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Application
Hearing Date: May 17, 2016 File No.: H-2016-0048 Project Name: Shallow Creek Subdivision Request: Request for final plat consisting of fifteen (15) multi -family buildable lots and four (4) common lots on 5.856 acres in the R-15 zoning district, by A Team Land Consultants. Location: The site is located on the southeast corner of S. Locust Grove Road and E. Franklin Road in the NW '/4 of Section 17, Township 3N, Range IE. ECEIVE APR 2 1 2016 �E IDIAN - gv.- A-- Planning Division DEVELOPMENT REVIEW APPLICATION STAFF USE ONLY:, Project name: Filenumber(s):-2�0�1�11 Assigned Planner: C. p�1 r a le,S 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 ❑ Comprehensive Plan Map Amendment ❑ Short Plat ❑ Comprehensive Plan Text Amendment ❑ Time Extension: ❑ Conditional Use Permit Director/ Commission/Council (circle one) ❑ Conditional Use Modification ❑ UDC Text Amendment Director/Commission (circle one) ❑ Vacation: ❑ Development Agreement Modification Director/ Council (circle one) Final Plat ❑ Variance ❑ Final Plat Modification ❑ Other Applicant Information Applicantname: A Team Land Consultants Phone: 871-7020 Applicant address: 1785 Whisper Cove Avenue Email: City: Boise steve@ateamboise.com State: ID Zip; 83709 Applicant's interest in property: ❑ Own ❑ Rent ❑ Optioned Mother Owner name: BCS Properties LLC Owneraddress: 506 6th Street resentative Phone: 871-7020 Email: steve@ateamboise.com City: Rupert State; ID Agent/Contact name (e.g., architect, engineer, developer, representative): Firmname: A Team Land Consultants Zip: 83350 Phone: 871-7020 Owner address: 1785 Whisper Cove Avenue Email: steve@ateamboise-com City: Boise State: ID Zip; 83709 Primary contact is: A Applicant ❑ Owner ❑ Agent/contact Subject Property Information r..�o.;..,.i�..•aor�aa.o��• Locust & Franklin Rd. T h• 3N lE sec 17 Assessor's parcel number(s): S 11172 2 3 4 3 0 owns tp, range, seonon: Total acreage: 5.85 Zoning district: R-15 Community Development. Planning Division . 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642 Phone: 208-884-5533 Fax: 208-888-6854 www.meridiancity.or�plannine -I- (Rev. 06/12/2014) Project/subdivisionname: Shallow Creek Subdivision General description of proposed project/request: This is a 15-lot/60-unit multifamily subdivision. Proposed zoning district(s): R-15 Acres of each zone proposed: Type of use proposed (check all that apply): A 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? NMI D Primary irrigation source: NMID Secondary: City Services Square footage of landscaped areas to be. irrigated (if primary or secondary point of connection is city water): 78F373.5 Residential Project Summary (if applicable) Number of residential units: 60 Number of building lots: 15 Number of common lots: 4 Number of other lots: n/ a Proposed number of dwelling units (for multi -family developments only): 1 bedroom: 2-3 bedrooms: V� Minimum square footage of structure (excl aza e) 3,668 •g g Minimum property size (s,f): 4,900 s f. Gross density (Per UDC 11-1A-1): 10.25 4 or more bedrooms: Maximum building height: 28 -feet Average property size (s.f.): 6,587 Net density (Per UDC I1-IA4): 13.22 Acreage of qualified open space: 3.82 Percentage of qualified open space: 40 -percent Type and calculations of qualified open space provided in acres (Per UDC 11 -3G -3B): Five Mile Creek with pathways, open areas, picnic area, and club house. Amenities providedwiththis development (if applicable): Pool, clubhouse, pathway, picnic Type of dwelling(s) proposed: ❑ Single-family Detached ❑ Single-family Attached ❑ Townhouse ❑ Duplex R Multi -family ❑ Vertically Integrated ❑ Other Non-residential Project Summary (if applicable) Number of building lots: Common lots: Other lots: Gross floor area proposed: Hours of operation (days and hours): Total number of parking spaces provided: Authorization Print applicant name: Steve Arnold Applicant signature: -'' ��•-�'/ Existing (if applicable): Building height: Number of compact spaces provided: Date: 4/18/16 Community Development . Planning Division ■ 33 E. Broadway Avenue, Ste. 102 Meridian,. Idaho 83642 Phone: 208-884-5533 Fax: 208-888-6854 www.meridiancity.ore/plannine -2- (Rev. 0 611 212 0 1 4) TEAM Land Development & Real Estate Services April 19, 2016 Mr. Bill Parsons, Associate City Planner City of Meridian 33 E. Broadway Avenue Meridian, Idaho 83642 Dear Bill: Subject: Shallow Creek Final Plat Subdivision (inst. #2014-09560) On behalf of BCS Properties LLC, A Team Land Consultants presents to the City of Meridian a Final Plat application for the proposed Shallow Creek Subdivision. The subject property is located at the southeast corner of Locust Grove Road and Franklin Road. The property contains 5.85 total acres. A portion of the subject site is located within a Floodway, that portion is proposed to remain undeveloped and with native landscaping. The City Council approved the preliminary plat on September 16, 2014, with 16 multifamily lots and 3 common lots, with a total of 64 -units. A final plat was approved by the City Council on December 16, 2014 with 16 buildable lots. The applicant would like to rescind that application for the subject final plat. The reason for rescinding the previously approved final plat is to eliminate one building and increase the open space and parking area. The subject final plat also 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: Dave Scaggs Dean Condie Stan Buckley 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 ADA COUNTY RECORDER Christopher D. Rich AMOUNT 13.00 2 BOISE IDAHO 08/16/2013 03:01 PM w� DEPUTY Che Fowler N TITLE STEMMED-MQeEST OF II'lllI VIII VIII IIIIIIIIIIIIII'l llllllll lllll�II III VIII IIIIIIII RECORDED -REQUEST OF A n71 -E 6 ESCROW co. NEXTI7LE-IDAHO 113093758 N%IO-01 os qW - mws WARRANTY DEED FOR VALUE RECEIVED Gramercy, LLC, an Idaho Limited Liability Company GRANTOR(s) does(do) hereby GRANT, BARGAIN, SELL and CONVEY unto: BCS Properties, LLC, an Idaho Limited Liability Company GRANTEE(s), whose current address is: S Locust Grove Rd, Meridian, ID 83642 the following described real property In Ada County, State of Idaho more particularly described as follows, to wit: Legal description attached hereto and made a part hereof marked Exhibit "A" TO HAVE AND TO HOLD the said premises, with their appurtenances unto said Grantee(s), and Grantee(s) heirs and assigns forever. And Grantor(s) does(do) hereby covenant to and with said Grantee(s) that Grantors) istare 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 reservations, restrictions, dedications, easements, rights of way and agreements, If any, of record, and general taxes and assessments, (including irrigation and utility assessments, if any) for the current year which are not yet due and payable and the Grantor(s) will warrant and defend the same from all lawful claims whatsoever. STATE OF: Idaho) COUNTY OF X�CGL 1 On this day of fi In the year of D/3 before me the undersigned Notary Public in and for said State, pOrsonally appeared ^h' �.1dwSW'] known or identified to me (or proved to me on the oath of...) to be th - F of the limited liability company that executed the Instrument or the person who axes ted the instrument on behalf of said limited liability company and acknowledged to me that such limited liability company executed the same. IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official seal the day and year in t Is certificate first above written. Notary Public for ........... 9�; Residing at My " I4OT % cc 9'yl- `^ commission expires: .. e o, , MY Commission Expirss 5124/2017 s Na AU8 L IC OF III EXHIBIT "A" A parcel of land lying In the Northwest quarter of the Northwest quarter of Section 17, Township 3 North Range 1 East, Boise Meridian, Ada County, Idaho, more particularly described as follows: Commencing at the Northwest corner of Section 17, Township 3 North, Range 1 East of the Boise Meridian, City of Meridian, Ada County, Idaho, and running thence South 00"00'00" West 479.96 feet along the West line of said Section 17; thence North 89'32'15" East 25.00 feet to the East right-of-way of Locust Grove Road (said point being the POINT OF BEGINNING); thence North 00°00'00" East 439.96 feet; thence North 89°32'15" East 215.01 feet; thence South 00°00'00" West 145.00 feet; thence North 89°32'15" East 345.45 feet to the centerline of Five Mile Creek; thence along said centerline of the following three courses: South 45°09'35" East 44.34 feet; thence South 36°5420" East 119.84 feet; thence South 18"54'10" East 292.73 feet; thence South 89°32'15" West 391.10 feet; thence North 00000;00" East 113.74 feet; thence South 89°32'15" West 357.88 feet to the POINT OF BEGINNING. EXCEPTING THEREFROM: That portion of Locust Grove right-of-way as conveyed to Ada County Highway District in Warranty Deed recorded April 11, 2003, as Instrument No. 103060602, being more particularly described as follows: A parcel located In the Northwest quarter of the Northwest quarter of Section 17, Township 3 North, Range 1 East, Boise Meridian, Ada County, Idaho, more particularly described as follows: Commencing at a brass cap monument marking the Northwesterly comer of said Northwest quarter of the Northwest quarter from which a brass cap monument marking the Northeasterly cornerof the Northwest quarter of said Section 17 bears South 89056'51" East a distance of 2645.89 feet; thence South 0°31'11" West along the Westerly boundary of said Northwest quarter of the Northwest quarter a distance of 40.00 feet to the POINT OF BEGINNING; thence continuing South 0°31'11" West a distance of 439.99 feet to a point; thence leaving said Westerly boundary South 89°58'51" East a distance of 48.00 feet to a point; thence North 0°31'11" East a distance of 108.94 feet to a point; thence North 3°57'11" East a distance of 100.19 feet to a point, thence North 0°31'11" East a distance of 203.78 feet to a point; thence North 45055'42" East a distance of 32.04 feet to a point; thence South 89°56'51" East a distance of 163.19 feet to a point; thence North 0"30'47" East a distance of 5.00 feet to a point; thence North 89°56'51" West a distance of 240.02 feet to the POINT OF BEGINNING. AFFIDAVIT OF LEGAL INTEREST STATE OF IDAHO COUNTY OF ADA I BCS Properties LLC 1341 S, Spring Valley Drive (name) (address) Nampa ID 83686 (city) (state) being first duly sworn upon, oath, depose and say: That I am the record owner of the property described on the attached, and I grant my permission to: A Team Land Consultants 1785 Whisper Cove, Boise Id. 83709 (name) (address) to submit the accompanying application(s) pertaining to that property. 2. 1 agree to indemnify, defend and (told the City of Meridian and its employees harmless 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. 3. I hereby grant permission to City of Meridian staff to enter the subject property for the purpose of site inspections related to processing said application(s). Dated this Z C– day of A.(nJ ' l , 201�z U<— �� - (Signature) SUBSCRIBED AND SWORN to before me the day and year first above written. Esp J:....................• N , n .` O (Notary Public for Idaho) NOTy9y Residing at: T c�c 14A uj.. �BUC My Commission Expires: 9' .......... ........ .: �. 33 E. Broadway Avenue, Suite 102 • Meridian, Idaho 83642 Phone: (208) 884-5533 • Facsimile: (208) 888-6854 • Wcbsim: www.mcridiancity.org V/ C ■ 1V ■ TY MAP A PART OF THE NW 1/4 NW 1/4, SECTION 17, T. 3 N., R. 1 E., B.M. MERIDIAN, ADA COUNTY, IDAHO 2013 0 Q 0 Q J 2 z E. FRANKLIN ROAD 0 m w w � o 0 0 vi ci� E. KALISPELL LANE O O i ~ co U O J E. WOODBRIDGE DRIVE SYRINGA CREEK VICINITY MAP Joe No. AU0713 Professional Engineers, DW NO, canceptlaycut2 Land Surveyors 25011 �,_ &p SCALE NTS REV, Q 1. [/' ),,/I �t2IlYlE1� Inc 8263ldSfSWfhNampa,1083651 (266) 4540256 Fav (2C8) 454 7 HELD BOOK N0. DRANK BY. DATE JH 3/20114 CE IDIAN Community Development Parcel Verification Date: 4/17/14 Meridian City Hall, Suite 102 33 E. Broadway Avenue Meridian, Idaho 83642 208.887.2211 The parcel information below has been researched and verified as correct by the City of Meridian Community Development Department. Project Name: Shallow Creek Apartments Parcel Number: 51117223430 T/R/S: 3N/1E/17 Acres: 5.856 Property Owner: BCS Properties LLC PO Box 513 Rupert, ID 83350 Address Verification Rev: 04/23/12 . Cbo ubnlrvpce Facalrc ` ¢ N. LOCUST CRONE ROAD \\ yr 3 I -- a is zei .0 \ y_ \ t _ n \ A \ v `\ F mb -�rvoz Auaoa 3Wlbtlb WIM 1tl11N301$3b R3g3g aN�ii EYLE � zl- 5$ DESCRIPTION FOR SHALLOW CREEK SUBDIVISION A parcel of land located in the NW 1/4 of the NW 1/4 of Section 17, Township 3 North, Range 1 East, Boise Meridian, Meridian, Ada County, Idaho more particularly described as follows: Commencing at the NW corner of said Section 17 from which the N1/4 corner of said Section 17 bears North 89631'58" East, 2645.89 feet; thence along the West boundary line of said Section 17 South 00000'00" East, 479.96 feet; thence leaving said West boundary line North 89°32'15" East, 48.00 feet to a point on the East right-of-way line of S. Locust Grove Road, said point being the REAL POINT OF BEGINNING; thence along said East right-of-way line the following 4 courses and distances: thence North 00°00'00" East, 108.91 feet; thence North 03°26'00" East, 100.19 feet; thence North 00°00'00" East, 203.78 feet; thence North 45°24'31" East, 32.04 feet to a point on the South right-of-way line of W. Franklin Road; thence along said South right-of-way line North 89°31'58" East, 163.19 feet; thence leaving said South right-of-way line South 00°00'00" East, 140.02 feet; thence North 89°32'15" East, 345.45 feet; thence South 45°09'35" East, 44.34 feet; thence South 36°54'20" East, 119.84 feet; thence South 16054'10" East, 292.73 feet; thence South 89032'15" West, 391.10 feet; thence North 00000'00" East, 113.74 feet; thence South 89032'15" West, 334.88 feet to the REAL POINT OF BEGINNING. Containing 5.84 acres, more or less. Page 1 of 1 IDAHO SURVEY GROUP December 31, 2015 CLOSURE SHEET FOR SHALLOW CREEK SUBDIVISION Course: North 00000'00" East Distance: 108.91' Course: North 03°26'00" East Distance: 100.19' Course: North 00000'00" East Distance: 203.78' Course: North 45024'31" East Distance: 32.04' Course: North 89031'58" East Distance: 163.19' Course: South 00°00'00" East Distance: 140.02' Course: North 89°32'15" East Distance: 345.45' Course: South 45009'35" East Distance: 44.34' Course: South 36054'20" East Distance: 119.84' Course: South 16°54'10" East Distance: 292.73' Course: South 89032'15" West Distance: 391.10' Course: North 00000'00" East Distance: 113.74' Course: South 89032'15" West Distance: 334.88' Perimeter: 2390.21' 1450 East Watertower St. Suite 130 Meridian, Idaho 83642 Phone (206) 846-8570 Fax (208) 884-5399 Area: 254,511 s.f. 5.84 acres Mathematical Closure - (Uses Survey Units) Error of Closure: 0.0042 Course: North 19005'32" East Precision 1:569,098 3229 SAISG Projects\Shallow Creek 16-0220ocuments0ndry CLOSURES.rtf S. PLAT RECEIVED: November 7, 2014 ADA COUNTY STREET NAME EVALUATION Existing Streets Only DEVELOPMENT NAME: AGENCY: TOWNSHIP/ RANGE/SECTION: APPLICANT: SHALLOW CREEK APARTMENT SUB Meridian 3N 1E 17 MASON & STANFIELD INC The street(s) associated with this development have been reviewed by the Ada County Assessor's Office for conformance with Chapter 1, Title 2 Ada County Code. There are no new street names associated with this development. Should street configuration change, a second review will be necessary and a signed Street Name Evaluation by the Ada County Street Naming Committee may be required. Any additional new street names will require a signed Street Name Evaluation by the Ada County Street Naming Committee. Final street names are subject to change due to design changes, time restraints and/or previous recorded plat street alignments. A copy of this evaluation must be presented to the Ada County Surveyor with final plat application, if applicable. THE FOLLOWING EXISTING STREET NAMES ARE APPROVED FOR THE DEVELOPMENT NOTED ABOVE: E. FRANKLIN ROAD, S. LOCUST GROVE RD. This subdivision is in the Meridian addressing grid — please replace W. Franklin Rd. with E. Franklin Rd., directional changes from West to East just west of N. Cloverdale Rd. ADA COUNTY ASSESSOR Representative IX _ DATE I'� a a ss as ILIA ;ora��a���� aI e£-- ul®s ,, >_ of fi` g11- di m 5 y sEN $ 5 4 eats F � e a& 3 &LLGN g 7@ § E g E4 �a 'seae �+• ` - is ie pI` $ S ods y ae• o. ©� I I ill `� a��� a S , : sy SUR � I mWit Ka 401 b aa LLo ar'z� ina �$, E iii;ica6l .WTI' 28 wc sx In,aaa z^ tin mv,F1. FP' � rt§ w 'isin 1 5MbY39 ,1p 56�H -� utR� b Steve Arnold Subject: FW: Shallow Creek Apartment Subdivision Name Reservation From: Jerry Hastings rmailto:jhastings(oadaweb.net] Sent: Thursday, April 17, 2014 4:04 PM To: Steve Arnold; Darin Holzhey (dholzhev(a�msena.us); Scott Stanfield (sstanfield(&msena.us) Subject: Shallow Creek Apartment Subdivision Name Reservation April 17, 2014 Steve Arnold A Team Land Consultants RE: Subdivision Name Reservation: "Shallow Creek Apartment Subdivision" Dear Steve, At your request I have reserved the name of "Shallow Creek Apartment Subdivision" for your project. I can honor this reservation only as long as your project is in the approval process. Final approval can only take place when the final plat is recorded. This reservation is available for the next ten (10) years unless the project is terminated by the client or the jurisdiction or the conditions of approval have not been met. In which case the name can be re -used by someone else. Sincerely, Jerry L. Hastings, PLS 5359 County Surveyor 'r Ex Officio Recorder Ada County Development Services 200 W. Front St., Boise, ID 83702 (208) 287-7912 office (208) 287-7909 fax From: Steve Arnold [mai Ito: steve(alateamboise.com] �T ROCK SOLID CIVIL Civil Ennineerina and Land Develooment C.,sWtina April 17, 2016 City of Meridian Planning Department 33 E. Broadway Avenue Meridian, ID 83642 Re: Shallow Creek 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. This project is technically composed of private drive aisles and not streets. The Bob J. Arnold Geotechnical Report File # 130313001 dated 4-27-13 provided borings and test pit logs. There were ten borings drilled and two test pits excavated on 4-15 and 4-16 of 2013. All twelve logs report that no groundwater was encountered. The depths of these borings and excavations ranged from 8' to 11.5' from existing ground. Design drive aisle CL elevations are set at approximately the existing ground elevations and therefore, in the opinion of this engineer, the drive aisle 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 C:/Projects/Shallow Creek Subdivision/City of Meridian/City CL GW Statement 4-17-16.docx www.rocksolidcivil.com ROCK SOLID CIVIL LLC 270 N. 27" Street Suite 100, Boise, 0 B3702 jeoslett@rocksolidcivil.com tel 208.342.3277 fax 208.376.1821 Prepared for: Storm Drainage Calculations City of Meridian Shallow Creek Apartments Meridian, Idaho Prepared by: ROCK SOLID CIVIL 270 N. 27th Street, Suite 100 Boise, ID 83702 208.342.3277 March 2016 ROCK SOLID CIVIL Project No: 16-03 Civil Engineering Land Development Consulting Storm Drainage Calculations Shallow Creek Apartments Table of Contents Narrative....................................................................................................................................................................... 2 Figure I: Drainage Tributary Area Map........................................................................3 Figure II: Facility Spreadsheet Calculations..................................................................5 1 Storm Drainage Calculations Shallow Creek Apartments Narrative The Shallow Creek Apartments is located on the southeast corner of South Locust Grove Road and East Franklin Road in the NW'/< of section 17, Township 3N, Range 1E. The property's parcel number is 51117223430. These calcufatiDns are for private storm drainage systems prepared for the Shallow Creek Apartments project. See Figure I for the overall drainage map and its respective drainage facility location. All facilities are private subsurface seepage beds and designed to manage the on-site stormwater discharges from the post -development. Stormwater runoffs from the parking lots are pre-treated in the provided sand and grease traps, which are placed in the upstream location of the seepage beds. Roof runoff is designed to bypass the sand and grease trap and discharge directly to the seepage bed. See Figure II for Facility Spreadsheet Calculations. Spreadsheet from ACHD was utilized to size these private facilities. Storm Drainage Calculations Shallow Creek Apartments Figure I: Drainage Tributary Area Map y „_ roup WLLOWCREEKAPARVEMS � wi mu vrm Asxssexna avw am uc ROCK SOIJO CML Trott, - — Revisions 0 ORAINAGE AREAS WAP ._._ I Storm Drainage Calculations Shallow Creek Apartments Figure II: Facility Spreadsheet Calculations MA 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 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 Hate using the Rational Method calculated for past-developntem Calculate Pon -Development Flows (for pre -development flows, Increase number of storage f.6litles to create new tab) User input in yellow cells. 1 Project Name Shallow Creek Apart calms 2 Is area drainage basin map provided? YES (map must be included with stormwatercalculations) 3 Enter Design Storm 1100 -Year or 25 -Year With 100 -Year Flood Route) 100 4 Enter number of storage facilities (25 max) 5 Area of Drainage Subbasin (5f or Acres) SF Acre: 6 Determine the Weighted Runoff Coefficient (C) C=((ClxAl)a(C2xA2)+(CnxAR))/A Weighted AVE 5 Click to Show More Subbasins Q+ Subbasin Tvpe o}5arfeae Subbasin Subbasin Subbasin �ipnntpem arees Subbasin Subbasin Subbasin Subbasin 1 Subbastn2 3 4 5 Subbasln6 7 8 9 10 7,449 2,695 2,695 2,599 O.Fo Parks,Cmaterles blo-025 PIeYCounds 020-0.35 Pallmad sero areas 0.35 alrnror'et areas 010-0.30 5craets Asphalt 095 Cpncrde 095 trick M95 0.95 0.95 0.95 -- "' Slope A AT - 0.95 0,06 00' - avaraaci.6': 0.03 0.:` - ?Calculate Overland Flow TimeofCbnCen[mtibn In Minutes (Tc)oruse default 10'a min �Opkry�--I 8 Determine the average rainfall Intensity (1) from OF Can 9 Calculate the Post-Develapment peak discharge (QPeak) 10 Calculate total runoff vre (V) (for sizing primary storage) V = Ci (Tc=60)Ax3600 I Calculate Volume of Runuff Reduction Vol Enter Percentile Storm 1(95th percentile = 0160 in) Enur Runoff Reduction Vol (95th Percentile4,60-in x Area) 12 Detention Approved Discharge Rate to Surface Waters(ifapplicablej 13 Volum, Sunvnta, hu`am Smrnge: POnd WQ PocdI r,ba,, Pnmary ibeandentf5torazc 9asin 5u6uruo,Sm: sic-lumc!Mda Is9f 6rdnnent Fagoi Qws 0.87 Cis V 1,164 951h 0.60 In V„ 727 It' efs V 777 436 C t 1,338 it Etbneted Runaff CoeMdents for various 5urfasas Tvpe o}5arfeae nunpN CoeHulantz `i- OMmes �ipnntpem arees 070-093 urban neighbmhro4 areas 030-070 zesideiutai 030-050 M1tultl-temilY h%fti.f."Ov 0.60-07i Pesdentlel (rural) 0.25.040 dpartmancdvrclling areas 070 r,s send and Corr,,rercei Ughsareas 080 4emviilers O.Fo Parks,Cmaterles blo-025 PIeYCounds 020-0.35 Pallmad sero areas 0.20-Dp0 alrnror'et areas 010-0.30 5craets Asphalt 095 Cpncrde 095 trick i= Pools Eieids. Sanap sod -- "' Slope A AT - fleto-Bi 0,06 00' - avaraaci.6': 0.03 0.:` - Soap >3•.S 0.166 A400ott 4Pm ASCE 3/21/2016 Version 8.2, October 2015 With New IDF Curves BMP20-Seepage Bed 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 QV" tab Calculate Post -Development Flows (for pre -development flows, Increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Shallow Creek Apartments cuiei uuw(luel ui aeepdge oeun to ulm 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A(Acres) 6 Approved discharge rate lif applicable) 7 Design Vol W/15% Sediment 0.95 0.35 acres 0.00 cls 8 Set Total Design Width of All Fre rl Rock W 15.0 k 9 Set Total Design Depth of All Drain Rock D 6.0 ft Rock Only, Do Not Include Filter Sand Depth or Cover 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 8.0 in/hr 12 Size of WQ Perf Pipe (Perf 1800) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs. 3600), READ if Q100>3.3 cfs 12 in 14 Calculate "total Storage per. Foot Spf=Apf=VJxD-A,, v1_xVoids+1/2 Perf—Area 15 Calculate Design Length Override Volue Required for Chombers 16 Variable Sand Window L 17 Variable Sand Window W 18 Time to Drain 90% volume in 48 -hours minimum 19 Length of WQ & Overflow Pert Pipes 20 Perf Pipe Checks. Qperf >= Qpeak; where Qperf=£dxAxV(2xgxH) Version 8.2, October 2015 With New IDF Curves Link to: Spf 36.3 ft,/ft i- 37 ft SWL 37 It SWW 15.0 ft 3.3 hours 37 It I Q,V2 I QV3 Q,V4 -0 V5 3/21/2016 Q,V2 AND Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE; This worksheet Is Intended to be a guideline to standardize ACI4D 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. r �c Yflgprie. ` " ipttlaltefiAaBbMlwlAt6e�elHOrywt�uee�p0lext. ... _ - , — tiw r,. a_.�_,'�-�lfet� Calculate PDA -Development Flows (for pre4eVelopmem flows, increase number of storage(acuities to create new tab) User Input in yellow cells. 1 Project Name Shallow Creek Apartments, Facility 2 Is area drainage basin map provided? YES (map must be included with starmwater calculations) 3 Enter Design Storm (100 Year or 25 -Year With 100 -Year Flood Route) 100 5 Area of Drainage Subbasin (SF or Acres) SF Acre - 6 Determine the Weighted Runoff Coefficient (C) C=J(C1xA1)+(C2M2)+(CmtAn)I/A Weighted APE n Subbasin TYPt of Su,N, Subbasin Subbasin Subbasin Subbasln Subbasin Subbasin Subbasin 1 Subbasin2 3 4 5 Subbasin6 7 8 9 10 35,636 2,695 2,695 0:s - S1111.e'.1 tl':: tllna areae l:D odunv,l aro Commercul 0.94 Doo nta.ti acct; 590 �arws. cem<:ums oao Q:-1 c,g,,-,ode 035 0.95 0.95 a.2e-c<0 U,, —, ereas aID-o_'J' :Netts 0.95 asnha:t 095 concre . _ 55 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 userrser CekaMle min 9 Calculate the Post -Development peak 10 Calculate total runoff vol IV) (for Sing pr Imary star.�gc) V = CI (1c-LD)Ax3500 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I [95th percentile = 0.60 int Enter Runoff Reduction Vol (95th Percentile=0.60an z Area) 12 Detentiu a Approved Discharge Rate to Surface Waters if applicable) 13 Volume5ummt ry Surface Storage: Pond WQ Pond FweboV Primary Tr',,nmmt/Struago 0a,m Sub5urfjre Storage Volume Whh 1515cblmvm Factor 1 2.58 In/ Cl,.,, 2.31 cis V 3,092 9511, 0.60 in '✓,. 1,933 ft' cis 1,933 Y' 1,160 C- V 3,556 8' Ertimeted nunoff Coel6ci<nfe Vor Vedow 4Wria:m TYPt of Su,N, euneN Cceif:Geolt "C" Jcs+nb+-- ar<os 0'0095 Wan [eia.`tarP.mtlartn5 Jai-n'J F.am.nml Snalo-tert1, a35.350 .1eulNfa+ply 0660-0.75 aisid.n*.al Irv' "all 0:s - S1111.e'.1 tl':: tllna areae l:D odunv,l aro Commercul sn: area, Doo nta.ti acct; 590 �arws. cem<:ums oao Q:-1 c,g,,-,ode 0£n-035 aaitrcad Bard ares a.2e-c<0 U,, —, ereas aID-o_'J' :Netts asnha:t 095 concre . _ 55 D95 FlOdsl Send, a Ml 5cJ rare aa:0-ri 00: 00' Jll a.l: A:er•-tc:6•. S.tep>6`. 009 0!:. 0t° 0,a 0.15 0 i D.3 42"a eattd rrcm ASC: 3121/2016 Version 8.2, October 2015 With New IDF Curves BMP20-Seepage 8ed2 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 Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User Input in yellow cells. 1 Project Name Shallow Creek Apartments, Facility 2, Bed 2 2 Enter number of Seepage Beds (25 max) S 3 Design Starm i0o { 4 Weighted Runoff Coefficient C 0.95 Lint, to: l 5 Area A(Acres) u.94 „gi.,., M2 Q,V3 u Approved discharge rate (if applicahl,q 0.00 cf; Q,va Design Vol W/1S% Sediment V 3,556 8 set Total Deign Width of All Drain Rock W 15.0 . 9 SetTotal Design Depth of All Drain flock D 6.0 ft Rock Orly, Do Not Include Filter Sand Depth or Cover 1.0 Void Ratio of Drain Rock Voids 0.4 0A for 1.5'-2" drain rock and 3/4" Chips 11 Design Infiltration Rate(8 in/hr maxi Perc 8.0 in/hr 12 Size of WQ Perf Pipe (Perf 1800) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 3600), READ if Q100>3.3 cfs 12 in 14 Calculate Total Storage per Foot Spf Spf=Apf=WxD-A,.,:, i,,.,xVoids+1/2 Perf Area 15 Calculate Design Length Override Value Required for Chambers 16 Variable Sand Window -L 17 Variable Sand Window W 18 Time to Drain 90°r6 volume in 48 -hours minimum 19 Length of WQ & Overflow Perf Pipes 20 Perf Pipe Checks. Qperf >= Qpeak; where Qperf=CdxAxV(2xgxH) 36.3 ft'/ft 98 it SWL 98 SW W 15.0 R 3.3 hour 98 ft 3/21/2016 Version 8.2, October 2015 With New IDF Curves (LV3 AND Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worldieet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engine es; methodology must result In facilities that meet or exceed these calculations in order to be accepted. - �4W�f1�k73tNfi4RrtRgtleUfFIIEdIbiM47Mi11 A1rtthPdtylw6YadfulPustaflrabDttitlst. -;'. � - ., � _' ,_ _t_sn�r�� � •-i,;'.,..,.: ;. calculate Post -Development Flows(for pre-0eveloPmenlflows, fnvease number of storage facilities to ceace new talo) _ User Input in yellow celh. 1 Project Name Shallow Creek Apartments, Facllity3 2 Is area drainage basin map provided? YES fmop must be Included with storm wafer calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=)(ClxA1)+(C2xA2)+(Caxkn)I/A Weighted Avi fllrk rn SFnw blmnSuhhadna 1+ Subbasin TYPe o15mfam Subbasin Subbasin Subbasin con-tc>,-e.ms Subbasin Subbasin Subbasin Subbasin 1 Subbasin2 3 4 5 Subbasin6 7 8 9 30 10,483 2,599 2,599 2,599 0 i0 o m.os alas Srowms 0.a-ais ealircaL v ora ones 0.42 Vrdmpm.ed mans 3 to.0 30 ;trees LSCatlt 0.95 Concrete OBS 095 0.95 0.95 0.95 sen hCe ecce = 0.95 00 00' e z'61_y: at'5te 7 Calculate Overland Flow Time of Concentration in Minutes (TC) or use default 10 usv-czkoraid, min— on 9 Calculate the Post -Development peak 30 Calculate fetal runoff vol (V) (for slzmg mimary stmagel V = CI (Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (45th percentile = 0.60 in) Enter Roma! Reduction Vol 19511h Percentile=0.60-in x Aura) 12 Detention: Approved Discharge Rate 10 Surface Waters (if applicable) surfeco steo pze POrd SVCt Pond Forebay Primary I'reatmentistin s, ne", Sutsurface Stgrege Volume With 15%Sediment Fstm Or•r l7o3 cfs 95th 0.60 in V.. 861 n. C" 861 V 517 i1_ V 1,594 Ir` EaNmnted Ronofi Ceefbdcnts far Vedous 5urfues TYPe o15mfam Hum," Coe ldenta "C" S con-tc>,-e.ms aro-ass L'r6en ne.,!.6omasi areas 050-0]e a111d—lei S;nB'aian.ai 0 35-0 50 n.ul5-inmlh 0 60 -0 75 vmll 0 _s.0 »o >enrtmnr: n:.-alllns are.; Don eduaGnal i1a C.rr,,,ml Lisht a.GeS 0.0e 0 i0 o m.os alas Srowms 0.a-ais ealircaL v ora ones aiD-040 Vrdmpm.ed mans 3 to.0 30 ;trees LSCatlt 0.95 Concrete OBS 65 eIeldi-sane,. 1c.1 sen hCe ecce = 00 00' e z'61_y: at'5te D13 a.!6 os3 0 2 Ad -.:,if. if rE 3/21/2016 Version 8.2. October 2015 With New IDF Curves BMP20-Seepage Bed3 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 CLW tab Calculate Post -Development Flows (for pre -development Flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Shallow Creek Apartments, Facility 3, Bed 3 4 Inter numoer or Weepage ueas Iz5 maxi _ 3 Design Storm X100 4 Weighted Runoff Coefficient C - u 91, 5 Area A (Acres) 0,12 acres 6Approved discharge rate (if applicable) I'n f=- 7 Design Vol W/15%Sediment V -- . 8 Set Total Design Width of All Drain Rock. \4' 15.0 it 9 Set Total Design Depth of All Drain Bork D 6.0 ft Rock Only, Do Not Include Filter Sand Depth of Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 15"-2" drain rock and 3/4". Chips 11 Design Infiltration Rate (8 in/hr max) .Pere 8.0 in/hr Link to: Qv7. �QMI Q,V4 O,VI 5 Its 12. Site of WQ Perf Pipe (Perf 180°) Dia pipe 18 in 13- Size of Overflow Perf Pipe (Perf, 360°), RECD if Q100>3.3 cis 12 in -14 Calculate Total Storage per Foot Spf 34.3 it 7ft Spf=Apf=WxD-A,.,,. r","xVoidr.+1/2 Perf-Area 15 Calculate Design Length override Value Required jar Chambers 16 Variable Sand Window L 17 Variable Sand Window W 18 Time to Drain 90%Volume in 48 -hours minimum 19 Length of WQ & Overflow Perf Pipes 20 Perf Pipe Checks. Qperf >= Qpeak; where Qperf=CdxAxV(2xgxH) Version 8.2, October 2015 With New IDP Curves L 44 ft SWL 44 ft SWW 15.0 it 3.3 hours 44 ft 3/21/2016 O.V4 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 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. I :"° calculate Post•Detreioprnent Finws (for pre -development flows, Increase number of storage fl d"diss to curate new tab( User Input in Yellow cells. 1 Project Name Shallow Creek Apartments, facility 2 Is area drainage basin map provided? YES Imop must be included with stormworer cokulations) 3 Enter Design Storm(1DO-Year or 25 -Year With 100 -Year Flood Route) 100 5 Area of Drainage Subbasin (SF or Acres) SF Acres 6 Determine the Weighted Runoff Coefficient (C) C=((CSxAl)*(C2.A2)s(CnaAn))/A Weighted Avg Cllckto Shew More Subbesins 7' Subbasin 784 it Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin2 3 4 5 Subbasin6 7 8 9 10 2,599 2,599 2,599 1,599 :cerasr.-.)line e.ess 070 Irdutl,el and CmrmVtlal 0.24 Js'! 05a tarts. c �Ial3rcunds 0.95 0.95 0.95 0.95 0:1 010 - cad seas 010.05, 5trctt, 095 ASFh BIt )FE. zs 7 Calculate Overland Flow Time of Concentration in Minutes(Tcj or use default To ij,r,UCWatse min 8 Determine the average rainfall intensity (I) from IDF Curve based on 1 - 2.58 in/ 9 Calculate the Post -Development peak discharge(OPeak) C),v" 0,5H as TOCICUlatC total Wile" v01 IV)(for siring primary storage) V 784 it V = Cl (Tc+601Ax3E00 Sul:r.eec 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th peceenu e = 060 in.) 95th 0.G0 in Enter Runoff Reduction Vnl (9511h Percentile=0 60 -in v Areal V.. 490 it 12 Detention: Approved Discharge Rate to Surtace Waters (If applicable) cfs 13 5ar3Co Smra '.Pond WQPund Forrhay V 4-0 it Primary Treatment/Storage 0-5sin V 294 It' 5u1,surfacc Storage Volume With 15%Sedlmeot Factor il 901 It htimeted Runoff C.Ofidentz for Venous eurfaa5 Type of Svdua nunoif eoef r;vnh "C" Sul:r.eec gree: 0 10 .0 95 LYanco:m ban neinbwnocd occas 050070 re?::; 0.is.0s0 ` 1u.Ia�rilr of0 0J5 - Ictl1t, Vu10 J:5 045 :cerasr.-.)line e.ess 070 Irdutl,el and CmrmVtlal aQh[ar<t5 Js'! 05a tarts. c �Ial3rcunds 020055 Srll ar<a5 0:1 010 - cad seas 010.05, 5trctt, ASFh BIt )FE. zs ,ccs 95 =ieltll-Sa^.dy Sell Sed Ty Gt Pcne 0'-`• 00= 0.07 011 J is +.eraseDa55 Reef. >e4 009 01' 0 i aso 0.13 0.36 0.'.3 02a 3/2312016 Version 81, October 2015 With New IOF Curves BMP20-Seepage Bed4 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 C1,V" tab Calculate Post -Development Flows (for pre -development flows, Increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Shallow Creek Apartments, Facility 4, Bed 4 L toter numoer or >eepaee oeus 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6Approved discharge rate (if applicable) 7 Design Vol WJ15?i, Sediment V 0.95 0.24 acres OG cfs 8 Set Total Design Width of All Drain Rock W `.O P! 9. Set Total Design Depth of All Drain Rock 6 6.0 it Rock Only, Do Not Include Filter Sand Depth or Covey 10 Void Ratio of Drain Rock Voids 0.4 0.4 far 1..5"-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (8 in/hr max) Perc 8.0 in/hr 12 Size of WQ Perf Pipe (Pert 1800) - Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs3600), READ if Q100>3.3 cis 12 in 14 Calculate Total Storage per Foot Spf Spf=Apf=WxD-A,,,.,, , .,.xVoids+l/2 Perf—Area 15 Calculate Design Length Override Value Required for Chambers 16 Variable Sand Window L 17 Variable Sand Window W 18 Time to Drain 90'%volume in 48-hour5 minimum 19 Length of WQ R Overflow. Pert Pipes 20 Perf pipe. Checks, Qperf>= Qpeak; where Qperf=CdxAxV(2xgxH) L 36.3 25 Link to: , Q Q,V2 V3 ft'/ft ft SWL 25 ft 5WW 15.0 ft 33 hours 25 3/21/2016 Version 8.2, October 2015 With New OF Curves CLV5 ACHD Calculation Sheet for Finding Peak Discharge/Volume- Rational Method NOTE: This worksheet is Intended to be a guideline to Standardize ACND 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 -development Calculate Post -Development Flows (for pre mlopment flows, increase number of storage facilities to create new tab) User Input In yellow cells. 1 Project Name Shallow Creek Apartments, Facility 2 Is area drainage basin map provided] YES (map must be included with storm water calculations) 3 Enter Design Storm(100-Year or 25 -Year With 100 -Year Flood Route) 100 floe m Chnw M r- 1 5 Area of Drainage Subbasln (SF or Acres) SF Acre; 6 Determine the Weighted Runoff Coefficient (C) C=[(C1x 1)+(C2xA2)+(Cnxan)I/A Weighted AVE Subbasin V Subbasln Subbasln I Subbasin Subbasin Subbasin Subbasin Subbasln 1 5ubbasln2 3 4 5 Subbasin6 7 8 9 30 2,695 2,695 7.695 .2,695 1,249 A,rtmebt dn,111r, erects 070 Surface S,,mj!-, Pund 0.28 Ujht areas 49Q rand Fou"114 - 567 it' Prunary Treatment/StcraF,e Basin V 340 0,10.025 0.95 0.95 0.95 09s 0.95 V L043 it 0.10-033 sveets 0.95 Aspluih 095 Convtte 093 anrk 7Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default 10 11sa CN Wte AI min 9 Calculate the Post -Development peak discharge(OPeak) c6n, 6,68 cfs lO Calculate total runoff Vol IV) (for sizing primary storage) V 907 n V = Cl (1c=G()Ax3G00 Ooa,morm areas 11 Calculate Volume of runoff Reduction Vrr 070-095 Urban neghborhood areas Enter Percentile Storm I(951h percentile =0.60En) neslden al 95th 0.60 in Enter Runaff Reduction Vol(95rh Percentile=0.60-In xArea) V„ 567 rt• 12 Detention: Approved Discharge Rate to Surface Waters jif applicable) 0.60075 Resldendal Dumb cis 13 Volume 5ununary A,rtmebt dn,111r, erects 070 Surface S,,mj!-, Pund Ujht areas 49Q rand Fou"114 - 567 it' Prunary Treatment/StcraF,e Basin V 340 0,10.025 $t1151'IIaCQ $!n dqf 0.20.035 Railroad Yard areas 4p1uma Will, 153: 5udimr,W Parlor V L043 it 0.10-033 eulnu ted Runoff Coeffirlenls for Vxlous Sudares rrp<Rr Surfue runoff CoefOdents"c" emi't's Ooa,morm areas 070-095 Urban neghborhood areas 0.50.0'0 neslden al SmylcfarmlY 0.35-050 %tuft --family 0.60075 Resldendal Dumb 025 -ono A,rtmebt dn,111r, erects 070 I,noulal and Commercial Ujht areas 0.90 Hee.~ ereas 0.90 Parks. [emetrms 0,10.025 Playgrounds 0.20.035 Railroad Yard areas 3.20-0d0 Unlmpmced ereas 0.10-033 sveets Aspluih 095 Convtte 093 anrk ass Roofs 095 Field.. Sandy soil Sad Type Slope 9 C 0 Fiat O.2•_ 0-a 007 0.11 0.15 A,enae.4S 009 0.12 OIs Dan Steel, %64 013 0.16 023 019 Adapted ire- ASCE 3/21/2016 Version 8.2, October 2015 With New IDF Curves BMP20-Seepage BedS 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 nulls information from the "Peak CLV" tab Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new User input in yellow cells. 1 Project Name Shallow Creek Apartments, Facility 5, Bed 5 C tncer numoer or weepage Deus ico Ma: 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7. Design Vol W/15% Sediment 0.95 Link to: Q,V 020.28 acres Q,V3 0.00 cfs V4 V 1,043 Ra • i 8 Set Total Design Width of All Drain Rock W 1S.0 it 9 Set Total Design Depth of All Drain Rock. D 6.0 it flock Only, Do Not Include filter Sand Depth or Cover 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 8.0 in/hr I2 Size of WQ Perf Pipe (Pert 1800) Dia pipe 18 in 13 Size of Dverflow Perf Pipe (Perls 360°), REQD If 0,100>3.3 cfs 12 in 14 Calculate Total Storage per Foot Spf Spf=Apf=WxD-A,.,f ,,,,,,xVoids+1/2 Perf Area 15 Calculate Design Length Override Value Required for Chambers 16 Variable Sand Window L 17 Variable Sand Window W 18 Time to Drain 90% volume in 48 -hours minimum 15 Length of WQ a Overflow Perf Pipes 20 Perf Pipe Checks. Qperf>= Qpeak; where Qperf=CdxAxV(2xgxH) Version 8.2, October 2015 With New IDF Curves 363 h'/ft L 29 SWL 29 (t SWW 15.0 1t 33 hour; 7.9 it 3/21/2016 BMP01-5G Trap ACHD Calculation Sheet for Sand/Grease Traps NOTE: This worksheet is intended to be a guideline to standardize ACHO 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. User input in yellow cells. 1 Project Name Shallow Creek Apartments Enter a teference for Throat widths (inch) Baffle Throat Boise Velocity Is the Vault Size Number of Peak Flow Spacing width Area (flz) 0.5 fps Velocity 1500 G S/G Traps Q-cfs inch inch n/a max. ok? 1000 G 1 0.8 1 20 1 43 1 6.67 0.13 teference for Throat widths (inch) 3/21/2016 Version 8.2, October 2015 With New IDF Curves ADS Boise Lar -ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a NQU1000 n/a n/a 60 NQU1500 n/a n/a 60 3/21/2016 Version 8.2, October 2015 With New IDF Curves BMP01SG Trap2 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. User input in yellow cells. 1 Project Name Shallow Creek Apartments, Tank 2 tncer numner or 3 ence for Throat widths (inch) Number of Peak Flow Baffle Throat Boise el Velocity Is the Vault Size Vault Spacing width Area (ft) fps Velocity G S/G Traps Q-cfs (inch) (inch) n/a max. ok? 1000 G 1 2.31 20 48 6.67 0.35 ence for Throat widths (inch) 3/21/2016 Version 8.2, October 2015 With New IDF Curves ADS Boise Lar -ken WQU, Vault BMP 16 G 48.0 50.5 n/a G 60.0 61.5 n/a 11000 n/a n/a 60 11500 n/a n/a 60 3/21/2016 Version 8.2, October 2015 With New IDF Curves BMPOI-SG Trap3 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. 1 Project Name Shallow Creek Apartments, Tank 3 tnter numoer J ence for Throat widths (Inch) Number of Peak Flow BafFle Throat Vault Velocity Is the Vault Size S/G Spacing width Area (ft) 0.5 fps Velocity G Traps Q-cfs (inch) inch n/a max. ok7 1000 G 1 1 1.03 20 1 48 1 6.67 0.15 ence for Throat widths (Inch) 3/21/2016 Version 8.2, October 2015 With New IDf Curves Boise ADS Vault Lar -ken WQU, BMP 16 G 48.0 50.5 n/a G 60.0 61.5 n/a 1000 n/a n/a 60 1500 n/a n/a 60 3/21/2016 Version 8.2, October 2015 With New IDf Curves s s E$ o 8 s d y = a § g NOW q a LL y 3 G G g 9 a 4 a5 0�. jj, I ail a o " gni as ow p qq�= x o w6 �a �og Kw F 2� O fU C7 mfi8 bzEfa 8g I_$ s= gas of IS F o - $,gip-- a 1 ' f z Z d z xoo 3 EYOR \XQ �m 1 N—LL d. 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Y... e 3 / ON Si E f5 a Y 0 9 3--z w s z a� 5 e s � ^ t•-' p ® II 6 e 6 9O aVO0 3AQNO isnoo1 'N —.ss Geotechnical Report Proposed Locust Grove Apartments Ada County Parcel # S1117223430 also known as SE corner of Locust Grove and Franklin Roads Meridian, Idaho 83680 Prepared for: Mr. Greg Johnson The Westpark Company, Inc. Post Office Box 344 Meridian, Idaho 83680 Prepared by: Bob J. Arnold, PE 14355 West Battenberg Drive Meridian, Idaho 83642 (208) 440-6276 File 130313001 April 27, 2013 Bob J. Arnold, PE 208-440-6276 27, Mr. Greg Johnson The Westpark Company, Inc. Post Office Box 344 Meridian, Idaho 83680 Dear Greg: Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services Re: Geotechnical Report Proposed Locust Grove Apartments Ada County Parcel # S1117223430 SE Corner Locust Grove & Franklin Roads Meridian, Idaho 83680 As per your authorization, on April 15 & 16, 2013 this consultant supervised the drilling of ten geotechnical borings and excavation of two test pits on the referenced project. Borings and test pits were logged and soil samples were gathered by this engineer. Selected soil samples were then submitted to the laboratory for testing. Based upon observed conditions and reported development plans, there is no geotechnical concern that will prevent development or construction of the proposed Locust Grove Apartment Complex on the referenced parcel. Design and construction recommendations concerning earthwork, structural fill, foundations, floors and pavements, compaction requirements, storm water disposal and other concerns are provided. The construction and civil engineering recommendations presented within this report are to be incorporated into the project plans and specifications and adhered to during design and construction. We appreciate this opportunity to be of service and we look forward to working with you during the design and construction of this development. Should you have any questions or require additional information, please contact our office at your convenience. Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 TABLE OF CONTENTS Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services TABLE OF CONTENTS..........................................................................................3 INTRODUCTION.....................................................................................................4 Purpose and Scope......................................................................................4 Authorization.................................................................................................5 Warranty and Limitations.. ............................................................................ 5 BACKGROUND & RESEARCH ............................................................................6 General.........................................................................................................6 FieldInvestigation.........................................................................................7 LaboratoryTesting........................................................................................7 Observed Conditions....................................................................................8 CONSTRUCTION RECOMMENDATIONS.............................................................9 General Earthwork........................................................................................9 StructuralFill.................................................................................................10 Excavations..................................................................................................10 FoundationSystem.......................................................................................10 SiesmicSetting.............................................................................................11 Foundation Excavation.................................................................................11 Storm Water Control.....................................................................................11 Slab on Grade Concrete...............................................................................12 Flexible Pavement Section...........................................................................13 GENERAL COMMENTS.........................................................................................13 APPENDIX..............................................................................................................14 Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 Il►rrZia] Dille] 1101► PURPOSE AND SCOPE Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services This report presents the results of a Geotechnical Evaluation performed on Ada County Tax Parcels S1117223430 (5.9 Acres) located on the south side of Franklin Road and east side of Locust Grove Road in Meridian, Idaho. The purpose of this investigation was to evaluate the subsurface soil conditions and provide information to be used to design and evaluate the cost of construction of a planned high density apartment complex. Geotechnical recommendations for earthwork operations, building foundations and civil construction are provided. The field investigation included subsurface exploration by means of a geotechnical drill rig operated by R. P. Jones Drilling and rubber tire backhoe operated by Anderson & Wood Construction, both of Boise, Idaho. A CME 75 drill rig with eight - inch outside -diameter hollow stem augers was used to perform the drilling. The drill was equipped with an automatic trip hammer allowing Standard Penetration Tests (SPT's) to be performed. SPTs were performed using 1.5 and 2.0 foot length split spoons run through eight inch, hollow -stem, continuous flight augers. Since the drilling operation was intended to evaluate the structural fill previously placed by the developer, continuous sampling was employed. Representative sample were obtained using split - spoon sampling procedures in general accordance with ASTM D-1586. The split spoon was driven 1.5 or 2.0 feet ahead of the auger into undisturbed soil. The standard penetration value "N" is defined as the number of blows of a one hundred and forty pound hammer, falling thirty inches, required to drive a standard 1'/z" diameter split spoon sampler one foot into the soil. The number of blows required to drive the sampler is recorded in increments of six inches of penetration. The "N" value is obtained by adding the second and third incremental blow counts and indicates the relative density, and provides a basis for evaluating the density and consistency of the soils and the soils bearing capacity. Results of the penetration tests are shown on the boring logs. Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services Two test pits were also excavated utilizing a rubber tire backhoe. These test pits were specifically excavated to allow for examination and sampling of the native soils present under the client placed structural fills. Representative samples were obtained from the split spoons and from the test pit spoil piles, identified as to location and depth, bagged in sealable plastic bags, and delivered to the laboratory for additional testing. Idaho Testing & Inspection was retained to perform compaction testing. Tests were performed at the first three boring locations on the existing ground surface. These tests were performed to assist with interpreting Standard Penetration Test results. A blended sample was gathered from all three locations and returned to the laboratory for Standard Proctor analysis. All field and laboratory results are in the Appendix. AUTHORIZATION Authorization to proceed with this geotechnical investigation was received from the property owner and developer, Mr. Greg Johnson on or about March 15, 2013. Authorization to perform the field work and generate this report, payment for the services rendered, and the use of the recommendations provided herein indicate the client's acceptance of the scope of work, warranty, limitations and general conditions provided herein and within the submitted and approved proposal. Only the client and sub consultants/contractors working on the identified parcel and herein described project are authorized to utilize and duplicate this report. Usage and duplication authorization can be granted to other parties but must be requested in writing and must be authorized by both the client and this consultant. WARRANTY AND LIMITATIONS The exploration and evaluation of subsurface conditions documented herein is considered sufficient to form a basis for the provided recommendations. The provided recommendations are based on the available soils information and preliminary design details either assumed or furnished by the client. It is warranted that these recommendations have been promulgated after being prepared in accordance with locally accepted professional engineering and geotechnical engineering practice. No other warranties are implied or expressed. Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 8371 Bob J. Arnold, PE 208-440-6276 GENERAL Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services I] ex.'s V =y 1s1:iy : l As authorized by the client, this consultant observed the drilling of ten borings and excavation of two test pits on the subject property. A proposed site layout for Locust Grove Apartments was provided by the client. This drawing and a hand held GPS unit were used to locate the borings. The boring locations were then transferred to the Google Earth Aerial Photo included in the Appendix. Borings were positioned to be near proposed building locations and within the proposed access driveways. Design plans at the time of drilling indicated that seventeen building structures, a swimming pool and access driveways with over 120 perpendicular parking stalls are planned. The property will be accessed from Locust Grove Road with a central driveway that continues to the east end of the property where a T- Street is to be located. This consultant first visited this property in November 2012. At that time much of the property was covered with end dumped piles of non -compacted and uncontrolled fill materials imported during the last few years. Historical aerial photos available on Google Earth indicate that there was no fill on the lot in 2003 when the adjacent LDS Church was constructed. Filling began after 2003 and continued until 2009 or 2010. It was recommended to the client that the weeds be removed and the existing stockpiles be dozed flat and placed across the entire property in a thin, compactable layer. Any garbage or construction debris encountered was to be removed from the property. At that time it was recommended that any additional fill be placed in thin lifts, free of debris and organic materials and continuously compacted during placement. It was also recommended that in lieu of compaction testing, a completed geotechnical investigation be performed after the owner completed the planned filling. This current investigation is that recommended evaluation of the owners filling and grading efforts. Client reported that weeds were removed, piles pushed flat and additional fill placed during February and March 2013. In March 2013 this consultant was retained to evaluate the fill placed and provided geotechnical recommendations for the proposed apartment complex. Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 FIELD INVESTIGATION Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services It is noted that this engineer has visited the project site numerous times since November 2012 to observe the owners progress and provided engineering recommendations on an as needed basis. Based upon these random inspections, the client /owner has complied with the 2012 recommendations for fill placement. Lifts were always observed to be thin and free of debris and organic materials and were compacted prior to placing additional materials. During this investigation, ten borings and two test pits were advanced to depths ranging from 10.0 to 11.5 feet below the existing ground surface. At the time of this investigation, the surface soils on this property were firm and stable allowing complete access with drilling and excavation equipment. Continuous split spoon sampling was utilized to evaluate the fill placed by the client / owner and the deeper native soils. At each location drilling was advanced to the native, sand and gravel soils or to auger refusal. Two test pits were excavated, one at the east end of the property and one at the northwest corner. These were excavated specifically to allow the examination and sampling of the native surface soils. Piezometers were installed in these two test pits to allow for future groundwater measurements. During drilling, samples were recovered from the split spoon sampler as drilling was advanced or from stockpiles of materials removed from the test pits. These samples were sealed in plastic bags, labeled, and returned to the laboratory for evaluation and analysis. Selected samples were then submitted for laboratory testing. In the laboratory, sieve analysis (ASTM Test Method C136-93), Moisture Content (ASTM Test Method 2216-92) and Liquid Limit, Plastic Limit and Plasticity Index (ASTM Test Method D 4318-93) testing were performed on selected samples. A Standard Proctor, (ASTM Test Method D 698) was performed to compare to inplace density results. Tests were performed in general accordance with the cited ASTM test methods. All test results are included on the logs and reports located in the Appendix. Bob J. Arnold, PE 14356 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 OBSERVED CONDITIONS Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services As indicated, the client has placed a substantial depth of fill across the entire property. Borings indicate that fills ranging from three to seven feet in thickness. The deepest fill areas are along the northern edge and center of the filled area. The client reported that prior fill materials came from many different sources and therefore varied greatly. Fills placed this year were from a single source and therefore were more consistent. The client was instructed and reportedly attempted to avoid soils with fat clays and high organic content. The fill materials are typically silty sands or sandy silts or sandy silt/clay soils with varying amounts of clay and gravel. Surface compaction tests and standard penetration tests (N Values) performed during drilling operations indicate that the structural fill materials placed by the client / owner were properly compacted and will support the proposed apartment buildings and driveway pavement section. Below the structural fill, subsurface soils vary greatly. Native subsurface soils were typically a sandy silt over the deeper pitrun type sand and gravel soils. A clayey silt soil was encountered at the original ground surface in the east and north ends of the filled areas. A sand pocket was present in the sand and gravel layer in the southwest corner of the property. Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services Page 9 of 32 130313001.doc CONSTRUCTION RECOMMENDATIONS GENERAL EARTHWORK The project has been designed and constructed so that the existing surface is the designed subgrade for both street section construction and foundation construction. Minor filling or cutting may be required to reach design subgrade elevations. For such filling the onsite surface soils are acceptable for use as structural fill. All exposed subgrade surfaces and each lift of fill is to meet the compaction requirements provided herein for structural fill. Compaction testing and stability inspection are both recommended. It is noted that soils can meet compaction requirements and still be unacceptable if rutting, deflections or excessive moisture are present. STRUCTURAL FILL Imported fill is to be free of organic matter or other deleterious substances and fines shall be non -expansive and non -plastic. Structural fill is to extend laterally outside foundations a distance equal to the total depth of structural fill. Structural fill should be placed in uniform, thin horizontal lifts; moisture conditioned as necessary, and compacted to a minimum relative compaction of 95% maximum dry density as determined by ASTM Method 698 "Standard Proctor". Compaction of structural fills should be verified by in place density testing and construction observations. A qualified engineer or his representative should monitor fill placement to ensure the work is performed in accordance with these recommendations. Testing should be performed in accordance with ASTM Test Methods D3017-88 and D2922-91 (nuclear densometer). Field nuclear moisture - density testing shall be performed every 1.5 feet or on each lift of compacted fill for every 500 square feet of surface area or every 100 feet of foundation trench. Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 10 of 32 EXCAVATIONS Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services No drilling and blasting or rock trenching will be required to install subsurface utilities, foundations and stormwater disposal systems on the subject property. Excavation with standard construction equipment and methods is anticipated. It may be necessary to over excavate deep utility trenches and backfill with granular structural fill in order to properly support subsurface utilities. It can also be anticipated that some materials excavated from deep utility trenches will be too wet to be used as backfill material. In this situation, imported granular fill is recommended for backfilling trenches. Shallow excavations and trenches that do not exceed four feet in depth may be constructed with side slopes approaching vertical. Below this depth it is recommended that slopes not exceed a vertical to horizontal ratio of one to one. The ability of the materials on site to maintain a vertical or near vertical excavation when standing open without support over any extended period of time can be expected to be quite variable. This information is provided for planning purposes. It is our opinion that maintaining safe working conditions is the responsibility of the contractor. Jobsite conditions such as soil moisture content, weather condition, earth movements and equipment type and operation can all affect slope stability. All excavations should be sloped or braced as required by applicable local, state and federal requirements. FOUNDATION SYSTEMS Recommendations are based upon both researched and the assumed information. Please contact this consultant if assumptions are incorrect. Settlements should be within permissible magnitudes with the recommended foundation system. Any proposed residential / apartment building may be supported on conventional, continuous and isolated pad foundations founded upon the existing ground surface. Building lots have been filled and graded to foundation support elevation. It is anticipated that fine grading with only minor cut or fills will be required. Bearing pressures of up to 1500 psf are allowed for foundation design. Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 SEISMIC SETTING Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services Soils on this site classify as Site Class C. Structures to be constructed onsite should be designed as per the IBC requirements for such a seismic classification unless the local building department / code specify a lower rating. FOUNDATION EXCAVATION After foundation areas have been excavated or graded to design grade it is recommended that a geotechnical engineer inspect the subgrade soils to confirm that conditions are similar to those documented within this report and used for design. This inspection should verify that any loose fills and all organic materials have been removed and that no excessively soft areas are present. If unacceptable soils are determined to be present at the foundation support elevation it is recommended they be over excavated to non plastic soils or a maximum of two feet and replaced with granular structural fill. The foundation supporting subgrade surface is to be compacted to 95% of the maximum dry density as determined by ASTM method D-698, "Standard Proctor". STORM WATER CONTROL It is recommended that storm runoff be directed away from all open excavations and not be allowed to puddle on subgrade soils. If construction is to occur during the wet season, then soft soils must be considered. If the subgrade is wet, traffic with rubber tired equipment is to be avoided since rubber tired equipment will increase rutting and deflections of wet or saturated surface soils. It can be anticipated that the soils on the surface will quickly become too wet for any vehicular traffic. It is understood that storm water will be directed to surface detention ponds or infiltration trenches. Either system is acceptable provided drainage is extended to the free draining sand and gravels observed in all boring locations. It is noted that sand pockets or layers were observed in some borings and are also acceptable for drainage. Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 27, 2013 Page 12 of 32 SLAB ON GRADE CONCRETE Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services For all slab on grade concrete including sidewalks, driveways, garage floors, patios and occupied spaces, inspection must confirm that expansive, fat clays are not present in the upper two feet of supporting soils. If present, such soils are to be removed and replaced with granular structural fill. Care must be taken so that all excavations below concrete floors and slabs are properly backfilled in accordance with the structural fill recommendations outlined herein. This is very critical where a slab will extend over utility trenches or retaining wall backfill. Trenches and wall backfill areas are to be filled in lifts and benched each lift so that fill is not placed against a vertical soil face greater than three feet tall. Testing is to confirm that compaction has been achieved. Areas of excessive yielding or deflection should be excavated and backfilled with structural fill. Concrete slab on grade floors, sidewalks, patios and pavements should be placed atop a minimum of/2 foot of imported granular structural fill. This granular mat should be properly compacted to the specification of structural fill. The mat should consist of sand or sand - gravel mixture with non -plastic fines. The material should all pass a 3/4 inch sieve and should contain less than nine percent passing the # 200 sieve. All slabs should be suitably reinforced to make them as rigid as possible. Proper joints should be provided at the junctions of the slab and foundation system so that independent movement can occur without causing damage. In occupied spaces with slab on grade floors a vapor barrier or retarder is recommended. Any vapor retarder or barrier must meet the requirements of both the local building code and the floor surface manufacturer. Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 FLEXIBLE PAVEMENT SECTION Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services Early planning and all grading and filling performed by the client have been based upon constructing ACHD's standard section for a residential development. Therefore, within the proposed Locust Grove Apartments a pavement section of 2.5" asphaltic concrete, 4.0" of W road base and 12.0 inches of sub base is recommended for the driveway and any pavement that will be frequented by large truck traffic. In the parking areas this pavement section can be reduced to 2.5" asphaltic concrete over 10.0" of a/" road base. It should be anticipated that materials meeting the requirements of ISPWC are required for any work within this project. It is also anticipated that ACHD may dictate a thicker section for work in the Locust Grove Road right of way. This may include matching the existing section or designing a new section based upon ACHD generated / recommended Traffic Index. GENERAL COMMENTS After the plans and specifications for each lot are completed and the foundation supporting subgrade is prepared for foundation placement, it is recommended that this consultant be provided the opportunity to review the final design and specifications and inspect the foundation support soils. This review will confirm that the earthwork and foundation recommendations have been properly interpreted and implemented. At that time, it may be necessary to submit supplementary recommendations. Engineering inspection, construction monitoring, and materials testing have been recommended and must be performed to verify conditions and suitability of materials used for structural fills and to confirm subgrade stability and proper placement and compaction. Any revision in the plans for the proposed development from those described in this report or deviations from the noted subsurface conditions should be brought to the attention of this consultant. This report has been prepared for the exclusive use of the identified owner / client and their retained design consultants. Findings and recommendations within this report are for specific application to the proposed subdivision development described here and apply only to the property identified. APPENDIX FOLLOWS Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 2013 APPENDIX Project Plan Boring Locations Boring Logs Soil Log Legend Abbreviations & Acronyms Standard Proctor on Fill Inplace Density Tests Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 Project Plan Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services �- __ __ - --------- 0, Site _----_CSite Plan iu Provided by Client Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 27, Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services Approximate Boring Locations From Google Earth Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 qJ Boring Log Boring #: B-1 Client: Greg Johnson Project: Locust Grove Apartments Location: East of Church, West side Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services File: 130313001 Date Drilled: April 14 & 15, 2013 Driller: R P Jones Logged By: Bob Arnold Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Sample # # # # DEPTH SOILS DESCRIPTION T pe N 4 10 40 200 M PI I LL 0.0-2.0 FILL - Tan, Moist, Firm, SS 12 83 79 62 61.9 13.2 NP NP Sandy, SILT with gravel (M L) 2.0-3.5 FILL - Brown, Moist, SS 17 97 91 77 54.9 21.8 NP NP Firm, Sandy, SILT (ML) 3.5-5.0 NATIVE - Brown, Moist, SS 15 86 70 40 16.5 10.1 NP NP Firm, Silty, SAND with gravel (SP) 5.0-7.0 Brown, Moist, Firm, SS 27 Sandy, Gravelly, Clay/Silt 7.0-8.5 Tan, Wet, Dense, Silt SS 39 over Gravel and Sand 10.0-11.5 Red, Clayey, Dense, SS 67 Pitrun 11.5 Bottom of Boring No Groundwater Encountered Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE Boring Log Boring #: B-2 Client: Greg Johnson Project: Locust Grove Apartments Location: SW Corner of Fill Zone Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services File: 130313001 Date Drilled: April 14 & 15, 2013 Driller: R P Jones Logged By: Bob Arnold 14355 Battenberg Drive Boise, Idaho 83713 Sample # # # # DEPTH SOILS DESCRIPTION Type N 4 10 40 200 M PI LL 0.0-1.5 FILL - Tan, Moist, Firm, SS 20 Sandy, SILT with gravel 1.5-3.0 FILL -Brown, Moist, SS 18 Firm, Sandy, Clay/Silt 3.0-4.5 NATIVE - Tan, Moist, SS 6 Firm, Silt/Clay 4.5-6.5 Tan, Moist, Firm, SS 42 Silt/Clay over Clayey Gravel and Sand 6.5-7.2 Red, Clayey Pitrun — No SS 65/ Sample 9" 10.0-11.5 Pitrun — No Sample SS 80 11.5 Bottom of Boring No Groundwater Encountered 14355 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 April 27, 2013 Page 19 of 32 Boring Log Boring #: B-3 Client: Greg Johnson Project: Locust Grove Apartments Location: East End of Fill. North Side Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services File: 130313001 Date Drilled: April 14 & 15, 2013 Driller: R P Jones Logged By: Bob Arnold Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Sample# # # # DEPTH SOILS DESCRIPTION Ty pe N 4 10 40 200 M PI LL 0.0-1.5 FILL -Tan, Moist, Firm, SS 17 Sandy, SILT with gravel 1.5-3.0 FILL - Brown, Moist, SS 23 Firm, Sandy, Clay/Silt 3.0-4.5 NATIVE - Tan, Moist, SS 17 Firm, Silt/Clay 4.5-6.5 Tan, Moist, Firm, Clayey, SS 16 Gravel and Sand 6.5-7.3 Pitrun Sand and Gravel SS 90/ 10" 7.3-8.0 Pitrun Sand and Gravel 8.0 Auger Refusal Bottom of Boring No Groundwater Encountered Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 Boring #: Client: Project: Location: Boring Log B-4 Grea Johnson Locust Grove Apartments NE Corner of Fill Zone Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services File: Date Drilled: Driller: Logged By: 130313001 April 14 & 15, 2013 R P Jones Bob Arnold Bob J. Arnold, PE 14356 Battenberg Drive Boise, Idaho 83713 Sample # # # # DEPTH SOILS DESCRIPTION Type N 4 10 1 40 200 M I PI LL 0.0-1.5 FILL - Light Brown, SS 39 Moist, SILT with sand and gravel 1.5-3.0 FILL - Light Brown, SS 68 Moist, sandy and araveliv SILT 3.0-5.0 FILL /NATIVE — Brown, SS 13 88 87 63 61.5 16.1 9.1 35.5 Gravelly, Sandy, SILT over Brown, Moist, Firm, SILT (ML) 5.0-6.5 Brown, Moist, Gravelly, SS 11 60 54 20 4.3 4.1 NP NP SAND (SP) 6.5-10.0 Pitrun Sand and Gravel Top of pitrun with Red Clay 10.0 Bottom of Boring No Groundwater Encountered Bob J. Arnold, PE 14356 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 Boring #: B-5 Boring Log Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services File: 130313001 Client: Greg Johnson Date Drilled: Project: Locust Grove Apartments Driller: Location: South Side, at church corner Logged By: April 14 & 15. 2013 R P Jones Bob Arnold Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Sample # # # # DEPTH SOILS DESCRIPTION T pe N 4 10 40 200 1 M I PI I LL 0.0-1.5 FILL - Tan to Light SS 19 Brown, Moist, Firm, Sandy, SILT with clay and gravel 1.5-3.0 FILL - Light Brown, SS 41 Moist, SILT with sand and gravel 3.0-5.0 NATIVE - Brown, Moist, SS 23 98 92 81 63.3 15.9 NP NP Firm, Sandy, SILT ML 5.0-6.5 Brown, Moist, Gravelly, SS 12 12.6 Sandy, SILT 6.5-10.0 Pitrun Sand and Gravel Top of pitrun with Red Clay 10.0 Bottom of Boring No Groundwater Encountered Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 Page 22 of 32 Boring Log Boring #: B-6 Client: Greg Johnson Project: Locust Grove Apartments Location: South Side Center Of Church Lot Civil Engineering Geotechnical Engineering Materials Testing & Inspection services File: 130313001 Date Drilled: April 14 & 15, 2013 Driller: R P Jones Logged By: Bob Arnold Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Sample# # # # DEPTH SOILS DESCRIPTION Type N 4 10 40 200 M PI LL 0.0-1.5 FILL - Tan to Light SS 44 Brown, Moist, Firm, Sandy, SILT with clay and cemented soils 1.5-3.0 FILL - Tan to Light SS 24 Brown, Moist, Firm, Sandy, SILT with clay and cemented soils and ravel 3.0-4.5 FILL - Light Brown, SS 12 9.8 Moist, SILT with sand and gravel 4.5-6.5 NATIVE - Brown, Moist, SS 14 16.6 Firm, SILT 6.5.8.5 Brown, moist, Silty, SS 12 SAND with Gravel 8.5-10.5 Pitrun — Sand & Gravel SS 29 10.5 Bottom of Boring No Groundwater Encountered Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 Boring #: B-7 Boring Log Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services File: 130313001 Client: Greg Johnson Date Drilled: April 14 & 15, 2013 Project: Locust Grove Apartments Driller: R P Jones Location: SW Corner Of Fill Zone Logged By: Bob Arnold Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Sample # # # # DEPTH SOILS DESCRIPTION T pe N 4 10 40 200 M PI LL 0.0-1.5 FILL - Tan to Light SS 14 Brown, Moist, Firm, Sandy, SILT with clay and cemented soils 1.5-3.0 FILL - Tan to Light SS 60 Brown, Moist, Firm, Sandy, SILT with clay and cemented soils and ravel 3.0-5.0 FILL / NATIVE - Tan to SS 47 Light Brown, Moist, Firm, Sandy, SILT with clay and gravel over Brown, Moist, Sandy, SILT 5.0-6.5 NATIVE — Pitrun Sand SS 88/ and Gravel Top of pitrun 10" with Red Clay 6.5-7.5 Pitrun - Sand and Gravel Free Draining 7.5-9.0 Sand with Little gravel 9.0-10.0 Pitrun Sand and Gravel 10.0-11.5 Tan, Moist to Wet, Firm, SS 34 84 77 51 32.2 25.8 NP NP SAND (SP) with Gravel 11.5 Bottom of Boring No Groundwater Encountered Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 27, Boring #: Lam] 32 Boring Log Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services File: 130313001 Client: Greg Johnson Date Drilled: April 14 & 15, 2013 Project: Locust Grove Apartments Driller: R P Jones Location: North Side, West End Logged By: Bob Arnold Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Sample # # # # DEPTH SOILS DESCRIPTION T pe N 4 10 40 200 M I PI LL 0.0-1.5 FILL - Tan to Light SS 24 Brown, Moist, Firm, Sandy, SILT with clay and cemented soils 1.5-3.0 FILL - Tan to Light SS 40 Brown, Moist, Firm, Sandy, SILT with clay and cemented soils 5.0-7.0 FILL - Light Brown, SS 9 21.2 moist, Firm, Clayey, Sandy, SILT 7.0-8.5 NATIVE - Brown, Moist, SS 11 99 97 67 50.9 14.6 NP NP Sandy, SILT (ML) 8.5 Gravel Contact 8.5-10.0 Pitrun sand and gravel 10.0 Bottom of Boring No Groundwater Encountered Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 Boring #: B-9 Boring Log Client: Greg Johnson Project: Locust Grove Apartments Location: North Side, Center Of Fill Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services File: 130313001 Date Drilled: April 14 & 15, 2013 Driller: R P Jones Logged By: Bob Arnold Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Sample # # # # DEPTH SOILS DESCRIPTION Type N 4 10 40 200 M PI LL 0.0-1.5 FILL -Tan to Light SS 32 14.3 Brown, Moist, Firm, Sandy, SILT with clay, cemented soils and gravel 1.5-3.0 FILL -Tan to Light SS 23 Brown, Moist, Firm, Sandy, SILT with gravel 3.0-5.0 FILL -Tan to Light SS 18 Brown, Moist, Firm, Sandy, SILT with Gravel 5.0-7.0 NATIVE- Brown, Moist, SS 11 15.7 Soft, Sandy, CLAY/SILT 7.0-8.5 Tan, Moist, Firm, Silty, SS 33 Sand and Gravel 10.0-11.5 Tan, Moist to Wet, Firm, SS 32 16.8 Dense, Fine, SAND 11.5 Bottom of Boring No Groundwater Encountered Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 27, Boring Log Boring #: B-1 Client: Greg Johnson Project: Locust Grove Apartments Location: Center Of Pad, Driveway Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services File: 130313001 Date Drilled: April 14 & 15, 2013 Driller: R P Jones Logged By: Bob Arnold Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Sample # # # # DEPTH SOILS DESCRIPTION T pe N 4 10 40 200 M PI LL 0.0-2.0 FILL -Tan to Light SS 11 Brown, Moist, Firm, Sandy, SILT with clay, cemented soils and ravel 2.0-3.5 FILL -Tan to Light SS 12 Brown, Moist, Firm, Sandy, SILT with gravel 3.5-5.0 FILL -Tan to Light SS 13 Brown, Moist, Firm, Sandy, SILT with Gravel 5.0-6.5 NATIVE - Brown, Moist, SS 14 8.6 Firm, Sandy SILT 6.5-10.0 Brown, Moist, Firm, Silty, Sand and Gravel 10.0 Bottom of Boring No Groundwater Encountered Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 !7. 2013 Paoe 27 of 32 Test pit: TP—N Test Pit Log Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services File: 130313001 Client: Greg Johnson Date Drilled: April 14 & 15, 2013 Project: Locust Grove Apartments Driller: R P Jones Location: North Edge Of Filled Zone, Off Pad Logged By: Bob Arnold Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Sample # # # # DEPTH SOILS DESCRIPTION Type N 4 10 40 200 1 M I PI I LL 0.0-3.5 FILL - Tan to Light Bag Brown, Moist, Firm, 3.0 Sandy, SILT with clay and cemented soils 3.5-6.0 NATIVE - Brown, Moist, Bag 19.2 NP NP Sandy, SILT (ML) 4.0 6.0 Gravel Contact 6.0-9.0 Pitrun type Sand and Gravel, Cleaner with Depth 9.0 Bottom of Excavation No Groundwater Encountered Piezometer Installed Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 Test pit: Client: Project: Location: Test Pit Log TP—E Greg Johnson Locust Grove Apartments East End Of Fill Zone Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services File: 130313001 Date Drilled: April 14 & 15, 2013 Excavator: Anderson & Wood Logged By: Bob Arnold Bob J. Arnold, PE 14356 Battenberg Drive Boise, Idaho 83713 Sample # # # # DEPTH SOILS DESCRIPTION Type N 4 10 40 200 M PI LL 0.0-1.0 FILL -Tan to Light Brown, Moist, Firm, Sandy, SILT 1.0-2.0 FILL- Brown, Moist, Bag 99 97 88 65.2 17.2 9.9 38.8 Firm, Sandy, Clayey, 1.5 SILT (ML) 2.0-4.5 NATIVE - Light Brown, Bag Moist, Firm, Silty, Sand 3.0 4.5 Gravel Contact 4.5-8.5 Pitrun type Sand and Gravel, Grades Cleaner 8.5 Bottom of Excavation No Groundwater Encountered Piezometer Installed Bob J. Arnold, PE 14356 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 Soil Log Legend Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM STANDARD TEST METHOD D 2487 FOR CLASSIFICATION OF SOIL FOR ENGINEERING PURPOSES) DIVISIONS ESCRIPTIONS COARSE GRAINED SOILS <50%-#200 GRAVEL & GRAVELLY SOILS <50% #4 < 5% - #200 GW Well -graded gravel, gravel -sand mixture, little or no fines. GP F—Pno Poorly -graded gravel, gravel sand mixture, little or fines 5-12%4200 > 12% - #200 GM Sil ravel, ravelsandsilt mixtures GC Clayey ravel, gravel-sand-claymixtures SAND & SANDY SOILS >50%-#4 SW SP Well -graded sand, gravelly sand, little or no fines. Poorly -graded sand, gravelly sand, little or no fines >12%-#200 SM SC Silty sand, sand -silt mixtures Clayey sand, sand -clay mixtures FINE GRAINED SOILS > 50%-#200 SILTS AND CLAYS LL < 50% SILTS ANDINORGANIC CLAYS LL>50% INORGANICML Inorganic silt and very fine sand, rock flour, silty or clayey fine sand or clayey silt with slight plasticity CL Lean clay -low to medium plasticity, gravelly clay, sandy clay, silty clay ORGANIC OL MH Organic silt and organic silty clay of low plasticity Elastic silt, micaceous or diatomaceous fine sand or silty soil. CH Fat clay - high plasticity ORGANIC OH Organic clay-med. or high plasticity: organic silt HIGHLYPT ORGANIC SOILS Peat, humus, swamp soil with high organic content Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services Abbreviations and Acronyms AASHTO American Association of State Highway & Transportation Officials ASTM American Society for Testing and Materials ACP Asphaltic Concrete Pavement BH Bore Hole IBC International Building Code ISPWC Idaho Standard for Public Works Construction ITD Idaho Transportation Department NP Non Plastic PCC Portland Cement Concrete PCF Pounds per Cubic Foot TP Boring USCS Unified Soil Classification System CL Clay ML Silt N Standard Penetration Test — Blow Counts Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services Maximum Density/ Moisture Relationship Mr. Greg Johnson The Westpark Company, Inc. Post Office Box 344 Meridian, Idaho 83680 Project Name: Locust Grove Apartments Sampled Location: B1, B2 & B3 Visual Description: FILL, Silt/Clay with S & G Sampled Date: 04/16/13 Sampled By: BA Lab No. 1328 Sieve Analysis Results: 3.0" 100 3/4" 78 #4 #30 1.5" 1/2" #8 #100 LO" 3/8" 69 #16 #200 Test Method: ASTM Test Method D 698 Trial Number 1 2 3 4 Moisture Content (%) 18.5% 20.7% 22.6% 24.5% Dry density (lbs/ft3) 96.0 99.3 99.2 92.6 110 MAXIMUM / OPTIMUM RESULTS 109 108 — — - — Dry Density (pcf): 99.8 107 Zero Air Void Line Spec Gravity 2.65 _ Moisture Content (%): 21.5 106 -- - 105 104 -- — ROCK CORRECTED RESULTS X02 — — — — - Percent Dry Moisture -01 — Rock Density Content @00 - - 25 110.8 16.7 0 99 098 30 '. 11353-15.7 - 097 35 115.9 14.7 96 40 118.6 13.7 95 94 93 -- Reviewed by: 92 - —_ --_ s 91 90 17 18 19 Z p 7[ 24 25 26 27 yYa�er C2onten�`% 123 Bob J. Arnold, PIE - — Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 Bob J. Arnold, PE 208-440-6276 Page Civil Engineering Geotechnical Engineering Materials Testing & Inspection Services arnoldoe(aamsn.com INPLACE COMPACTION TESTS Mr. Greg Johnson The Westpark Company, Inc. Post Office Box 344 Meridian, Idaho 83680 Project Name: Locust Grove Apartments Project Location: SE Corner Locust Grove & Franklin Eel 97II► a elROOT] Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713 LABORATORY TEST RESULTS Soil Lab Soil Soil Rock Optimum Maximum Type No. Description Source Correction Moisture Density 1 1328 Imported Fill B1, B2 & B3 30 15.7 113.3 2 3 4 5 6 FIELD DENSITY TEST RESULTS Test Date Test Location Depth Percent Dry Percent Soil Pass or No. by (ft) Moisture Density Compaction Type Fail 1 04/16/13 ITI B1 FG 13.4 108.4 96% 1 Pass 2 04/16/13 ITI B2 FG 11.7 112.0 99% 1 Pass 3 04/16/13 ITI 83 FG 12.1 107.1 95% 1 Pass Proctor was sampled and blended from all three test sites by this engineer Testing performed at randomly selected locations as selected by testing firm. BFG = Below Finished Grade ITI = Idaho Testing & Inspection FG =Finished Grade Strata=Strata, Inc. AW = Al[west Testing & Engineering AGT - Americian Geotechnics Eel 97II► a elROOT] Bob J. Arnold, PE 14355 Battenberg Drive Boise, Idaho 83713