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Hearing Date: April 5, 2016 File No.: H-2016-0029 Project Name: Shops at Victory Request: Request for final plat consisting of three (3) commercial lots on 3.68 acres in the C -C zoning district, by WL Victory Crossing, LLC. Location: The site is located on the south side of E. Victory Road and the east side of S. Eagle Road, in the NW 1/4 of Section 28, Township 3N, Range 1E. Assigned Planner: of Review ECEIVE MAR 0 7 2016 )IA Planning Division DEVELOPMENT REVIEW A/nP�PLICATION rleQfiw /Oa-�t � �-✓�-AG all that ❑ Accessory Use ❑ Administrative Design Review ❑ Alternative Compliance ❑ Annexation and Zoning ❑ Certificate of Zoning Compliance ❑ City Council Review ❑ Comprehensive Plan Map Amendment ❑ Comprehensive Plan Text Amendment ❑ Conditional Use Permit ❑ Conditional Use Modification Director/Commission (circle one) ❑ Pevelopment Agreement Modification Final Plat ❑ Final Plat Modification LI Planned Unit Development ❑ Preliminary Plat ❑ Private Street ❑ Property Boundary Adjustment ❑ Rezone ❑ Short Plat ❑ Time Extension: Director/ Commission/Council (circle one) ❑ UDC Text Amendment ❑ Vacation: Director/ Council (circle one) ❑ Variance ❑ Other Applicant Information Applicantname: White -Leasure Development Company Phone: 208.345.1842 Applicant address: 8385 W. Emerald St. Email: klenz@white-leasure.com City: Boise State: ID Zip: 83704 Applicant's interest in property: Own Ownername: WL Victory Crossing, LLC Owner address: 8385 W. Emerald St. ❑ Rent ❑ Optioned ❑ Other Phone: 208.345.1842 Email: jhuber@white-leasure.com City: Boise State: ID Zip: 83704 Agent/Contact name (e.g., architect, engineer, developer, representative): Jason Densmer Firm name: The Land Group, Inc. Phone: 208.939.4041 Agent address: 462 E. Shore Dr., Ste. 100 Email: jason@thelandgroupine.com City_ Eagle State: ID Zip: 83616 Primary contact is: ❑ Applicant ❑ Owner VAgent/Contact Subject Property Information Location/street address: 3210 S. Eagle Road Township, range, section: 3N 1 E 28 Assessor's parcel number(s): S1 1 2822321 0 Total acreage: 3.68 Zoning district: C -C Community Development ■ Planning Division ■ 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642 Phone: 208-884-5533 Fax: 208-888-6854 w-wlv.meridianeitv.ore,I)ImninR -1- (Rev. 06/7212014) Project/subdivision name: Shops at Eagle & Victory General description of proposed project/request: development of a Rite Aid and two future Pad sites. Proposed zoning district(s): same; G -C Acres of each zone proposed: Type of use proposed (check all that apply): ❑ Residential ❑ Officevcommercial ❑ Employment ❑ Industrial ❑ Other Who will own & maintain the pressurized irrigation system in this development? Owner Which irrigation district does this property lie within? Nampa -Meridian Irrigation District Primary irrigation source -Meridian - as per Bruce Freckletongecondwy: N/A Square footage of landscaped areas to be irrigated (if primary or secondary point of connection is City water): Residential Project Summary (if applicable) Number of residential units: N/A Number of building lots: Number of common lots: Number of other lots: Proposed number of dwelling units (for multi -family developments only): IIIS-�i_ O T u 2-3 bedrooms: Minimum square footage of structure (excl. garage): Minimum property size (s.f): Gross density (Per UDC 11-1A-1): Acreage of qualified open space: _ 4 or more bedrooms: Maximum building height: - Average property size (s.f.): - Net density (Per UDC ll -IA -1): Percentage of qualified open space: Type and calculations of qualified open space provided in acres (Per UDC 11 -3G -3B): Amenities provided with this development (if applicable): - Type of dwelling(s) proposed: ❑ Single-family Detached ❑ Duplex ❑ Multi -family ❑ Vertically Integrated ❑ Single-family Attached ❑ Townhouse ❑ Other Non-residential Project Summary (if applicable) Number of building lots: 3 Common lots: 0 Other lots: 0 Gross floor area proposed: 14,OdU St. i 2 L t,ZUU St. Existing (if applicable): Hours of operation (days and hours): 24 hrs/7 days per week Building height: _ Total number of parking spaces provided: 112 Number of compact spaces provided: Authorization Print applicant name: JgAn Densmer Applicant signature: _ Date: 03.04.2016 Community Development m Planning Division m 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642 Phone: 208-884-5533 Fax: 208-888-6854 wi"v.meridiancitv.or Ip annine -2- (Rev. 0611212014) s THE LAND GROUP, INC. March 4, 2016 Planning & Development City of Meridian 33 E. Broadway, Suite 102 Meridian, ID 83642 Re: Application for Shops at Victory/Eagle Roads concerning Final Plat Application Dear Planning Division: We are pleased to submit the enclosed application for approval of the Final Plat for the Shops at Victory/Eagle Roads. The project is located south of E. Victory Rd. and east of S. Eagle Rd. within the City of Meridian. The project is bounded to the north by E. Victory Rd., to the west by S. Eagle Rd. Background A Preliminary Plat, (PP -08-006), a Conditional Use Permit, (CUP -08-006), an Annexation/Zoning (AZ -08-007), and an Alternate Compliance (ALT -08-012), were approved August 26, 2008 for the Shops at Victory/Eagle Roads including a total of 3.68 acres. Current Application With the proposed Final Plat application, all improvements necessary to serve the proposed Rite Aid and two future pad sites will be constructed. The City of Meridian can provide sanitary sewer service and domestic water for culinary and fire -protection purposes. No new roadways are proposed. Storm water from the project area will be collected, managed and retained in systems acceptable to local regulations within the overall development. Pressurized irrigation for the project has been waived by the City of Meridian. The proposed Final Plat is in conformance with: • The approved preliminary plat and meets all the requirements or conditions thereof. • All the requirements and provisions of the UDC. • The acceptable engineering, architectural and surveying practices and local standards. We appreciate the opportunity to present this application and look forward to providing any additional information required for City of Meridian application process. If you have any questions, please do not hesitate to contact our office, 208.939.4041 or email 'Lon@thelandgroupinc.com Sincerely, 9,--0_ "***r o Densmer pal & Project Engineer The Land Group, Inc. .- Site Planning Landscape Architecture • Civil Engineering Golf Course Irrigation & Engineering - Graphic Design - Surveying 462 E. Shore Drive, Suite 100 Eagle, Idaho 83616 - P 208.939.4041 • F 208.939.4445 - www.thelandgroupinc.com ,nber: 15246917 SCHEDULE C Legal Description: ALTA Commitment (6117106) A tract of land situated in the Northwest quarter of the Northwest quarter of Section 28, Township 3 North, Range 1 East, Boise Meridian, Ada County, Idaho, described as follows: Commencing at a found brass cap monumenting the Northwest corner of said Section 28; thence following the Northerly line of the Northwest quarter of said Section 28 South 89°35'51" East a distance of 530.00 feet to a point, which bears North 89°35'51" West a distance of 2127.27 feet from a found brass cap monumenting the North quarter corner of said Section 28; thence leaving said Northerly line South 00°31'02" West a distance of 48.00 feet to a set 518 inch steel pin on the Southerly right-of-way line of East Victory Road and the Point of Beginning; thence leaving said Southerly right-of-way line South 00031'02" West a distance of 152.00 feet to a found 518 inch steel pin; thence South 18019'52" West a distance of 138.72 feet to a set 518 inch steel pin; thence North 89035'51" West a distance of 245.57 feet to a set 518 inch steel pin; thence South 06026'06" West a distance of 103.83 feet to a set 518 inch steel pin; thence North 89031'13" West a distance of 90.01 feet to a set 518 inch steel pin; thence South 00031'02" West a distance of 73.75 feet to a set 518 inch steel pin; thence North 89°31'13" West a distance of 92.85 feet to a set 518 inch steel pin on the Easterly right-of-way line of South Eagle Road; thence following said Easterly right-of-way line North 00028'11" East a distance of 443.45 feet to a set 518 inch steel pin; thence leaving said Easterly right-of-way line North 45031'41" East a distance of 24.53 feet to a set 518 inch steel pin on the Southerly right-of-way line of East Victory Road; thence following said Southerly right-of-way line South 89035'51" East a distance of 464.60 feet to the Point of Beginning. ADA COUNTY RECORDER Christopher D. Rich 2016-006450 BOISE IDAHO Pgs=S CHE FOWLER 01)25/2016 04:12 PM TITLEONE BOISE $1gA0 TiOeOne a talc AA oacrow am SPACE ABOVE THIS LINE FOR RECORDER'S USE ONLY Order No. 15246017 f SPECIAL WARRANTY DEED This Special Warranty Deed Is between LDM-Vlctory & Eagle, LLC, an Idaho limited liability company, as to a 50% undivided interest as tenant-in-common, whose address is 5243 West Hidden Springs Dr„ Boise ID 83714, and GTRE-Victory & Eagle SEC, LLC, an Idaho limited liability company, as to a 50% undivided interest as tenant-in-common, whose address is 1604 N. 9t" Street, Boise ID 83702 ("Grantors"), and WL Victory Crossing LLC, an Idaho limited liability company ("Grantee"), whose address is PO Box 1277, Boise, ID 83701, witnesseth: That Grantors, for and in consideration of the sum of Ten Dollars and No Cents ($10.00), and other good and valuable consideration, the receipt whereof is hereby acknowledged, do, by these presents, convey unto Grantee and Its heirs, successors and assigns forever, all the following described real estate situated in the County of Ada County, State of Idaho: See Exhibit A, attached hereto and incorporated herein. Together with all and singular the tenements, haredltaments, and appurtenances thereunto belonging or in anywise appertaining, the rents, Issues and profits thereof,, and all estate, right, title and interest In and to the property, as well in law as in equity, except as expressly provided otherwise herein ("Premises"), To have and to hold, all and singular the Premises together with the appurtenances unto Grantee and its heirs, successors and assigns forever. Grantors make no covenants or warranties with respect to title, express or implied, other than that previous to the date of this instrument, Grantors have not conveyed the same estate to any person other than Grantee and that such estate is at the time o` the execution of this instrument free from encumbrances done, made or suffered by Grantors, Or any person claiming under Grantors, subject to any and all easements, restrictions, agreements and encumbrances of record or appearing on the land as of the date of this instrument [signature pages to folfow] Special Warranty Dead Page 1 of 4 42793,000±.7902I48A 4, IN WITNESS WHEREOF, Grantors have executed this Special Warranty Deed on the day of January, 2016. LDM-Victory & Eagle, LLC, an Idaho limited liability company ,�s F L. David MoNnney Sole Member and Manager GTRE-Victory & Eagle SEC, I I C, an Idaho limited liability company By: R, Greg Goins Sole Member and Manager State of Idaho } } ss. County of Ada } On this day of January, 2016, before me, the undersigned, a Notary Public in and for said State, personally appeared L. David McKnney, known or identified to me to be the Sole Member and Manager of the limited liability company that executed the within instrument and acknowledged to me that he executed the same for and on behalf of said limited Ifability company and that such limited liability company executed it. IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official seal the day and year in this certificate first above written. Special Warranty Deed Page 2 of 4 ary Public for Idaht Commission Expires: RMDMO: sow, tO GONNSWIV EMS., JI. .19 42795.0007,7902143.1 AFFIDAVIT OF LEGAL INTEREST STATE OF IDAHO COUNTS' OF ADA (name) MbAtrF}O (address) tS (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: The Land Group, Inc. 462 E. Shore Dr., Ste. 100, Eagle, Idaho 83616 (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 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 day of FaBRU P-ttl'( 20 l6 (Signature) SUBSCRIBED AND SWORN to before me the day and year first above written. Imp (Notary Public f r daho) Residing at: {jl& { My Commission Expires t c✓ Community Development a Planning Division a 33 E. Broadway Avenue. Ste. 102 Meridian, Idaho 83642 Phone: 208-884-5533. Fax: 208-888-6854 wasx_n_en:iiar�c�[y.c3K�,rirtlg T -M-0 c . V LU 1� N M Id 8- 0) N O N O SKNAPP VECT. LAP_ - AY O- ol 0 v 0 numm m a ISR AVM 3'J Ibg S S] NSRIDGEP m O af } s U s S EAGLE RD , 11-319tl3 S- 00 O PAN P< i s RW P. Z i u x W Community Development Parcel Verification Date: 2/9/2016 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: Shops at Eagle & Victory Address: 3210 S Eagle Rd Parcel: S1128223210 Acres: 3.68 T/R/S: 3N1E28 Owner: DMG-EAGLE & VICTORY LLC 350 N 9TH ST STE 201 BOISE, ID 83702-5459 Ph: 208.887.2211/Fax 208.887.1297 • www.meridiancitv.or8 • Inspection Line 208.887.1155 Parcel Verification Rev:04/03/13 N1 04ep1'ue'pu9N al6eg/S+oaolA J suolsuawlp odol It t` 1` ij t ill a o3s leld Rieulwilaid aaexsr! t aB=: KiA M av 5. 4e 3 g • e y 3Y Y e 3 � e e p ti. 9�gY 5i2n O ! : : & 9 445 s$• +-' n a` a � � - Y g ¢g g1. g is! •Y ps i at g gg yy,, �:� F•. Y �Y- g5� �� gg5fr�6 �_ E � pp 9 ` OOOO®®tI•�" _ � m p@a yy Y 6 g gg 6g 5a Y9 5Sp aa� � yy g ( - �g @E�aa"$ p^ �� 9� Ar,sY g:a ' 9i�a Y tlR } y:::c? II e( e9 �Y^�g5ac agg@ npwp p$p£•• S�aatl5 g�`?5 Elllaay a i�a§zIta �p6Y I ea �l° L J �aa9�i �59 sz$ :3! aP€ - w _ 5• > i � a �r J rc �Y i un�ps mt � �a •� s �^s E 1 � 2 PEpa U T .. 1 .VN kl�•t9i 0 'ail gy`��9E� R u cL (�\ � . w ..._.....r T ' (L./ cv � a t M4 KiA M •. I 1 O e( x I w a �r J rc �Y i un�ps mt 1 � `.. T .. 1 .VN kl�•t9i R cL (�\ � . w ..._.....r T ' (L./ cv THF LAND GROUP, INC. Shops at Victory Subdivision Meridian, Idaho Storm Water Management & Engineering Drainage Report Owner/ Developer White -Leasure Development Co. 8385 W. Emerald St. Boise, Idaho 83704 Ph: 208.345.1842 Engineer 462 Eastd Shore Drive, Ste. 100 ot��FGXS Eagle, Idaho 83616 111 Contact: Jason Densmer, PE 109f Ph: 208.939.4041 Or JfOF�' February 1, 2016 9NDEN Project No. 115151 02/25/2016 Site Planning • Landscape Architecture • Civil Engineering • Golf Course Irrigation & Engineering • Graphic Design • Surveying 462 E. Shore Drive, Suite 100 • Eagle, Idaho 83616 - P 208.939.4041 • F 208.939.4445 • www.thelandgroupinc.com Shops at Victory Subdivision A Meridian, Idaho lotTHE LAND GROUP, INC. Storm Water Management Report Site Description & Report Purpose The project lies on a 3.68 -acre site at the southeast corner of S. Eagle Road and E. Victory Road in the City of Meridian, Idaho. The project will construct a Rite Aid building and pads for two future buildings. Supporting improvements will include ninety-two (92) asphalt paved parking stalls, landscape improvements, utilities and other work. The purpose of this report is to demonstrate that the storm drainage improvements provided for the project are adequate to collect, treat and retain drainage from the design storm. Peak Run -Off Rate & System Sizing Site Drainage Areas The site grading divides the property into multiple tributary drainage basins, each of which is provided with its own drainage system. An overview of these site drainage basins is given in Appendix A. Generally, drainage sheet flows across the asphalt surface to curb and gutters, which collect the drainage to curb inlets. The curb inlets are piped to sand and grease traps which outflow to underground seepage beds. Collected storm water is detained in the void space of the seepage bed, then infiltrated slowly into the native soils underlying the site. In addition to drainage from the ground surfaces, capacity is provided in these systems for the roof drainage of the Rite Aid building and the future pad buildings. In areas which will be further developed in the future (ie, Pad C), a temporary bio infiltration swale will be constructed on site until curb and gutter is constructed along the east side of the drive lanes. Future development of the area south of Pad C will provide a drainage system for this area that can integrate with the future improvements in this area The frontages of the site on Eagle and Victory are already fully developed with curb, gutter and sidewalk and provided with an ACHD drainage system for these improvements. A small area at the southwest corner of the site (along the Eagle Rd frontage) is not currently improved. New sidewalk will be constructed in this area and a bio infiltration swale constructed off site between the sidewalk and existing edge of roadway. Storm water collected within the swale will drain through a sand window that infiltrates through 18 -inch of ASTM C-33 sand prior to reaching the existing native soils Developed Storm Volume The drainage system has been designed to store the maximum runoff developed from a 100 -year storm event. The drainage calculations are given in Appendix B Site Planning • Landscape Architecture • Civil Engineering • Golf Course Irrigation & Engineering • Graphic Design • Surveying 462 E. Shore Drive, Suite 100 - Eagle, Idaho 83616 • P 208.939.4041 • F 208.939.4445 • www.thelandgroupinc.com w I W — ze9a it a I a Drainage Basin I HDPIZDMAL scA1f: 1"= an zc.a €a � zas Sic Els €gITM d3g1S€s oil � 15 €oL 3�:f3� i c=Boo-' S oNC'e': E 'd§ .�E$& nM� FH>oo2 €"a F. 03408 Ft O wows Facility 1 A mm rr g AREA A =9110 SF a of ' - �— �'� AREA Al =4114 SF ray W W TOTAL=13,224 SF, 0.30 AC aen V n gid u . THE LAND GROUP PM1 20R 9.0 4041 wtu th I d9 , P cpm PRQECi 9 iE 115151 22 21�20t6 WMN C, m ° sHEEr mu: SHEET App A OWf�1RL aHE a u•xaa Facility 2 AREA B =28858 SF i TOTAL=28,858 SF, 0.66 AC Facility 3 AREA C =36100 SF BASIN AREA C1=3676 SF o see6esF TOTAL=39,776 SF, 0.91 AC Facility 4 AREA D =18768 SF AREA D1=10330 SF AREA D2=4323 SF TOTAL=33,421 SF, 0.77 AC On Site Swale Q u AREA D1=10330 SF Q t` Q -- TOTAL=10,330 SF, 0.24 AC WD D Off Site Swale Along Eagle Road Q - AREA E =10690 SF W BASIN C 36100 SF - TOTAL=10,690 SF, 0.25 AC BASIN B 10690 SF l i BASIN CI SI w, Imo— ) I 3676 SF I w I W — ze9a it a I a Drainage Basin I HDPIZDMAL scA1f: 1"= an zc.a €a � zas Sic Els €gITM d3g1S€s si�s�e bye � 15 €oL 3�:f3� i c=Boo-' S oNC'e': E 'd§ .�E$& nM� FH>oo2 €"a F. 03408 Ft O wows <C om= <ya c A mm rr g A — a A d' AC a W W aen V n gid u . THE LAND GROUP PM1 20R 9.0 4041 wtu th I d9 , P cpm PRQECi 9 iE 115151 22 21�20t6 WMN C, m RAC o pevisFn sHEEr mu: SHEET App A OWf�1RL aHE a u•xaa Shops at Victory Subdivision Meridian, Idaho - THE LAND GROUP, INC. Storm Water Management Report Appendix B Drainage Calculations Ar Site Planning - landscape Architecture • Civil Engineering • Golf Course Irrigation & Engineering - Graphic Design • Surveying 462 E. Shore Drive, Suite 100 • Eagle, Idaho 83616 • P 208.939.4041 - F 208.939.4445 • www.thelandgroupinc.com Drainage Calculations Basin Developed Volume Prepared By: J. Densmer Date: 02/01/2016 Project #: 115151 Storage Volume Required (100 -yr Storm) (based on Zone "A" IDF Curve, 100 -yr Return Period) Maximum Runoff Developed = Intensity THE LANA 6POI1 P, IN4 1,142 cf Facility 1 Time (min) Impervious Area = 13,224 sf Pervious Area = 0 sf EArea = 13,224 sf (Area = 0.30 acres C Coefficient = 0.95 Drainage System Characteristics Recovery Time = System Infiltration Rate = 4.00 in./hr Swale Top Area = - sf Swale Bottom Area = - sf Swale Depth = 0.00 ft Swale Volume = - cf Inf Trench Width = 14.00 ft Inf Trench Length = 34.00 ft Inf Trench Depth = 6.00 ft Storage Volume of trench = 1142 cf Total Volume = 1,142 cf Infiltration Area = 476 sf Infiltration Rate = 159 cf/hr Drainage Calculations Basin Developed Volume Prepared By: J. Densmer Date: 02/01/2016 Project #: 115151 Storage Volume Required (100 -yr Storm) (based on Zone "A" IDF Curve, 100 -yr Return Period) Maximum Runoff Developed = Intensity Total Volume Provided = 1,142 cf System OK (Excess Capacity) Time (min) Time (sec) (in/hr) Q dev. (cfs) V dev. (cf) V inf. (cf) Vs (cf) 0 cf Percolation Volume = 1,053 cf Recovery Time = 6.6 hours ....................................10......_......_....... 15 ...... .................600...............5................3.:11.............i......_....._ 900 2.62 :.90... ..........................538............................. 0.76 - _ 680 I ..z.6.................................5.12................ 40 640 .......... .20.. ,1,200.. ........ 2.28 ...... 0 66 �,,,.... ..,...... ..... ,... 789 .. ....... ....... 53 .,.......... 736 _ ...�. ......... ........ 30 ...... 1,800 ........ 1.82 0.52 . .............. 945 ,,,,......, 79 865 ...... .,, .4................................... 2,... 1.. . .37 . .; 0.40 ;... .....-......................... 948 106 ...... ........ 842 _................ ..50. .m_,... . ... 8,000.. - ........ 1.17 .,....... 0341,012 ...........................................-,,....... _ 132 - ......... 880 ............... ........ .... .. 60 ...... ..,...... ....,_.... 3,600 1.15 .., ''_. 033 ..... ....,, 1,194 �.... ......: 159 ., . ..... 1,035 ...... ........ .......................................... 120 .................. -... 7,200 .... 0.66 s. .... ...,.F.. 0.19 ., ..... 1,370 .., ....., ... .... 317 180 10 800 0.48 14 1 495 476 1,019 .. .. 360... . _ ' 21,600 i ,. 0.30 - 0.09 1,869 .... 952 917 .......... .......720, .,., ...,_._., _,.,,43,200 .. - 0.19 ., - 0.05 s ....... 2,367 ....... ........... 1,904 ., ....... 463 ......... ........ ... . 1,440 .....m .._..... _,_...... 86,400 ... _., 0.12 ...-, 0.03 . 2,990 ...... „„., 3,808 ......,, ..,..... 818 System Checks Maximum Runoff Developed = 1,053 cf Total Volume Provided = 1,142 cf System OK (Excess Capacity) System Recovery Maximum Runoff = 1,053 cf Other Sources = 0 cf Percolation Volume = 1,053 cf Recovery Time = 6.6 hours Recovery OK (<24 hrs) S&G Trap Throat Area = 6.38 sf Maximum Flow Rate (Qma; = 0.90 cfs Throat Velocity = 0.14 ft/sec Velocity OK (<0.5 ft/sec) System Summary: 14.00 ft wide x 6.00 ft deep x 34.00 ft long 115151 SD Calcs.xlsx Drainage Calculations Basin Developed Volume Prepared By: J. Densmer Date: 02/01/2016 Project #: 115151 Storage Volume Required (100 -yr Storm) (based on Zone "A" IN Curve, 100 -yr Return Period) Maximum Runoff Developed = TNG LAND GROUP. INC. Facility No. 2 2,766 cf Impervious Area = 28,858 sf Pervious Area = 0 sf EArea = 28,858 sf EArea = 0.66 acres C Coefficient = 0.95 Drainage System Characteristics _ 1 96 System Infiltration Rate = 4.00 in./hr Swale Top Area = - sf Swale Bottom Area = - sf Swale Depth = 0.00 ft Swale Volume = - cf Inf Trench Width = 14.00 ft Inf Trench Length = 52.00 ft Inf Trench Depth = 9.50 ft Storage Volume of trench = 2766 cf Total Volume = 2,766 cf Infiltration Area = 728 sf Infiltration Rate = 243 cf/hr Drainage Calculations Basin Developed Volume Prepared By: J. Densmer Date: 02/01/2016 Project #: 115151 Storage Volume Required (100 -yr Storm) (based on Zone "A" IN Curve, 100 -yr Return Period) Maximum Runoff Developed = Intensity Total Volume Provided = 2,766 cf System OK (Excess Capacity) Time (min) Time (sec) (in/hr) Cidev. (cfs) V dev. (cf) V inf. (cf) Vs (cf) 10 600 - 3 11 _ 1 96 1,174 40 _ Y 134 ........... .. .. ....... 15 ......... - 900 . .. 2.62 i -....... 1.65 1,484 61 _ ... ..,..... 1,423 ..... ..............................................................,.... 1,200 ., . ... 2.28 ,.. 143 _...... 1,722 �, ...81 _ ...... ..... 1,641 ....................................30.. ,,, , 1,800. .. 1.82 ......... „� 115 ...... ..,,, 2,062 - ,, ... 121 .... .... 1,940 .........,,, ................................ 40 .,..... 2,400 - „ .. 1.37. �. 0.86 „.., ...... „�.,, 2,069 ................................................................,.,.........,,,,... ... 162, .. . 1,908 . ..... ........ ....._.... 50 .. ...... .e.... 3,000 1.17 ........ 0.74 2,209 202 2,007 60 ? 3,600 - 1.15 0 72 2,606 243 2,363 ........ ......... ....... 120 ....... 7,200 ., .. 0.66 .. ., ;, 0422,991 .; ...... „.. ... 485 .,..... ...... 2,505 .. .,... ........ ... ............. 1.8�, ..... 10 800 0.48 ...... 0 30 3,263 728 2,535 ......... 360 ......, .. . .. il . ............................ ..... ........ .,, ....., ...i ......... .,,,,.. i ... .... „,... 20 43,200 0.19 0.12 5,166 2,912 I 2,254 1,440, ,... 86,400 - 012 .... .,,.,,_. 008 ... 6,525 ..... 5,824 ....�... 701 System Checks Maximum Runoff Developed = 2,622 cf Total Volume Provided = 2,766 cf System OK (Excess Capacity) System Recovery Maximum Runoff = 2,622 cf Other Sources = 0 cf Percolation Volume = 2,622 cf Recovery Time = 10.8 hours Recovery OK (<24 hrs) S&G Trap Throat Area = 12.75 sf Maximum Flow Rate (Uma; = 1.96 cfs Throat Velocity = 0.15 ft/sec Velocity OK (<0.5 ft/sec) System Summary:}t3,,0;4:'. ftwid:q x, 9.50 ft deep x 52.00 ft Ion 115151 SD Calcs.xlsx Drainage Calculations Basin Developed Volume Prepared By: J. Densmer Date: 02/01/2016 Project #: 115151 storage Volume Required (lUU-yr Storm) (based on Zone "A" IDF Curve, 100 -yr Return Period) Maximum Runoff Developed = THE LAN. CP.LP[NG. Facility No. 3 3,840 cf Impervious Area = 39,776 sf Pervious Area = 0. sf FArea = 39,776 sf FArea = 0.91 acres C Coefficient = 0.95 Drainage System Characteristics 2.70 System Infiltration Rate = 4.00 in./hr Swale Top Area = - sf Swale Bottom Area = - sf Swale Depth = 0.00 ft Swale Volume = - cf Inf Trench Width = 20.00 ft Inf Trench Length = 48.00 ft Inf Trench Depth = 10.00 ft Storage Volume of trench = 3840 cf Total Volume = 3,840 cf Infiltration Area = 960 sf Infiltration Rate = 320 cf/hr Drainage Calculations Basin Developed Volume Prepared By: J. Densmer Date: 02/01/2016 Project #: 115151 storage Volume Required (lUU-yr Storm) (based on Zone "A" IDF Curve, 100 -yr Return Period) Maximum Runoff Developed = Intensity Total Volume Provided = 3,840 cf System OK (Excess Capacity) Time (min) Time (sec) (in/hr) Q dev. (cfs) V dev. (cf) V inf. (cf) Vs (cf) 10 600 3.11 2.70 1,619 - 53 -,,........ 1,565 ...... 15.... .._. .,,,... ... 900 .,,,,...... 2.62 .... 2.27 .. .... 2,046 .... 80 .... ... ;..... 1,966 .......... .... 20 ...n„ .. 1,200 .. ..;. 2.28 �... .. 198 .... ..... 2,373 ........... .. 107 ........ t 2,267 -,, ......... ........ 30 .......... ...................................-.........,.... ....... _. ..............................................-, 1,800 1.82 ..........................a............ ....... „,, 158 .....> .. ... 2,542 .. .... ,. ...... _ 160 ...... ...... ........ 2,682 „ ..... ...... 40 2,400 1.37 1.19 .. 2,852 213 2,639 .__ �. 3-000. i,. 17 .. -.. 10 l .. _ 3,045 267 2,778 . ..... .. 60.. .. .. 3,600 .,,,. . 1.15 100 ......., 3,591 y 320 . 3,271 120 .;........................... r 7,200 .. 0.66 ... . ....w 0.57 ....... ... 4,122�� ..fi.. .. 40 , .. ..... 3,482 ........: .... ........... 180 .. .. ... 10,800 ...... . 0.45 _, .... 0.42 ., .,. 4,497 ....... 960 .,... ........ 3,537 360 21,600 ... b.30 . .. ........ ..,. D 26 m. . - 5,621 ...... .,, 1,920 ..... -- �..... ......... ...._..320..:,_. ....,., 43,200 0.19 0 16 , 7;120 - 3,840 - 3,280 ........ „ .... 1,440 ...... .... 86,400 . 0.12 .. ., 0.10 ...... 8,994 ...... 7,680 ....__.. 1,314 System Checks Maximum Runoff Developed = 3,701 cf Total Volume Provided = 3,840 cf System OK (Excess Capacity) System Recovery Maximum Runoff = 3,701 cf Other Sources = 0 cf Percolation Volume = 3,701 cf Recovery Time = 11.6 hours Recovery OK (<24 hrs) S&G Trap Throat Area = 6.38 sf Maximum Flow Rate (C ma; = 2.70 cfs Throat Velocity = 0.42 ft/sec Velocity OK (<0.5 ft/sec) System Summary: 20.00 ft wide x 10.00 ft deep x 48.00 ft long 115151 SD Calcs.xlsx. '. of - THE LAND GROUP. INC. Facility No. 4 Impervious Area = 33,421 sf Pervious Area = 0 sf SArea = 33,421 sf EArea = 0.77 acres C Coefficient = .0.95 Drainage System Characteristics V dev. (cf) System Infiltration Rate = 4.00 in./hr Swale Top Area = - sf Swale Bottom Area = - sf Swale Depth = 0.00 ft Swale Volume = - cf Inf Trench Width = 16.00 ft Inf Trench Length = 60.00 ft Inf Trench Depth = 7.50 ft Storage Volume of trench = 2880 cf Total Volume = 2,880 cf Infiltration Area = 960 sf Infiltration Rate = 320 cf/hr Storage Volume Required (100 -yr Storm) Drainage Calculations Basin Developed Volume Prepared By: J. Densmer Date: 02/01/2016 Project #: 151151 (based on Zone "A" IDIF Curve, 100 -yr Return Period) System Checks Intensity Maximum Runoff Developed = 2,824 cf Total Volume Provided = Time (min) Time (sec) (in/hr) Q dev. (cfs) V dev. (cf) V inf. (cf) Vs (cf) 10 600 a. 3.11 2.27 1,360 53 1,307 ........... .... ....... �.-�� 15 ..... .... 900 .........,,,,�... 2.62 .. ... .p.. 1.91 .. ,. ...... 1,719 .... ...,,,. 80 .............................. 1,639 ...,.,, ., -.- .... 20 .. 1,200 .2.28 Throat Velocity = .,...... 1661,994 ... .................... 107 .,....... 1,888 -......... ..._............................... 30 ......... ....... ....�.... 1,800 ........ 1.82 a..... .....o 1.33 r .. .:.. .......... ......... 2,388 ......... . .. 160 ..... ..... 2,228 -........... .... ... 40 ..... 2,4001.37, .. 1.00, ........ 2,397 ....... _ 213 ...... ............ 2,183 ............... ............................__.. 50 .,_. .. _._ 3,000 .,,,. _,.............................................,.._ 1.17 0.85 ..... 2,558 .._... 267 _, ...... 2,292 .................................. ............. .............................:................................................................................a........................................,.................-...........,..........;................................................................................. 60 3,600 1.15 0.84 �,,.,.. : 3,018 320 2,698 ...... ......, ......., 120 ......... .... ..................................................... ., ...... 7,200 ..:... .. 0.66 ..... I 048 - ..... .. ....... 3,464 ...... . ...................a _ 640 ..--. .� 180 _ 10,800 0.48 0.35 3,779 960 2,819 ................. ..... .... . ..." 360 21,600 ...... 0.30 ....... .. 0.22 ...... 4,723 .................................... 1,920 ........ 2,803 720 43,200 0.19 014 5,983 3,840 2,143 ......... 1,440 .. . 86,400 0.12 0.09 ... 7,557 o 7,680 -123 System Checks Maximum Runoff Developed = 2,824 cf Total Volume Provided = 2,880 cf System OK (Excess Capacity) System Recovery Maximum Runoff = 2,824 cf Other Sources = 0 cf Percolation Volume = 2,824 cf Recovery Time = 8.8 hours Recovery OK (<24 hrs) S&G Trap Throat Area = 19.13 sf Maximum Flow Rate (Qma: = 2.27 cfs Throat Velocity = 0.12 ft/sec Velocity OK (<0.5 ft/sec) System Summary: 16.00 ftwide x 7.50 ftdeep x 60.00 ft long 115151 SO Calcs.xlsx ACRD 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. y Steps for Peak Discharge Rate using the Rational Method calculated for post-deve _ Calculate Post -Development Flaws (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Rite Aid 2 Is area drainage basin map provided? YES (mop must be included with stormwoter colculutions) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 4 Enter number of storage facilities (25 max) 2 ON SITE SWAIE Clickto Show More Subbasin o 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=((C1xA1)+(C2xA2)+(CnxAn)]/A Weighted AVE Subbasin 2.58 Subbasin Subbasin Subbasin cfs Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 10,330 Enter Runoff Reduction Vol (95th Percentile -0.60 -In x Area) Vr, 487 W 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) Park, cemeteries cfs Playgrounds 0.20-0.35 Radroatl Ya rd areas 0.24 Unimproved areas 010-030 Streets Asphalt 025 Concrete 095 Brick 0.95 Roofs 095 FeldsSandy sell Soil Type Slope A a C D 0.95 0.04 007 0.11 0.15 Average2-6% Doe 0.12 0.15 0.20 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default user Calwlaee 10 min 10 Mi, 8 To i 2.58 In/hr 9 Calculate the Post -Development peak discharge(QPeak) Qeo, 0.58 cfs 070-095 Urban neighb.nccadareas 050-11JO SO Calculate total runoff Val IV)(for sizing primary storage) V 779 ft V = Ci (Tr-60)Ax3600 MUIV-family 0-60-0.75 11 Calculate Vrr (for sizing WQ facilities) 033-040 Apartment dwelling areas Enter Percentile Storm I (80th percentile =0.34 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile -0.60 -In x Area) Vr, 487 W 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) Park, cemeteries cfs Surface Storage: Pond WQ Pond Forebay V 487 It, Primary Treatment/Storage Basin V 292 it, Subsurface Storage Volume With 15% Sediment Factor V 895 ft' G:\2015\115151\CAD\Cala and Reports\115151 SO_CALCS_temp swaIESAIsm Version 8.2, October 2015 With New IOF Curves Fstimzted Runoff Coefficients for Various Surfaces Type of Surface Bunch Coef nts "C' Business DewmOwn areas 070-095 Urban neighb.nccadareas 050-11JO Residential Single-family 0.35-050 MUIV-family 0-60-0.75 Resden0a1(rural) 033-040 Apartment dwelling areas 0.70 Industrial and Commercial Light areas 0.80 Heavy are. 090 Park, cemeteries 0.10-0.25 Playgrounds 0.20-0.35 Radroatl Ya rd areas 030-040 Unimproved areas 010-030 Streets Asphalt 025 Concrete 095 Brick 0 is Roofs 095 FeldsSandy sell Soil Type Slope A a C D FIM 0-296 0.04 007 0.11 0.15 Average2-6% Doe 0.12 0.15 0.20 Deep 6% 0.13 0.18 0 2 0.28 Adapted from ASCE 2/1/2016, 10:46 AM ACRD Calculation Sheet for Sizing Bioswales & Borrow Ditches 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 Rite Aid 2 Enter number of Bioswales/Borrow Ditches Weighted Runoff Coefficient C 4 Area A (Acres) Approved discharge rate for the given storm (if applicable) 5 Design Vol With 0% Sed for Swales V 6 Length of Swale ON SITE SWALE 2 0.95 0.24 acres 0.00 cfs 779 ft' 7 Sand Bottom for Infiltration? (Note: infiltration required if Longitudinal Slope<I%) Link to: n��� Qv2 QV TR55 Design Infiltration Rate 0.00 ft/ft 4 in/hr 8 Sand Window Width 19 Enter Total Length of all Driveways 2.00 ft 9 Set Swale Bottom Width 6 2.00 ft 10 Set Swale Top Width 22 Excess Capacity=Storage- Deductions - Runoff Volume 8.00 ft 11 Set Swale Depth y 1.10 ft 12 Swale Side Slopes H:1 Sxs 4.00 13 Calculate cross-sectional area Axs 7.04 ft` Axs=V z+by 14 Total Swale Capacity Without Driveways 831 ft' 15 Does it Have Capacity? OK 16 Time to Drain 9.9 hr 90% volume in 48 -hours minimum OK Check Swale With Driveways 17 Avg. Driveway Fill Slope in Swale (H/V) 0.00 ft/ft 18 Enter Total Number of Driveways ea 19 Enter Total Length of all Driveways ft 20 Lost Swale Length From Trees, etc. ft 21 Adjusted Length of Infiltration Area 0.0 ft 22 Excess Capacity=Storage- Deductions - Runoff Volume 52.1 ft' 23 Is Capacity Good? YES 24 Time to Drain 0.0 hr 90% volume in 48 -hours minimum OIC 0.0 ft Deduct driveway slope 0.0 ft' Deduct driveway length 0.0 ft' Deduct other G:\2015\115151\CAD\Calcs and Reports\115151 SD_CALCS_temp swales.xlsm 2/1/2016, 10:46 AM Version 8.2, October 2015 With New IDF Curves 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. 116- Stepsfor Peak Discharge Rateusingthe Ratio IvrAdyealculated for post-developmenbr Calculate Post -Development Flows (for pre -development flaws, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Rite Aid, Facility 2 2 Is area drainage basin map provided? YES (map must be included with stormwoter calculations) 3 Enter Design Stu on (100-Yearor25-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=((C1xA1)+1C2xA2)+(CnzAn)]/A Weighted Avi riff CITF C\N4IPA I nN6 Part F nnAn rlirLtn Chnw Mnm4uhhaclne a Subbasin 2.58 Subbasin Subbasin Subbasin cfs Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 Subbasin 6 7 8 9 10 3,529 7,161 251 fta 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) Parks, cemeteries cfs Pla,,oundz 020-035 Rnllroad mrd areas 0.25 Unimpraved are. 0.10-0.30 Streets AsphaR 095 Concrete 0.95 &ick 0.9s 0.24 095 Reids. Sandysoi I Sell Type slope A a C 0 0.47 004 007 011 0.15 AVerage2-6% 009 012 0.15 020 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default Ueerealculats ' 10 min 110 Min—� 8 Tc I 2.58 nVer 9 Calculate the PostDevelopmentpeak discharge (QPeak) Qp_k 0.30 cfs 0.70-095 Urban neighbomoodareas 0.50-0.70 10 Calculate total runoff vol IV)(for sizing primary storage) V 402 it, V = Ci (Tc=60)43600 MulOiamilY 0.60-0.75 it Calculate Vrr (for sizing WQ facilities) 0.25-0Aa Apartment dwelling areas Enter Percentile Storm I (80th percentile = 0.34 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area) V„ 251 fta 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) Parks, cemeteries cfs Volume Summary Surface Storage: Pond WQ Pond Forebay V 251 f[ Primary Treatment/Storage Basin V 151 ft' Subsurface Storage Volume With 15% Sediment Factor V 463 ft" G:\2015\115151\CAD\Calcs and Reports\1151515D_CALCS_temp swales.xlsm Version 8.2, October 2015 With New IDIF Curves Estimated Runoff Coefficients for various surfaces Type of surface Runoff Coefficients "C' Business Downtown areas 0.70-095 Urban neighbomoodareas 0.50-0.70 Residenval single-family 035-030 MulOiamilY 0.60-0.75 seed-ot.1 hural) 0.25-0Aa Apartment dwelling areas 070 Industrial and Commercial Lightareas oeo Heavy are. 0.90 Parks, cemeteries 0.10-025 Pla,,oundz 020-035 Rnllroad mrd areas 020-OAO Unimpraved are. 0.10-0.30 Streets AsphaR 095 Concrete 0.95 &ick 0.85 Roofs 095 Reids. Sandysoi I Sell Type slope A a C 0 Flats -2% 004 007 011 0.15 AVerage2-6% 009 012 0.15 020 5teep>6% 01s o1a 0 23 026 Adapted from ASCE 2/1/2016,10:46 AM ACHD Calculation Sheet for Sizing Bioswales & Borrow Ditches 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 Rite Aid, Facility 2 OFF SITE SWALE ALONG EAGLE ROAD < uuer nurnuer ui owswa1e5/0ufruw uuaieS lco mens c 3 Design Storm 100 Weighted Runoff Coefficient C 0.47 Link to:� v 4 Area A (Acres) 0.25 acres Q TR55 Approved discharge rate for the given storm (if applicable) 0.00 cfs 5 Design Vol With 0% Sed for Swales V 402 ft' 6 Length of Swale 103 ft 7 Sand Bottom for Infiltration? (Note: infiltration required if Longitudinal Slope<1%) Design Infiltration Rate 4 in/hr 8 Sand Window Width 2.00 ft 9 Set Swale Bottom Width b 0.50 ft 10 Set Swale Top Width 8.00 ft 11 Set Swale Depth y 1.00 ft 12 Swale Side Slopes H:1 Sxs 4.00 13 Calculate cross-sectional area Axs 4.50 ft` Axs=Y z+by 14 Total Swale Capacity Without Driveways 464 W 15 Does it Have Capacity? OR 16 Time to Drain 5.9 hr 90% volume in 48 -hours minimum OK Check Swale 18 Enter Total Number of Driveways ea 19 Enter Total Length of all Driveways ft 20 Lost Swale Length From Trees, etc. ft 21 Adjusted Length of Infiltration Area 0.0 ft 22 Excess Capacity = Storage - Deductions - Runoff Volume 61.2 ft' 23 Is Capacity Good? YES 24 Time to Drain 0.0 hr 90% volume in 48 -hours minimum OK Check Borrow Ditch Sand Windows 25 Enter Sand Window Length (H/V) 14.00 ft/ft 26 Enter Sand Window Width 2 If 27 Time to Drain 47.9 47.9 hr 90% volume in 48 -hours minimum OK 0.0 ft' Deduct driveway slope 0.0 ftDeduct driveway length 0.0 ft' Deduct other G:\2015\115151\CAD\Calcs and Reports\115151 SD_CALCS_temp swales.xlsm 2/25/2016, 1:05 PM Version 8.2, October 2015 With New IDT Curves �j r Shops at Victory Subdivision Meridian, Idaho THE LAND GROUP, INC. Storm Water Management Report Appendix C Geotechnical Report Ar Site Planning • Landscape Architecture • Civil Engineering • Golf Course Irrigation & Engineering • Graphic Design • Surveying 462 E. Shore Drive, Suite 100 • Eagle, Idaho 83616 • P 208;939,4041 - F 208.939.4445 • www.thelandgroupinc.com 6 MATERIALS TESTING & INSPECTION Environmental Services O Geotechnical Engineering ❑ Construction Materials Testing I7 Special Inspections GEOTECHNICAL ENGINEERING REPORT of Proposed Commercial/Retail Development Eagle Road and Victory Road Meridian, Idaho Prepared for: DMG Real Estate Partners 350 N 9th, Suite 201 Boise, Idaho 83702 MTI File Number B71536g 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com • www.mti-id.com MATERIALS 26 December 2007 TESTING & Page# l of 29 INSPECTION rAboise\2007 reports\1400-1599\b71536g\b71536g_geotech.doc 0 Environmental Services 0 Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Mr. Greg Goins DMG Real Estate Partners 350 N 9'I' Street, Suite 201 Boise, Idaho 83702 (208) 389-9900 Re: Geotechnical Engineering Report Proposed Commerciat/Retail Development Eagle Road and Victory Road Meridian, Idaho Gentlemen: In compliance with your instructions, we have conducted a soils exploration and foundation evaluation for the above referenced development. Fieldwork for this investigation was conducted on 30 November 2007. Data have been analyzed to evaluate pertinent geotechnical conditions. Results of this investigation, together with our recommendations, are to be found in the following report. We have provided three copies for your review and distribution. Often questions arise concerning soil conditions because of design and construction details that occur on a project. MTI would be pleased to continue our role as geotechnical engineers during project implementation. Additionally, MTI would be pleased in providing materials testing and special inspection services during construction of this project. If you will advise us of the appropriate time to discuss these engineering services, we will be pleased to meet with you at your convenience. MTI appreciates this opportunity to be of service to you and looks forward to working with you in the future. If you have questions, please call (208) 376-4748. Respectfully Submitted, Materials Testing & Inspection, Inc. /:5aw*son Staff Geologist Reviewed by: QQ4FE5S10`Y9 Q0 (fit i' -j' KEVIN L. o `' SCHROEDER o W ZG lbwcin �a 964 \grEOFtOP�j� Geotechnical Services Manager Reviewed by: Colin J. Basye, P. 1 1 4 Q Geotechnical Engineer Copyright r 2007 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com • www.mti-id.com Inc. ����~�����U�&U�� "°°�"" ~~^^"""~~�� ����U��� �� TESTING . ..=~� ~, D������������ 2hl]000n)bor}007 PuXu# 2of29 ""��~"~~~=""~~"~ r&oioe\2007mpoxd1400'1599\b7l536g\h7|536g_Xeotevh.d^c Inspections -D Environmental Services U Geotechnical Engineering U Construction Materials Testing U Special TABLE OF CONTENTS IwTxnournnw....................... ...... ,--..---..... .............................................................................. ... } PuxeccDoocriydoo------..-----..,.,----.--^^'^`_'~___~____�__.__ } Authorization '---...... ..... '' Purpose............................ --... —.... ..... --....................... ................... ................................ ....... 3 ScopeofInvestigation ............................................ —.... ........... ........... ............. ................................... 4 Warrantyand Limiting Conditions ....................... ...... ............................ .......................... ^~`..... -- * SnsDsscnz,now.............................. —...... ........................................................................... .................... ..... 5 SiteAccess. .......................................... ..................................................................................................... J RegionalGeology ......................... .......... ............... .... .... ~—.^~~~~.---^^~~.---^~~~`. 5 General Site Characteristics ..................... ... ... —................ ............. .... .......... ...... —.... —... ................. 5 Regional Site Climatology and Gvocboonimry.................................................... ,........... ............. ...... o OvoseisinirS;ttbng.............. .... —....... --.... ..... —.... ^'—'.......... _____............ _.^'___ v 3o)/uEXPLORATION .................................... ............... ....................................................... ............................ O Exploration and Sampling Procedures ...................................................... ......... —...................... `.... —' 6 LaboratoryTesting Program .................. ....................... .............. ........................................................... / Soiland Sediment Profile ................................... --....... —.............. ......................... ......................... 7 SoilsSurvey Review ... ............................................................. ........................ ............... ... ......... ......... 7 VolatileOrganic Scan ..................... .......................................................... ... ...... ........................ ......... X SocBYoxo'oo,................. ..................... .~_~'~~'`__~~~~~,____,^^^~...... ~_~~`......... o Grooudnatr................................................................ —.... ^............. ..... ......... -----....—.—�8 Soil bz�k/abouKu�v.`.---,,—`—.—...--^^~^',.—,---_'--`---_^~,,____o Foowoxnuw,SLxn,AND PAvcMwrD|y»oSoxOwAND KacnmmswnanuwS—....................... --`............ Y Foundation D~si8nRecommendations. —,...... —... ' ........ ... — Y fioo/Sb&'"n'0rude................ ............. ................ ... ........... ... ^^`—............. ....... ...................... 0 Recommended Pavement Sections ............................................ ................ ....... .... .................. ..,....... lV Flexible Pavement Sections —..... —................. ...... ---. ~--.--.... ------ ..... —.'|U C000uouPavement Section Construction Issues ................................................ —.... —.— ........ ....... 'll CONSTRUCTION CONSIDERATIONS ..................... ...... ... ........ .—............................ ................. .`................. l2 Earthwork... ............ ..—.... ........ .............. .................................... ................................ ....................... lZ DryYYegbec............... .................... .... .................................................................... .----.—....�l2 �9et�Vrx[ber-----.,.,—...,^—~^~.--^^~..,-----^^^.`~'-...,----...----\3 Soft SuhXruduSodo..,---...--....---.^~~--^.^.^~.—,----.....---..--.lJ Frozen 3uhCrxdeSoils .... —............... .---..—........ ---^'—.—........ ....... -------�--^ \� 3uucuudFill ............................. --- .... ................. ......................................................... ...................... .l4 Backfill----............................... ..................... ................................................. ............................ l4 Excavations.... ............................ .............. ...... ............ ^.--................. .................... .............. ... 15 GroundwaterControl ............................................ ......... ... .................................................................... b GswsuaLCoMMsNTn.................................... —........ .... —.............................................. ............................ l6 KpFsnsmcea------..~--...---.~---~'.—'---.^—~'----~.�,,.---~.,.-- 17 APPENDICES............................. ..... ..................... ............................... ............................................ .... ---.|8 �\orouyo�L�t----.----.�.----.~~.`—~^^.~~.---~~~-----...----.--�l8 OootecbzriculGeneral Notes. ................................ ................ ~....... ............................ ........ .—.... ....... }9 Gootechnicu|Investigation Test Pit Log ......................... —,---.—.,,—.---..—_-----.'l0 6eomcbuicdInvestigation Test Pit Log ............................. ........................ .... .................. ... .---'Z2 ouprieht �'zmnmmx/uuvmti.yam*,°m^.m,. 2T91South Victory View Way " Boise, |D837O9^(2}8370'4748^Fax (208)322'8S15 MATERIALS TESTING & INSPECTION 26 December 2007 Page # 3 of 29 rAboise\2007 reports\1400-1599\b71536g\b71536g_gcotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections INTRODUCTION This report presents results of a geotechnical investigation and analysis in support of data utilized in design of structures as defined in the 2003 International Building Code (IBC). Information in support of groundwater and storm water issues pertinent to the practice of Civil Engineering is included. Observations and recommendations relevant to the earthwork phase of the project are also presented. Revisions in plans or drawings for the proposed development from those enumerated in this report should be brought to the attention of the soils engineer to determine whether changes in foundation recommendations are required. Deviations from noted subsurface conditions, if encountered during constriction, should also be brought to the attention of the soils engineer. Project Description The proposed development is southeast of the City of Meridian, Ada County, Idaho, and occupies a portion of the NW'/4NW'/4 of Section 28, Township 3 North, Range 1 East, Boise Meridian. This project will consist of construction of commercial structures to be developed on approximately 4.3 acres. Total settlements are limited to 1 inch. Loads of up to 2,000 pounds per lineal foot for wall footings, and column loads of up to 50,000 pounds were assumed for settlement calculations. Additionally, assumptions have been made for traffic loading of pavements. Retaining walls are not anticipated as part of the project. MTI has not been informed of proposed grading. Authorization Authorization to perform this exploration and analysis was given in the form of a verbal authorization to proceed from Mr. Greg Goins of DMG Real Estate Partners to Monica Saculles of Materials Testing and Inspection, Inc. (MTI), on 11 October 2007. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between DMG Real Estate Partners and MTI. Our scope of services for the proposed development has been provided in our proposal dated 10 October 2007 and repeated below. Purpose The purpose of this Geotechnical Engineering Report is to determine various soil profile components and their engineering characteristics for use by either design engineers or architects in: • Preparing or verifying suitability of foundation design and placement • Preparing site drainage designs • Indicating issues pertaining to earthwork constriction • Preparing light and heavy duty pavement section design requirements Copyright e 2007 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com - www.mti-id.com MATERIALS TESTING & INSPECTION 26 December 2007 Page # 4 of 29 i Aboise\2007 reports\ 1400-1599\b71536g\b71536g_geotech,doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing I7 Special Inspections Scope of Investigation The scope of this investigation included review of geologic literature and existing available geotechnical studies of the area, review of available environmental reports, visual site reconnaissance of the immediate site, subsurface exploration of the site, field and laboratory testing of materials collected, and engineering analysis and evaluation of foundation materials. Warranty and Limiting Conditions Field observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. MTI warrants that findings and conclusions contained herein have been formulated in accordance with generally accepted professional engineering practice in the fields of foundation engineering, soil mechanics, and engineering geology only for the site and project described in this report. These engineering methods have been developed to provide the client with information regarding apparent or potential engineering conditions relating to the site within the scope cited above and are necessarily limited to conditions observed at the time of the site visit and research. This report is also limited to information available at the time it was prepared, hi the event additional information is provided to MTI following publication of our report, it will be forwarded to the client for evaluation in the form received. There is a distinct possibility that conditions may exist that could not be identified within the scope of the investigation or that were not apparent during our site investigation. Findings of this report are limited to data collected from noted explorations advanced and do not account for unidentified fill zones, unsuitable soil types or conditions, and variability in soil moisture and groundwater conditions. Upon commencement of construction, such conditions may be identified that required connective actions; and these required corrective actions may impact the project budget. This report was prepared for exclusive use of DMG RE Partners and their retained design consultants ("Client"). Conclusions and recommendations presented in this report are based on the agreed-upon scope of work outlined in this report together with the Contract for Professional Services between the Client and Materials Testing and Inspection, Inc. ("Consultant'). Use or misuse of this report, or reliance upon findings hereof, by parties other than the Client is at their own risk. Neither Client nor Consultant make representation of warranty to such other parties as to accuracy or completeness of this report or suitability of its use by such other parties for purposes whatsoever, known or unknown, to Client or Consultant. Neither Client nor Consultant shall have liability to indemnify or hold harmless third parties for losses incurred by actual or purported use or misuse of this report. No other warranties are implied or expressed. Copyright'"1 2007 Materials Testing & Inslsenion. Inc 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 - Fax (208) 322-6515 mti@mti-id.com • www.mtl-ld.com MATERIALS TESTING & INSPECTION 26 December 2007 Page # 5 of 29 rAboiseA2007 reports\1400-1599Vb71536g\b71536g_gout ech.doc U Environmental Services ❑ '-,,+.ethnical Engineering ❑ Construction Materials Testing ❑ Special Inspections SITE DESCRIPTION Site Access Access to the site may be gained via Interstate 84 to the Eagle Road exit. Proceed south on Eagle Road approximately 1.5 miles to its intersection with Victory Road. The site occupies the southeast corner of this intersection. Presently the site exists as a vacant residences with associated outbuildings and a farmed field. The location is depicted in site map plates included in the Appendix, Regional Geology The project site is located within the western Snake River Plain of southwestern Idaho and eastern Oregon. The plain is a northwest trending rift basin, about 45 miles wide and 200 miles long, that developed about 14 million years ago (Ma) and has since been occupied sporadically by large inland lakes. Geologic materials found within and along the plain's margins reflect volcanic and fluvial/lacustrine sedimentary processes that have led to an accumulation of approximately 1 to 2 km of interbedded volcanic and sedimentary deposits within the plain. Along the margins of the plain, streams that drained the highlands to the north and south provided coarse to fine-grained sediments eroded from granitic and volcanic rocks, respectively. About 2 million years ago the last of the lakes was drained and since that titne fluvial erosion and deposition has dominated the evolution of the landscape. The project site is underlain by the "Gravel of Gowen Terrace" as mapped by Othberg and Stanford (1993). Sediments of the Gowen terrace consist of sandy pebble and cobble gravel. The Gowen terrace is the fourth terrace above modern Boise River floodplain, is thickest toward its eastern extent, and is mantled with 2-6 feet of loess. General Site Characteristics This proposed development consists of approximately 4.3 acres of gently sloping terrain. A majority of the site is sloping to the north, with the most southern approximately 0.5 acre along Eagle Road sloping to the south. Throughout the majority of the site, surficial soils consisted of fine-grained clay -silt mixtures. Vegetation consists primarily of lawn grass varieties and mature trees. Regional drainage is northwest toward the Boise River. Stone water drainage for the site is achieved by percolation through surficial soils. Stonn water drainage collection and retention systems are not in place on the project site; however, they are proposed as part of the development. Additionally, stone water drainage collection systems do not currently exist within the vicinity of the project site. Copyright © 2007 Materials Testing & Inspection, III e- 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com • www.mti-id.com MATERIALS TESTING & INSPECTION 26 December 2007 Page # 6 of 29 r.\boise\2007 reports\1400-1599\b71536g\b71536g_gcotech.doc 0 Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing 0 Special Inspections Regional Site Climatology and Geochemistry According to the Western Regional Climate Center (WRCC, 2006) the average precipitation for Treasure Valley is on the order of 10 to 12 inches per year, with an annual snowfall of approximately 20 inches and a range from 3 to 49 inches. The monthly mean daily temperatures range from 21° F to 95° F with daily extremes ranging from -25° F to 111° F. Winds are generally from the northwest or southeast with an annual average wind speed of approximately 9 mph with a maximum of 62 mph. Soils and sediments in the area are primarily derived from siliccous materials and exhibit low electro -chemical potential for corrosion of metals or concretes, and local aggregates are generally appropriate for Portland cement and lime cement mixtures. Surface waters, groundwaters, and soils in the region typically have pH levels ranging from 7.2 to 8.2 (USGS 2006). No indication of abnormal geochemical conditions were noted on site. Geoseismic Setting Soils on site are classed as Site Class D in accordance with Chapter 16 of the 2003 edition of the IBC. Structures constructed on this site should be designed per IBC requirements for such a seismic classification. Our investigation did not reveal potential hazards resulting from earthquake motions: slope instability, liquefaction, and surface rupture because of faulting or lateral spreading. Incidence and anticipated acceleration of seismic activity in the area is low. SOILS EXPLORATION Exploration and Sampling Procedures Field exploration conducted to determine engineering characteristics of subsurface materials included a reconnaissance of the project site and investigation by test pit. Test pit sites were located in the field by means of visual approximation from on-site features or known locations and are presumed to be accurate to within a few feet. Upon completion of investigation, each test pit was backfilled with loose excavated materials. These loose areas need to be re -excavated and compacted prior to constructing structures over them. In addition, samples were obtained from representative soil strata encountered. Samples obtained have been visually classified in the field by professional staff, identified according to test pit number and depth, placed in sealed containers, and transported to our laboratory for additional testing. Subsurface materials have been described in detail on logs provided in the Appendix. Results of field and laboratory tests are also presented on these logs. It is recommended that these logs not be used for estimating quantities because of highly interpretive results. Copyright � 2007 MaredaIs Testing & Inspection, Inc 2791 South Victory View Way - Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com • www.mti-id.com MATERIALS TESTING & INSPECTION 26 December 2007 Page # 7 of 29 r.\boise\2007 reports\1400-1599\0I536g\b71536g_.geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Laboratory Testing Program Along with our field investigation, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of subsurface materials necessary in analyzing the anticipated behavior of the proposed structures. Laboratory tests were conducted according to current applicable American Society for Testing and Materials (ASTM) specifications, and results of these tests are to be found on the accompanying logs located in the Appendix. The laboratory testing program for this report included Atterberg Limits Tests - ASTM D 4318 and Grain Size Analysis - ASTM C 117/C 136. Soil and Sediment Profile Test pits were advanced to depths of 10.7 to 18.2 feet below ground surface (bgs) across the site. Because of the areal extent of the studied parcel, the developed profile represents only a generalized case, and variations between test pit locations should be anticipated. Surficial soils were predominately lean clay silt mixtures. Silts and sandy silts were noted at excavation sites underlying Surficial soils. Clays are often brown in color, but will vary from light to dark brown. Silts are more often a light to medium brown. These fine grained soils generally exhibit moisture contents of dry to slightly moist. Consistencies commonly range from stiff to hard, with many of these firmer soil horizons containing some degree of calcium carbonate cementation (hardpan). Organic materials were often noted to depths of roughly one foot, and disturbed materials, as a result of plowing activities, usually reached a depth of 1'/z feet, if present. In many of the more deeply developed soils, silty sand soils were encountered, and in a few cases poorly graded sands, poorly graded gravels, or silty gravels were present. Silty sands could most often be classified as light brown, slightly moist, and varied in relative density from medium dense to dense. Hardpan cementation also extended through portions of these horizons. The occurrence of poorly graded sands or gravels was limited, and they usually consisted of brown to yellow, dry, and medium dense to dense sand and gravel mixtures. Clasts found within some of the silty sands and a few of the gravels, consisted of basaltic and granitic cobbles. Competency of test pit walls varied across the site. In general, the fine grained soils remained stable while the more granular sediments sloughed. However, moisture contents will also affect wall competency, and saturated soils will have a tendency to readily slough when under load and unsupported. Soils Survey Review Review of the United States Department of Agriculture (USDA) Soil Conservation Set -vice, Soil Survey of Ada County Area, Idaho, 1980, indicates that the site is underlain by Elijah Silt Loam, 2 to 4 percent slopes. Elijah silt soils occur on intermediate alluvial terraces. Specific soils characteristics, as defined by the USDA, include moderately slow permeability above the hardpan and very slow through fractures, medium runoff, and moderate erosion hazard. Copyright © 2007 Materials Testing & Inspection, Ine. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com • www.mti-id.com MATERIALS TESTING & INSPECTION 26 December 2007 Page # 8 of 29 r:\boise\2007 reports\1400'-1599\b71536g\b71536g_geotech.doc ❑ Environmental Services 0 Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Volatile Organic Scan No environmental concerns were identified prior to commencement of the investigation. Therefore, soils obtained during on-site activities were not assessed for volatile organic compounds by portable photoionization detector. Samples obtained during our exploration activities exhibited no odors or discoloration typically associated with this type contamination. No groundwater was encountered. SITE HYDROLOGY Existing surface drainage conditions are defined in the General Site Characteristics section. Information provided in this section is limited to observations made at the time of the investigation. Either regional or local ordinances may require information beyond the scope of this report. Groundwater During this field investigation, groundwater was not encountered in test pits advanced to depths of 18.2 feet. Additionally, soil moistures in the test pits were generally dry to slightly moist within surficial soils and underlying sediments. In the project site vicinity, groundwater levels are controlled in large part by residential and commercial irrigation activity and by canal leakage in the local area. Maximum groundwater elevations likely occur during the later portion of the irrigation season. Additionally, during previous investigations performed in April 2006 across Eagle Road from the project site, groundwater was not encountered to a depth of 12 feet bgs. Therefore, based on evidence of this investigation and background knowledge of the area, MTI estimates groundwater at depths greater than 18 feet bgs throughout the year. Soil Infiltration Rates Soil permeability, which was not tested in the field, is a measure of the ability of a soil to transmit a fluid. Given the absence of these measurements, for this report an estimation of fluid transport is presented using generally recognized values for each soil type and gradation. Of soils comprising the generalized soil profile for this study, lean clay and silt soils generally offer little permeability, with typical hydraulic infiltration rates of less than 2 inches per hour; though calcium carbonate cementation encountered within cemented silt soils may reduce this value to near zero. Sandy silt soils will exhibit infiltration rates of commonly from 2 to 4 inches per hour. Silty sand soils usually display rates of 4 to 8 inches per hour. Poorly -graded gravel sediments typically exhibit infiltration values in excess of 12 inches per hour. Infiltration testing is generally not required within these sediments because of the free -draining nature. It is recommended that infiltration facilities constructed on the site be extended into native silty gravel sediments. Excavation depths of approximately 4 feet bgs should be anticipated to expose these silty gravel sediments. ASTM C 33 filter sand, or equivalent, should be incorporated into design of infiltration facilities. An infiltration rate of 4 inches per hour should be used in design. Copyright � 2007 Materials "Costing & Inspection, Inc - 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com • www.mti-id.com MATERIALS TESTING & INSPECTION 26 December 2007 Page # 9 of 29 r:\boise\2007 reports\1400-1599\b7l536g\b?1536g_geotecii.doc ❑ Environmental Services ❑ Geotechnical Engineering l7 Construction Materials Testing O Special Inspections FOUNDATION, SLAB, AND PAVEMENT DISCUSSION AND RECOMMENDATIONS Various foundation types have been considered for support of the proposed building structures. Two requirements must be fulfilled in the design of foundations. First, the applied bearing stress must be less than the ultimate bearing capacity of foundation soils to maintain stability. Second, total and differential settlement must not exceed an amount that will produce an adverse behavior of the superstructure. Allowable settlement is usually exceeded before bearing capacity considerations become important; thus, allowable bearing pressure is normally controlled by settlement considerations. Considering subsurface conditions and the proposed construction, it is recommended that the structures be founded upon conventional spread footings and continuous wall footings. Total settlements should not exceed 1 inch if the following design and construction recommendations are observed. Foundation Design Recommendations On the basis of data obtained from the site and test results from various laboratory tests performed, MTI recommends following guidelines be used for the net allowable soils bearing capacity: .,nil Rearing Canacitv Footing Depth ASTM D 1557 Sub Made Compaction NetAilowable Soil Bearing Capacity Footings must bear on competent, native, 2,500 lbs/ft2 cemented sandy silt soils or compacted structural Not Required for fill. Existing plow zone and fill materials must be Native Soil A 1/3 increase is allowable completely removed from below foundation for short -tern loading, elements.) Excavation depths ranging from 1 to 2 95% for Structural Fill which is defined by seismic feet bgs should be anticipated to expose proper events or designed wind bearing soils. speeds. MTI recommends that a qualified geotechnical engineer or engineering technician verity the bearing soil suitability for each structure at the time of construction. Footings should be proportioned to meet either the stated soil bearing capacity or the 2003 IBC minimum requirements. Total settlement should be limited to approximately 1 inch, and differential settlement should be limited to approximately % inch. Objectionable soil types encountered at the bottom of footing excavations should be removed and replaced with structural fill. Excessively loose or soft areas that are encountered in the footing subgrade will require over -excavation and backfilling with structural fill. To minimize the effects of slight differential movement that may occur because of variations in character of supporting soils and in seasonal moisture content, MTI recommends continuous footings be suitably reinforced to make them as rigid as possible. For frost protection the bottom of external footings should be 30 inches below finished grade. Copyright m 2007 Materials Testing & Inspection. Ine, 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com • www.mti-id.com MATERIALS TESTING & INSPECTION 26 December 2007 Page # 10 of 29 r.\boise\2007 reports\1400-1599\b71536g\b71536g_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering O Construction Materials Testing ❑ Special Inspections Floor Slab -on -Grade Organic, loose, or obviously compressive materials must be removed prior to placement of concrete floors or floor -supporting fill. ht addition, the remaining subgrade should be treated in accordance with guidelines presented in the Earthwork section. Areas of excessive yielding should be excavated and backfilled with structural fill. Fill used to increase the elevation of the floor slab should meet requirements detailed in the Structural Fill section. Fill materials must be compacted to a minimum 95 percent of maximum density as determined by ASTM D 1557. A free -draining granular mat (drainage fill course) should be provided below slabs -on -grade. This should be a minimum of 4 inches in thickness and properly compacted. The mat should consist of a sand and gravel mixture, complying with Idaho Standards for Public Works Construction (ISPWC) specifications for '/4 -inch (Type 1) crushed aggregate. A moisture -retarder should be placed beneath floor slabs to minimize potential ground moisture effects on moisture -sensitive floor coverings. The moisture -retarder should be at least 10 -mil in thickness and have a penneance of less than 0.3 US perms as determined by ASTM E 96. Placement of the moisture -retarder will require special consideration with regard to effects on the slab -on -grade. Use of a blotter sand over the moisture -retarder or placement of the moisture -retarder directly below the slab should be considered. Upon request, MTI can provide further consultation regarding installation. The granular mat should be compacted to no less than 95 percent of maximrun density as determined by ASTM D 1557. Recommended Pavement Sections MTI has made assumptions for traffic loading variables based on the character of the proposed construction. The client should review these assumptions to make sure they reflect intended use and loading of pavements both now and in the future. Based on experience with soils in the region, a subgrade California Bearing Ratio (CBR) value of 8 has been assumed for near -surface soils on site. The following are minimum thickness requirements for assured pavement function. Depending on site conditions, additional work, e.g. soil preparation, may be required to support construction equipment. These have been listed within the Soft Subgrade Soils subsection. Flexible Pavement Sections The AASHTO design method has been used to calculate the following pavement sections. Calculation sheets provided in the Appendix indicate the soils constant, traffic loading, traffic projections, and material constants used to calculate the pavement sections. MTI recommends that materials used in the construction of asphaltic concrete pavements meet requirements of the State of Idaho Transportation Department (ITD) Standard Specification for Highway Construction. Construction of the pavement section should be in accordance with these specifications and should adhere to guidelines recommended in the section on Construction Considerations. Copynght 1 2007 Materials Testing & InSpecuun, 11i 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com • www.mti-id.com 6 MATERIALS TESTING & INSPECTION 26 December 2007 Page # 11 of 29 r:\boise\2007 reports\1400-1599\b71536g\b71536g_geotech.doc U Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing O Special Inspections AASHTO Flexible Pavement Specifications *Pavement Section Component Driveways and Parking No Truck Access Driveways and Parking Truck Access Asphaltic Concrete 2.5 inches 3.0 Inches Crushed Aggregate Base 4.0 Inches 4.0 Inches Structural Subbase 6,0 Inches 10.0 Inches Compacted Subgrade Not Required Not Required *MT1 recommends that a qualified geotechnical engineer or engineering technician verify subgrade competent at t the time of construction. Asphaltic Concrete: Asphalt mix design shall meet the requirements of PPD Class III plant mix. Materials shall be placed in accordance with ITD Standard Specifications for Highway Construction. Aggregate Base: Material complying with rID Standard Specifications for Highway Construction sections 303 and 703 for aggregates. Structural Subbase: Material should comply with the requirements detailed in the Structural Fill section of this report except that the maximum material diameter is no more than '/3 the component thickness. Common Pavement Section Construction Issues The subgrade upon which above pavement sections are to be constructed must be properly stripped, inspected, and proof -rolled. Proof rolling of subgrade soils should be accomplished using a heavy rubber - tired, fidly loaded, tandem -axle dump truck or equivalent. Verification of subgrade competence by a qualified geotechnical engineer or engineering technician at the time of construction is recommended. Fill materials on the site must demonstrate the indicated compaction prior to placing material in support of the pavement section. MTI anticipates that pavement areas will be subjected to moderate traffic. MTI does not anticipate pumping material to become evident during compaction, but subgrade silts near and above optimum moisture contents may tend to pump. Pumping or soft areas must be removed and replaced with structural fill. Fill material and aggregates in support of the pavement section must be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D 698 for flexible pavements and by ASTM D 1557 for rigid pavements. If a material placed as a pavement section component cannot be tested by usual compaction testing methods, then compaction of that material must be approved by observed proof rolling. Minor deflections from proof rolling for flexible pavements are allowable. Deflections from proof rolling of rigid pavement support courses should not be visually detectable. MTI recommends that rigid concrete pavement be provided for heavy garbage receptacles. This will eliminate damage caused by the considerable loading transferred through the small steel wheels onto asphaltic concrete. Rigid concrete pavement should consist of Portland Cement Concrete Pavement (PCCP) generally adhering to ITD specifications for Urban Concrete. PCCP should be 6 inches thick on a 4 -inch drainage fill course (see Floor Slab -on -Grade section), and should be reinforced with welded wire fabric. Control joints must be on 12 -foot centers or less. Copyright © 2007 Materials Testing & Inspection. Inc 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com • www,mti-id.com MATERIALS TESTING & INSPECTION 26 December 2007 Page # 12 of 29 rAboise\2007 repm'ts\1400-1599\b71536g\b71536g_geotech.doe Ll Environmental Services LJ Geotechnical Engineering LJ Construction Materials Testing L1 Special Inspections CONSTRUCTION CONSIDERATIONS Recommendations in this report are based upon structural elements of the project being founded on competent cemented silt soils or compacted structural fill. Structural areas should be stripped to an elevation that exposes these soil types. Earthwork Excessively organic soils, deleterious materials, or disturbed soils generally undergo high volume changes when subjected to loads, which is detrimental to subgrade behavior in the area of pavements, floor slabs, structural fills, and foundations. Mature trees, brush, and thick grasses with associated root systems were noted at the time of our investigation. It is recommended that organic or disturbed soils, if encountered, be removed to depths of 1 foot (minimum), and wasted or stockpiled for later use. Stripping depths should be adjusted in the field to assure that the entire root zone or disturbed zone (plow depths) or topsoil are removed prior to placement and compaction of structural fill materials. Exact removal depths should be determined during grading operations by a qualified geotechnical representative, and should be based upon subgrade soil type; composition, and firmness or soil stability. If underground storage tanks (USTs), underground utilities, wells, or septic systems are discovered during construction activities, they must be decommissioned then removed or abandoned in accordance with governing Federal, State, and local agencies. Excavations developed as the result of such removal must be backfilled with structural fill materials as defined in the Structural Fill section. MTI should oversee subgrade conditions (i.e., moisture content) as well as placement and compaction of new fill (if required) after native soils are excavated to design grade. Recommendations for structural fill presented in this report can be used to minimize volume changes and differential settlements that are detrimental to the behavior of footings, pavements, and floor slabs. Sufficient density tests should be performed to properly monitor compaction. For structural fill beneath building structures, one in-place density test per lift for every 5,000 square feet is recommended. In parking and driveway areas, this can be decreased to one test per lift for every 10,000 square feet. Dry Weather If construction is to be conducted during dry seasonal conditions, many problems associated with soft soils may be avoided. However, some rutting of subgrade soils may be induced by shallow groundwater conditions related to springtime runoff or irrigation during late summer through early fall. Solutions to problems associated with soft subgrade soils are outlined in the Soft Subgrade Soils section. Problems may also arise because of lack of moisture in native and fill soils at time of placement. This will require the addition of water to achieve near -optimum moisture levels. Low -cohesion soils exposed in excavations may become friable, increasing chances of sloughing or caving. Measures to control excessive dust should be considered as part of the overall health and safety management plan. Copyright s' 3007 Materials Testing & inspection, Inc. 2791 South Victory View Way Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com • www.mti-id.com MATERIALS oTESTING & INSPECTION 26 December 2007 Page # 13 of 29 r:\boise\2007 reports\1400-1599\b71536g\b71536g_geotech.doc ❑ Environmental Services 0 Geotechnical Engineering I7 Construction Materials Testing ❑ Special Inspections Wet Weather If construction is to be conducted during wet seasonal conditions (commonly from mid-November through May), problems associated with soft soils must be considered as part of the construction plan. During this time of year, fine-grained soils such as silts and clays will become unstable with increased moisture content, and eventually deform or rut. Additionally, constant low temperatures reduce the possibility of drying soils to near optimum conditions. Soft Subgrade Soils Shallow fine-grained subgrade soils that are high in moisture content should be expected to pump and rut under construction traffic. During periods of wet weather, construction may become very difficult if not impossible. The following recommendations and options have been included for dealing with anticipated subgrade conditions: • Track -mounted vehicles should be used to strip the subgrade of root matter and other deleterious debris. Heavy rubber -tired equipment should be prohibited from operating directly on the native subgrade and areas in which structural fill materials have been placed. Construction traffic should be restricted to designated roadways that do not cross, or cross on a limited basis, proposed roadway or parking areas. • Construction roadways on soft subgrade soils should consist of a minimum 2 -foot thickness of large cobbles of 4 to 6 inches in diameter with sufficient sand and fines to fill voids. Construction entrances should consist of a 6 -inch thickness of clean, 2 -inch minimum, angular drain -rock and must be a minimum of 10 feet wide and 30 to 50 feet long. During the construction process, top dressing of the entrance may be required for maintenance. • Scarification and aeration of subgrade soils can be employed to reduce the moisture content of wet subgrade soils. After stripping is complete, the exposed subgrade should be ripped or disked to a depth of 1'/a feet and allowed to air dry for 2 to 4 weeks. Further disking should be performed on a weekly basis to aid the aeration process. • Alternative soil stabilization methods include use of geotextiles, lime, and cement stabilization. MTI is available to provide recommendations and guidelines at your request. Frozen Subgrade Soils Prior to placement of structural fill materials or foundation elements, frozen subgrade soils must either be allowed to thaw or be stripped to depths that expose non -frozen soils and wasted or stockpiled for later use. Stockpiled materials must be allowed to thaw and return to near -optimal conditions prior to use as structural fill. Copyright 0 2007 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 (208) 376-4748 • Fax (208) 322.6515 mft@mti-id.com • www.mti-id.com MATERIALS TESTING Fr INSPECTI®N 26 December 2007 Page # 14 of 29 r:\boise\2007 reports\1400-1599\b71536g\b71536g_geotech.doc O Environmental Services ❑ ,..,technical Engineering ❑ Construction Materials Testing ❑ Special Inspections Structural Fill Soils recommended for use as structural fill are those classified as GW, GP, SW, and SP in accordance with the Unified Soil Classification System (USCS) (ASTM D 2487). Use of silty soils (USCS designation of GM, SM, and ML) as structural fill may be acceptable. However, use of silty soils (GM, SM, and ML) as structural fill below footings is prohibited. Excessive heavy loading prohibits use of silty soils for structural fill below footings. However, these materials require very high moisture contents for compaction and require a long time to dry out if natural moisture contents are too high. Therefore these materials can be quite difficult to work with as moisture content, lift thickness, and compactive effort becomes difficult to control. If silty soil is used for structural fill, lift thicknesses should not exceed 6 inches (loose), and fill material moisture must be closely monitored at both the working elevation and the elevations of materials already placed. Following placement, silty soils must be protected from degradation resulting from construction traffic or subsequent construction. Recommended granular structural fill materials, those classified as GW, GP, SW, and SP, should consist of a 6 inch minus select, clean, granular soil with no more than 50 percent oversize (greater than'/4-inch) material and no more than 12 percent fines (passing No.200 sieve) and placed in layers not to exceed 12 inches in loose thickness. Prior to placement of structural fill materials, surfaces must be prepared as outlined in the Construction Considerations section. Structural fill material should be moisture -conditioned to achieve optimum moisture content prior to compaction. For structural fill below footings, areas of compacted backfill must extend outside the perimeter of the footing for a distance equal to the thickness of fill between the bottom of foundation and underlying soils, or 5 feet, whichever is less. Each layer of structural fill must be compacted to a minimum density of 95 percent of maximum dry density as determined by ASTM D 1557 (for rigid strictures) or D 698 (for flexible pavements). The ASTM D 1557 and D 698 test methods must be used for samples containing up to 40 percent oversize (greater than }/4 -inch) particles. I£ material contains more than 40 percent but less than 50 percent oversize particles, compaction of fill must be confirmed by proof rolling each lift with a 10 -ton vibratory roller (or equivalent) until the maximum density has been achieved. Density testing must be performed after each proof rolling pass until tltc in-place density test results indicate a drop (or no increase) in the dry density, defined as the maximum density or "break over" point. The number of required passes should be used as the requirement on the remainder of fill placement. Material should contain sufficient fines to fill void spaces, and must not contain more than 50 percent oversize particles. Backfill Backfill materials must ascribe to the requirements of structural fill except that the maximum material size should be 4 inches. In no case should material greater than 2 inches in diameter bear directly on structural elements. Placing oversized material against rigid surfaces interferes with proper compaction. Backfill should be compacted in accordance with the specifications for structural fill, except in those areas where it is determined that future settlement is not a concern, such as planter areas. In nonstructural areas, backfill must be compacted to a firm and unyielding condition. Copyright" 2007 Ma ten a Is Fes ung &I nspection, Inc 2791 South Victory View Way - Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti@mii-id.com • www.mti-id.com MATERIALS TESTING & INSPECTION 26 December 2007 Page # 15 of 29 rAboise\2007 reports\1400-1599\b71536g\b7l536g_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Excavations Shallow excavations that do not exceed 4 feet in depth may be constructed with side slopes approaching vertical. Below this depth, it is recommended that slopes be constructed in accordance with Occupational Safety and Health Administration (OSHA) regulations, section 1926, subpart P. Based on these regulations, on-site soils are classified as type "D" soil, and as such, excavations within these soils should be constructed at a maximum slope of 1'/z foot horizontal to 1 foot vertical (1'/2H:1 V) for excavations up to 20 feet in height. Excavations in excess of 20 feet will require additional analysis. Note that these slope angles are considered stable for short-term conditions only, and will not be stable for long-term conditions. During our subsurface exploration, test pit sidewalls generally exhibited little indication of collapse; however, sloughing of native granular sediments from test pit sidewalls was observed. For deep excavations, native granular sediments camiot be expected to remain in position. These materials are prone to failure and may collapse, thereby, undermining upper soils layers. This is especially true when working at depths near the water table. Additionally, care must be taken so that excavations are properly backfilled in accordance with procedures outlined in this report. Shallow soil cementation (caliche) was observed throughout much of the site and may cause difficulties during foundation development and utility placement. Cemented soils should be anticipated throughout the site at depths of 2 to 5 feet bgs. Groundwater Control Groundwater was not encountered in the investigation and is anticipated to be below the depth of most construction. Excavations below the water table will require a dewatering program. Dewatering will be required prior to placement of fill materials; however, placement of concrete can be accomplished through water by the use of a treme. It may be possible to discharge dewatering effluent to remote portions of the site, to a sump, or to a pit This will essentially recycle effluent, thus eliminating the need to enter into agreements with local drainage authorities. Should the scope of the proposed project change, MTI should be contacted to provide more detailed groundwater control measures. Special precautions may be required for control of surface runoff and subsurface seepage. It is recommended that runoff caused by wet weather be directed away from open excavations. Silty or clayey soils may become soft and pump if subjected to excessive traffic following periods of wet weather. Ponded water in construction areas should be drained through methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or installing a French drain system. Additionally, temporary or permanent driveway sections should be constructed if extended wet weather is forecasted. Copyright - 20U7 Materials 1 esung & Inspection. Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com • www.mti-id.com MATERIALS TESTING & INSPECTION 26 December 2007 Page # 16 of 29 r\boise\2007 reports\1400-1599\b71536g\b71536g_geotccUoc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GENERAL COMMENTS When plans and specifications are complete, or if significant changes are made in the character or location of the proposed structures, consultation with MTI should be arranged as supplementary recommendations may be required. It is recommended that suitability of subgrade soils and compaction of structural fill materials be verified prior to placement of structural elements. Additionally, monitoring and testing should be performed to verify that suitable materials are used for structural fill and that proper placement and compaction techniques are utilized. Copyright � 2007 Materials Testing & Inspection. Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com • www.mti-id.com MATERIALS 26 December 2007 TESTING it Page 17 of 29 INSPECTION r:\boise\2007 repons\1400-1599\b71536g\b71536g_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering D Construction Materials Testing ❑ Special Inspections REFERENCES American Society for Testing and Materials (ASTM) (1999). Standard Test Method for Materials Finer than 75-µm (No. 200) Sieve in Mineral Aggregates by Washing: ASTM C 117 — 95. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (1999). Standard Test Method for Sieve Analysis of Fine and Coarse Aggregate— ASTM C 136 - 96a. West Conshohocken, PA: ASTM. .American Society for Testing and Materials (ASTM) (2006). Standard Practice for Classification of Soils for -Engineering Purposes (Unified Soil Classification System) D2487-06. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (1999). Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils: ASTM D 4318 — 86. West Conshohocken, PA: ASTM. Collett, R. A., U. S. Department of Agriculture, Soil Conservation Service. (1980). Soil Survey of Ada County Area. Idaho. Washington, DC: U. S. Government Printing Office. Desert Research Institute. Western Regional Climate Center. [Online] Available: <http7//www.wrcc.dri.edu/> (2007). International. Building Code Council (2002). International Building Code, 2003. Country Club Hills, IL: Author. Local Highway Technical Assistance Council (LHTAC) (2005). Idaho Standards for Public Works Construction, 2005. Boise, ID: Author. Othberg, K. L. and Stanford, L. A., Idaho Geologic Society (1992). Geologic Map of the Boise Valley and Adioining Area, Western Snake River Plan, Idaho (scale 1:100,000). Boise, Idaho: Joslyn and Morris. State of Idaho, Department of Health and Welfare, Division of Environmental Quality. (April 2000). Technical Guidance Manual For Individual and Subsurface Sewage Disposal Systems. Boise, Idaho: Author. U. S. Department of Agriculture, Natural Resource Conservation Service. Web Soil Survey. [Online] Available: <http://websoilstirvey.nres.tisda.gov/app/> (2007). U. S. Department of Commerce, National Oceanic and Atmospheric Administration and Desert Research Institute, Western Regional Climate Center. [Online] Available: <http://www.wrec.dri.edu/> (2007). U. S. Dept. of Labor, Occupational Safety and Health Administration. "CFR 29 Part 1926 subpart P: Safety nd Health Regulations for Construction. Excavations. (1986)". [Online] Available: < www.osha.gov> (2007). U. S. Geological Survey. (2006). National Water Information System: Web Interface. [Online] Available: <IitW./iwaterdata.usy,s.gov/iiwis> (2007). Ibpyrighl 1007 Malururle heslin') A Inspotlinn Ing 2791 South Victory View Way - Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com • www,mti-ld.com MATERIALS TESTING & INSPECTION 26 December 2007 Page # 18 of 29 r:\boise\2007 reports\1400-1599\b71536g\b7I536g_gcotecli doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Constriction Materials Testing ❑ Special Inspections APPENDICES ACRONYM LIST AASHTO: American Association of State Highway and Transportation Officials ACCP: Asphalt Cement Concrete Pavement ACHD: Ada County Highway District ASTM: American Society for Testing and Materials AU: Auger sample bgs: below ground surface CB: Carbide bit CBR: California Bearing Ratio D: natural dry unit weight, pcf DB: diamond bit DM: Dames & Moore sampling tube GS: grab sample IBC: International Building Code ISPWC: Idaho Standards for Public Works Construction ITD: Idaho Transportation Department LL: Liquid Limit M: water content MSL: meats sea level N: Standard "N' penetration: blows per foot, Standard Penetration Test NP: nonplastic PCCP: Portland Cement Concrete Pavement PERM: vapor permeability PI: Plasticity Index PID: photoionization detector PVC: polyvinylchloride QC: cone penetrometer value, unconfined compressive strength, psi Qp: Penetrometer value, unconfined compressive strength, tsf Qu: Unconfined compressive strength, tsf SPT: Standard Penetration Test (140:potmd hammer falling 30 in. on a 2:in. split spoon) SS: split spoon (13/8:in, inside diameter, 2:in. outside diameter, except where noted) ST: shelby tube (3: in, outside diameter, except where noted) USCS: Unified Soil Classification System USDA: United States Department of Agriculture UST: underground storage tank V: vane value, ultimate shearing strength, tsf WT: apparent groundwater level Copyright 0 2007 Materials Testing & Inspccdon. Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com • www.mti-id.com 6 MATERIALS TESTING > INSPECTION 26 December 2007 Page # 19 of 29 r:\boise\2007 reports\1400-1599\b71536g\b71536g_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing l] Special Inspections GEOTECHNICAL GENERAL NOTES RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION', Coarse -Grained Soils SPT Blow Counts (N) Fine -Grained Soils SPT Blow Counts (N) Very Loose: <4 Very Soft: <2 Loose: 4-10 Soft: 2-4 Medium Dense: 10-30 Medium Stiff: 4-8 Dense: 30-50 Stiff: 8-15 Very Dense: >50 Very Stiff: 15-30 Fine Grained Soils >50% Silts &Clays LL < 50 Hard: >30 PARTICLESI7,E ",. UNIFIED Boulders: >12 in. Coarse -Grained Sand: 5 to 0.6 nun Silts: 0.075 to 0.005 nun_ Cobbles: 12 to 3 in. Medium -Grained Sand: 0.6 to 0.2 mm Clays: <0.005 mm� Gravel: 3 in. to 5 mm Fine -Grained Sand: 0.2 to 0.075 mm Copyright" 2007 Mateials Testing vu Inspection, Inc 2791 South Victory View Way • Boise, ID 83709 - (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com • www.mti-id.com ",. UNIFIED SOIL CLASSIFICATION S"YSTEi1I'yF--,_, Symbol Soil Descriq Gravel & Gravelly GW Well -graded gravels; gravel/sand mixtures with little or no fines Coarse -Grained Soils <50% passes No.200 Soils <50% coarse fraction passes No.4 sieve Sand & Sandy GP GM GC SW Poorly -graded gravels; gravel/sand mixtures with little or no fines Silty gravels; poorly -graded gravel/sand/silt mixtures Clayey gravels; poorly -graded gravel sand/clay mixtures Well -graded sands; gravelly sands with little or no fines Poorly -graded sands; gravelly sands with little of no Fines - — sieve Sods >50% coarse fraction SP SM Silty sands; poorly -graded sand/gravel/silt mixtures Clayey sands; poorly -graded sand/gravel/clay mixtures passes No.4 sieve Sc Fine Grained Soils >50% Silts &Clays LL < 50 ML Inorganic silts; sandy, gravelly or clayey silts CL Lean clays; inorganic, gravelly, sandy, or silty, low to medium -plasticity clays OL Organic, low -plasticity clays and silts Silts & Clays LL > 50 MH Inorganic, elastic silts; sandy, gravelly or clayey elastic silts passes No.200 sieve CH Fat clays; high -plasticity, inorganic clays OH Organic, medium to high -plasticity clays and silts Highly Organic Soils PT Peat, humus, hydric soils with high organic content Copyright" 2007 Mateials Testing vu Inspection, Inc 2791 South Victory View Way • Boise, ID 83709 - (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com • www.mti-id.com MATERIALS TESTING & INSPECTION 26 December 2007 Page # 20 of 29 r:\boise\2007 reports\1400-1599\b71536g\b71536g_geotech.doe ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOC Test Pit Log #: TP -1 Date Advanced: 10/30/07 Logged by: Kory Dawson Excavated by: Bob Camp Excavation Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 17.2 Feet bgs Depth Field Description and Sample Sample Depth Field Test Lab (Feet bgs) USCS Soil and Sediment Classification Type ( Feet bgs) Method Test 1D Borderline Lean Clay/Sandy Silt (CL/ML): Qp Brown to dark brown, dry, very stiff, with fine- 2.75-3.0 0.0-1.8 grained sand. Torvane --Organic material throughout. 0.5-2.5 Sandy Silt (ML): Light brown, dry, hard, with Qp fine-grained sand. . 4.5+ 1.8-3.9 --Weak, intermittent, calcium carbonate Torvane cementation throughout. 3.5-4.5 Silty Gravel (GM): Light brown, dry to slightly moist, dense, with fine-grained sand 3.9-7.3 and 4 -inch minus basaltic cobbles. --Sand coarsening with depth. Silty Sand (SM): Brown, slightly moist, 7.3-11.7 medium dense to dense, containing ftne- grained sand. Poorly -Graded Sand (SP): Yellow-brown, dry, 11.7-15.0 medium dense to dense, with medium to coarse-grained sand. Silty Sand (SM): Brown, slightly moist, dense, 15.0-17.2 containing fine to coarse-grained sand. Copyright ° 2007 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com • www.mti-id.com MATERIALS TESTING & INSPECTION 26 December 2007 Page # 21 of 29 r:\boise\2007 reports\1400-1599\b71536g\b71536g veotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECIINICAL INVESTIGATION TEST PIT LOC Test Pit Log #: TP -2 Date Advanced: 10/30/07 Logged by: Kory Dawson Excavated by: Bob Camp Excavation Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 16.3 Feet bgs Depth Field Description and Sample Sample Depth Field TestMethod Lab (Feet bgs) USCS Soil and Sediment Classification Type (Feet bgs) Test ID Borderline Lean Clay/Sandy Silt (CL/ML): Qp Brown to dark brown, dry, very stiff, with fine- 2.75-3.0 0.0-1.3 grained sand. Tor -vane --Organic material throughout. 0.5-2.5 Sandy Silt (ML): Light brown, dry, hard, with Qp fine-grained sand. 4.5+ 1.3-3.6 --Weak, intermittent, calcium carbonate Torvane cementation throughout. 2.0-3.5 Silty Gravel (GM): Light brown, dry to slightly moist, with fine-grained sand and 3.6-7.6 4 -inch minus basaltic cobbles. --Sand coarsening with depth. Silty Sand (SM): Brown, slightly moist, 7.6-16.3 medium dense to dense, containing fine- grained sand. Copyright ® 2067 Mater ials Testing & Inspection, Inc 2791 South Victory View Way • Boise,. ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com • www.mti-id.com MATERIALS TESTING & INSPECTION 26 December 2007 Page # 22 of 29 r:\boise\2007 reports\1400-1599\b71536g\b71536g_geotech.doc O Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -3 Date Advanced: 10/30/07 Logged by: Kory Dawson Excavated by: Bob Camp Excavation Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 10.7 Feet bgs Depth Field Description and Sample Sample Depth Field Test Lab (Feet bgs) USCS Soil and Sediment Classification Type (Feet bgs) Method Test ID Borderline Lean Clay/Sandy Silt (CLWL): QP Brown to dark brown, dry, very soft, with fine- <0.25 0.0-0.8 grained sand. Torvane --Organic material throughout. 2.0-3.0 Sandy Silt (ML): Light brown, dry, hard, with QP fine-grained sand. 4.5+ 0.8-3.4 --Moderate, calcium carbonate cementation Torvane throughout. 2.0-3.0 Silty Gravel (GM): Light brown, dry to 3.4-8.0 slightly moist, dense, with fine-grained sand and 4 -inch minus basaltic gravels. Silty Sand (SM): Brown, slightly moist, 8.0-10.7 medium dense to dense, containing fine- grained sand. Copyright 0 2007 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com • www.mti-id.com MATERIALS TESTING & INSPECTION 26 December 2007 Page # 23 of 29 r:\boise\2007 reports\1400-1599\b71536g\b71536g_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -4 Date Advanced: 10/30/07 Logged by: Kory Dawson Excavated by: Bob Camp Excavation Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 11.3 Feet bgs Depth Field Description and Sample Sample Depth Field Test Lab (Feet bgs) USCS Soil and Sediment Classification Type (Feet bgs) Method Test ID A 8.6 Borderline Lean Clay/Sandy Silt (CL/ML): 10 95 Qp 81 0.0-1.3 Brown to dark brown, dry, stiff, with fine- GS 0.5-0.75 1.0-2.0 A grained sand. Torvane --Organic material throughout. 2.5-3.0 Sandy Silt (ML): Light brown, dry, hard, with Qp fine-grained sand. 4.0-4.5+ 1.3-8.7 --Weak, intermittent, calcium carbonate Torvane cementation throughout. 2.0-2.5 Silty Sand (SM): Brown, slightly moist, 8.7-11.3 medium dense to dense, containing fine- grained sand. Lab Test ID M LL PI Sieve Anal sis #j::1#10 #40 #100 #200 A 8.6 37 10 95 1 91 81 74 66 Copyright ° 2007 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com • www.mti-id.com MATERIALS TESTING it INSPECTION 26 December 2007 Page # 24 of 29 r.\boise\2007 reports\1400-1599\b71536g\b71536g_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -5 Date Advanced: 10/30/07 Logged by: Kory Dawson Excavated by: Bob Camp Excavation Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 18.2 Feet bgs Depth Field Description and Sample Sample Depth Field Test Lab (Feet bgs) USCS Soil and Sediment Classification Type (Feet bgs) Method Test ID Borderline Lean Clay/Sandy Silt (CL/ML): Qp Brown to dark brown, dry, stiff, with fine- 1.0-2.0 0.0-1.6 grained sand. Torvane --Organic material throughout. 1.0-1.5 Sandy Silt (ML): Light brown, dry, hard, with Qp file -grained sand. 4.5+ 1.6-11.1 --Moderate calcium carbonate cementation Tor -vane throughout. 3.5-4.5 Silty Sand (SM): Brown, slightly moist, medium dense to dense, containing fine to I1.1-13.4 coarse-grained sand and occasional 6 -inch minus cobbles. Poorly -Graded Sandy Gravel (GP): Yellow - brown, dry, medium dense to dense, 13.4 -18.2 containing fine to medium -grained sand and 6 - inch minus cobbles. Copyright o 2007 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com • www.mti-id.com MATERIALS TESTING & INSPECTION 26 December 2007 Page # 25 of 29 r:\boise\2007 reports\1400-1599\b71536g\b71536g_geotech.doe ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -6 Date Advanced: 10/30/07 Logged by: Kory Dawson Excavated by: Bob Camp Excavation Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 17.2 Feet bgs Depth Field Description and Sample Sample Depth Field Test Lab (Feet bgs) USCS Soil and Sediment Classification Type (Feet bgs) Method Test ID Borderline Lean Clay/Sandy Silt (CL/ML): Qp Brown to dark brown, dry, staff to very stiff, 1.5-3.0 0.0-1.6 with fine-grained sand. Tor -vane --Organic material throughout. 2.5-4.0 Sandy Silt (ML): Light brown, dry, hard, with QP fine-grained sand. 4.5+ 1.6-8.1 --Moderate calcium carbonate cementation Torvane throughout. 3.5-4.5 Silty Sand (SM): Brown, slightly moist, 8.1-15.4 medium dense to dense, containing fine- grained sand. Poorly -Graded Sand (SP): Yellow-brown, dry, 15.4-17.2 medium dense, containing ane -grained sand. Copyright ° 2007 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com • www.mti-id.com MATERIALS TESTING & INSPECTION 26 December 2007 Page # 26 of 29 r:\boise\2007 reports\1400-1599\b71536g\b71536g_geoteeh.doe ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing Cl Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -7 Date Advanced: 10/30/07 Logged by: Kory Dawson Excavated by: Bob Camp Excavation Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 16.6 Feet bgs Depth Field Description and Sample Sample Depth Field Test Lab (Feet bgs) USCS Soil and Sediment Classification Type (Feet bgs) Method Test ID Borderline Lean Clay/Sandy Silt (CUML): Qp Brown to dark brown, dry, stiff to very stiff, 1.5-3.0 0.0-1.3 with fine-grained sand. Torvane --Organic material throughout. 2.0-3.5 Sandy Silt (ML): Light brown, dry, very stiff Qp to hard, with fine-grained sand. 3.0-4.5+ 1.3-5.2 --Weak, intermittent calcium carbonate Torvane cementation throughout. 3.5-4.5 Silty Gravel (GM): Light brown, dry to slightly moist, with fine-grained sand and 4- 5.2-6.9 inch minus basaltic gravels. --Sand coarsening with depth. Poorly -Graded Sandy Gravel (GP): Yellow - brown, dry, medium dense to dense, 6.9 -10.1 containing fine to coarse-grained sand and fl- inch minus cobbles. Silty Sand (SM): Brown, slightly moist, 10.1-16.6 medium dense to dense, containing fine- grained sand. Copyright w 2007 Materials I esting & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mtiGmti-id.com • www.mti-id.com MATERIALS TESTING & INSPECTION 26 December 2007 Page # 27 of 29 r:\boise\2007 reports\1400-1599\01536g\b71536g_geotech.doc i] Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -8 Date Advanced: 10/30/07 Logged by: Kory Dawson Excavated by: Bob Camp Excavation Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 10.6 Feet bgs Depth Field Description and Sample Sample Depth Field Test Lab (Feet bgs) USCS Soil and Sediment Classification Type (Feet bgs) Method Test ID B Borderline Lean Clay/Sandy Silt (CL/ML): 41 16 100 Qp 94 0.0-1.5 Brown to dark brown, dry, stiff to hard, with GS 0.75-1.0 2.5-4.5+ B fine-grained sand. --Organic material throughout. Sandy Silt (ML): Light brown, dry, very stiff Qp 1.5-4.9 to hard, with fine-grained sand 3.0-4.5+ --Strong calcium carbonate cementation 3.5- 4.9 feet has. Silty Gravel (GM): Light brown, dry, containing fine-grained sand and 4 -inch minus 4.9-6.2 basaltic gravels. --Sand coarsening with depth. Silty Sand (SM): Brown, slightly moist, 6.2-10.6 medium dense to dense, containing fine- grained sand. Lab Test ID MPI Sieve Anal sin % E�L #4 #10 #40 #100 #200 B 8.9 41 16 100 99 94 90 84 Copyright � 2007 Materials Testing& Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com • www.mti-id.com MATERIALS TESTING > INSPECTION 26 December 2007 Page # 28 of 29 r:\boi se\2007 reports\1400-1599\b71536g\b71536g_geotech.doe ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections AASHTO PAVEMENT THICKNESS DESIGN PROCEDURES Copyright s 2007 Materials Testing & Inspection. Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti®mti-id.com • www.mti-id.com Pavement Section Design Location: Proposed commercial Retail Development, No Truck Access Average Daily Traffic Count: 170 All Lanes & Both Directions Design Life: 20 Years Percent of Traffic in Design Lane: 100% Terminal Seviceability Index (Pt): '_ 5 Level of Reliability: 95 Subgrade CBR Value: 8 Suhgrsi site Nlr: 12,000 Calculation of Design -18 kip ESALs Daily Growth Load Design Traffic Rate Factors ESALs Passenger Cars: 70 2.0% 0.0008 497 Buses: 2 2.0% 0.6806 12,072 Panel &Pickup Trucks: to 2.0% 0.0122 1,082 2 -Axle, 6 -Tire Trucks: 3 2.09% 0.1890 5,028 Concrete Trucks: 1.0 2.0% 4.4800 39,731 Dump Trucks: 0 2.0% 3.6300 0 Tractor Semi Trailer Trucks: 0 2.0% 2.3719 0 Double hailer Trucks 0 2.WY., 2.3187 0 Heavy Tractor Trailer Combo Trucks: 0 2.0% 2.9760 0 Average Daily Traffic in Design Lane: 86 Total Design Life 18 -kip ESALs: 58,410 Actual Log (ESALs): 4.760 Trial SN: 2.00 Trial Log (ESALs): 4.870 This number must be equal to or greater than the Actual Lug. Pavement Section Design SN: 2.21 This number must be equal to or greater than the Trial SN. Design Depth Structural Drainage Inches Coefficient Coefficient Asphaltic Concrete: 2.50 0.42 n/a Asphalt -Treated Base: 0.00 0.25 n/a Cement -Treated Base: 0.00 0.17 n/a Crushed Aggregate Base: 4.00 0.14 1.0 Pit Run Aggregate Subgrade: 6.00 0.10 1.0 Special Aggregate Subgrade: 0.00 0.09 0.9 Copyright s 2007 Materials Testing & Inspection. Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti®mti-id.com • www.mti-id.com 6 MATERIALS TESTING & INSPECTION 26 December 2007 Page # 29 o f 29 i Aboise12007 reports\ 1400- I599\b71536g\b71536g_gcotech.doc Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing O Special Inspections AASHTO PAVEMENT THICKNESS DESIGN PROCEDURES Copyright's 2007 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com • www.mti-ld.com Pavement Section Design Location: Proposed Commercial/Retail Development, Truck Access Average Daily Traffic Count: 180 All Lanes & Both Directions Design Life: 20 Years Percent of Traffic in Design Lane: 100% Terminal Seviceability Index (Pt): 2,5 Level of Reliability: 95 Subgrade CBR Value: 8 Subgrade Mr: 12,000 Calculation of Design -18 kip ESALs Daily Growth Load Design Traffic Rate Factors ESALs Passenger Cars: 50 2.0% 0.0008 355 Buses: 7 2.0% 0.6806 42,251 Panel & Pickup Trucks: 15 2.0% 0.0122 1,623 2-Axle.6-Tire Trucks: 10 2.0% 0.1890 16,762 Concrete Trucks: 2.0 2.0% 4.4800 79,462 Dump Trucks: 2 2.0% 3.6300 64,386 Tractor Semi Tiniler Trucks: 2 2.0%, 2-3719 42,071 Double Trailer Trucks 2 2.0% 2.3187 41,127 Heavy Tractor Trailer Combo Trucks: 0 2.0% 2.9760 0 Average Daily'Fmffic in Design Lane: 90 Total Design Life 18 -kip ESALs: 288,036 Actual Log (ESALs): 5.459 Trial SN: 2.52 Trial Log (ESALs): 5.468 Pavement Section Design SN: 2.82 Design Depth Structural Drainage Inches Coefficient Coefficient Asphaltic Concrete: 3.00 0.42 n/a .Asphalt -Treated Base: 0.00 0.25 n/a Cement -Treated Base: 0.00 0.17 n/a Crushed Aggregate Base: 4.00 0.14 1.0 Pit Run Aggregate Subgrade: 10.00 0.10 1.0 Special Aggregate Subgrade: 0.00 0.09 0.9 Copyright's 2007 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 mti@mti-id.com • www.mti-ld.com NZ gwo e8 o Wz W N IL F7 N o M om FW- Zm c`g o � m LO Nst� t�o w o z 'o m a m E�9 o 0 t O z � I RA Na � \I A I i I co I — — — — — Peoa al e3 U1noS — — — — — — — — — — — THE LAND GROUP, INC. March 4, 2016 Mr. Warren Stewart, RE City of Meridian — Planning Division 33 E. Broadway Ave Meridian, ID 83642 Re: Shops at Victory/Eagle Roads Dear Warren: The final plat application checklist requires a statement certifying that all street finish centerline elevations are set a minimum of 3 feet above the highest established normal ground water. According to the initial test pit investigations and recent construction activities, the ground water within this project was not encountered within depth of 3 feet of the existing ground. Based on the above information, I certify that groundwater would be greater than 36 inches below finished street centerline elevations throughout the project. Should you need further information, please let me know. Sincerely, Jason Densmer, P.E. ' Site Planning • Landscape Architecture • Civil Engineering • Golf Course Irrigation & Engineerings • Graphic Design • Surveying 462 E. 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