for the given storm (if applicable) 0.00 cfs Peak QV4 i- 7 Design Vol C11/15%Sed for Perc -Bm/hr V 2,143 ft' 0% Sediment for Perc>_S in/hr 3 Installed Chamber Width C:v 8 Set Design Width W. 8.0 ft Ch 9 Set Design Depth D 3.5 h CI Rock Only, Do Not Include Filter Sand Depth or Cover Void Factor 10 Void Ratio of Drain Rock Voids n -' 0.4 for 1.5"-2" drain rock and 3/4" Chips Storage Per Chamber 11 Dsign Infiltration Rate (a in/hr max) Perc 8 in/hr 12 Area infilttation Aperc 1,530 ft' Aperc 13 Volume Infiltration VMc 1,020 ft'/hr Vperc 14 Size of Perf Pipe Dia pipe in 15 Calculate Total Storage per Foot Spf 11.2 01ft Spf=Apf=WxD-Apr,r et,xVoids+1/2 Perf—Area 16 Cakulate Design Length L 191 ft 17 Check Storage for Per Rate for 24 Hour Period _.1+ „i p 0 964 n 1,221 1.693 0-�0 t1 J 1,424 720 14�i, � - 'an Vul. 2.143 18 Time to Drain 1.9 hours 9076 volume in 24 -hours minimum OK. 19 Total Length of Ped Pipe 191 ft Ms >= 1.6 20 Perf Pipe Check, rlperf x Qpeak; - OK where Qperf=CdxAxV(2xgxH) Optional Storage Chambers Note: This assumes chambers are organized in a rectangular layout. 1 Type of Chambers 3-StormTank, 1.5'x3'x3' 2 Volume to Store V 2,143 ft' 3 Installed Chamber Width C:v 1.50 ft Installed Chamber Height Ch 3.00 it Installed Chamber Length CI 3.00 it Void Factor Installed Chamber Storage Volume 13.50 ft'/ft Storage Per Chamber 40.50 ft'/ft Total Number of Units. Required 53 ea 4 Area of Infiltration Aperc ft' 5 Volume Infiltration Vperc 0 ft'/hr 6 Time to Drain hours 90% volume in 24 -hours minimum 2/16/2017 Version 4.2, September 2012 BMPOI-SG Trap (ACHD S/G TRAP #1) ACHD Calculation Sheet for Sand/Grease Traps NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. — -- -- ------------ ----- -- -------------- Steps for Sand/Grease Trap Velocity Calculation User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name Maddyn Subdivision 2 Enter number of Sand/Grease Traps (10 max) 5 Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ft) 0.5 fps Velocity inch max. ok? 1000 G 1 0.4 20 48 6.67 0.06 Reference for Throat widths (inch) ADS Boise Lar -ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 01500 n/a n/a 60 2/16/2017 Version 4.2, September 2012 S/G Traps Q-cfs inch inch max. ok? 1000 G 1 0.4 20 48 6.67 0.06 2/16/2017 Version 4.2, September 2012 BMP01-SG Trap2 (ACHD S/G TRAP #2) ACHD Calculation Sheet for Sand/Grease Traps NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Steps for Sand/Grease Trap Velocity Calculation User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name Maddyn Subdivision, S/G Trap 2 Reference for Throat widths (inch) Number of Peak Flow Baffle Throat Boise Velocity Is the Size Lar -ken Spacing width Area (fig) 0.5 fps Velocity [Vault S/G Traps Q-cfs (inch) (inch) 48.0 max. ok? 500 G 1 337 20 60 8.33 0.40 60 Reference for Throat widths (inch) 2/16/2017 Version 4.2, September 2012 ADS Boise Lar -ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5- n/a WQU1000 n/a n/a 60 WQU 1500 n/a n/a 60 2/16/2017 Version 4.2, September 2012 BMP01-SG Trap3 (ACHD S/G TRAP #3) ACHD Calculation Sheet for Sand/Grease Traps NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Steps for Sand/Grease Trap Velocity Calculation User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name Maddyn Subdivision, S/G Trap 3 Reference for Throat widths (inch) Number of Peak Flow Baffle Throat Boise Velocity Is the Vault Size Traps. Spacing width Area (f?) 0.5 fps' Velocity 1000 G SIG Q-cfs (inch) (inch) 60.0 max. ok? 1000 G 1 3.3 20 4& 6.67 0.50' 60 Reference for Throat widths (inch) 2/16/2017 Version 4.2, September 2012 ADS Boise Lar -ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 •61:5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 2/16/2017 Version 4.2, September 2012 13MP01-SG Trap4 (PRIVATE S/G TRAP #i4) ACHD Calculation Sheet for Sand/Grease Traps NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Steps for Sand/Grease Trap Velocity Calculation User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name Maddyn Subdivision, S/G Trap 4 Reference forThroat widths (inch) Number of Peak Flow Baffle Throat Boise Velocity Is the Vault Size Traps Lar -ken Spacing width Area (ft) 0.5 fps Velocity S/G Q-cfs (inch) (inch) 48.0 max. ok? 1000 G 1 1.27 20 48 6.6.7 0.19 60 Reference forThroat widths (inch) 2/16/2017 Version 4.2, September 2012 ADS Boise Lar -ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60:0 61..5 • n/a. WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 2/16/2017 Version 4.2, September 2012 BMP01-SG Traps (PRIVATE S/G TRAP #5) ACHQ Calculation Sheet for Sand/Grease Traps NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Steps for Sand/Grease Trap Velocity Calculation User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name Maddyn Subdivision, S/G Trap 5 Reference for Throat widths (inch) Number of Peak Flow Baffle Throat Boise Velocity Is the Vault Size Traps Lar -ken Spacing width Area (fe) 0.5 fps Velocity S/G Q-cfs (inch) (inch) 48.0 max. ok? 1000 G 1 1.61 20 48 6.67 0.24 60 Reference for Throat widths (inch) 2/16/2017 Version 4.2, September 2012 ADS Boise Lar -ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1.500 G 6D.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 2/16/2017 Version 4.2, September 2012