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17-102629
Building - Single Family City of Federal way Permit #.17-102629-00-SF Community Development Dept 33325 8th Ave S Federal Way,WA 98003 Inspection Request Line: (253)835-3050 Ph:(253)835-2607 Fax (253)835-2609 Project Name: CRAIG Project Address: 2204 SW 308TH ST Parcel Number:416790 0320 Project Description: ALT-Install 10 Helical piles to support and stabilize foundation. Owner Applicant Contractor Lender JODI CRAIG KOREY YADARAMJACK WEST KOREY YADARAMJACK WEST OWNER IS LENDER 2204 SW 308TH ST 4904 DES MOINES MEMORIAL DR J904 DES MOINES MEMORIAL DR FEDERAL WAY WA 98023-7819 SEATAC WA 98148 SEATAC WA 98148 Census Category: 434 -Residential alt/add - no change in number of units Includes: #1 #2 #3 #4 Occupancy Class: Construction Type: Occupancy Load: Floor Area(sq.ft.) Additional Permit Information Mechanical to be Included`? No Is this an Online or O.T.C.application? No Plumbing to be Included No Total Valuation: 16,649.46 s • 113 3fI 1 NO F1Xt1irB : -;d- a IS Permit It PERMIT EXPIRES Wednesday,29 November,2017 Permit Issued on Friday,June 2,2017 I hereby certify that the above information is correct and that the construction on the above described property and the occupancy and the use will be in accordance with the laws, rules and regulations of the State of Washington and the City of Federal Way. "/r1 Owner or agent: /Z/ WaDate: �/ - . 41*....... THIS CARD IS TO REMAIN ON-SITE CITY OF Construction Inspection Record Federal Way INSPECTION REQUESTS: (253)835-3050 PERMIT#: 17 102629 00 Address: 2204 SW 308TH ST Project: BRADLEY J CRAIG FEDERAL WAY WA 98023-7819 Scheduled inspections may be failed if this card is not on-site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible (read left to right,top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On-going inspections are logged on the back of this card. 0 SWM Precon Site Mtg(4400) ® Initial Erosion Control(4365) l Footings/Setback(4110) Approved To be done PRIOR to breaking ground Approved to place concrete By Date By Date By Date 0 Underfloor Framing(4285) 0 Floor Sheathing(4105) El Shear Walls(4245) Approved to sheath floor Approved to install flooring Approved to install siding By Date By Date By Date k Q Roof Sheathing(4220) ® Fire/Draft Stops(4095) 9 Interim Erosion Control(4370) Approved to install roofing Approved Approved By Date By Date By Date Prior to scheduling a Framing inspection; 0 Framing(4120) * CI Insulation(4150) Electrical,Plumbing&Mechanical Rough-in Approved to insulate Approved to install wallboard and Fire/Draft Stop inspections must be signed- off and approved. IBC 109.3.4 By Date By Date lil Gypsum Wallboard Nailing(4130) in Final Erosion Control(4375) CI Final-Building(4050) Approved to install mud&tape Approved Approved t By Date %By Date By Date 1, 117 !1�1 • CI Rough Electrical CI Final ElectricalElRight of Way Approved Approved Approved By Date By Date By Date FILE" Building Division CITY or 33325 8th Ave.S. Federal Way SPECIAL INSPECTION & Federal Way,WA 98003 Phone: (253)835-2633 TESTING AGREEMENT Fax: (253)835-2609 (All references are per the 2015 International Building Code) Project Name: ' r&& CYu:0 fe50-CNN-GQ, Project Address: 770 14 SW Sol f'1' 9 rtdG/aL ( J I Wla gg0Z3 Building Permit Number: ! 7" —/DA 6,,?? Date Issued: BEFORE A PERMIT CAN BE ISSUED: The registered design professional in responsible charge shall fill out the Agreement and include the name of each inspector as well as their appropriate license/certification number as required by the 2015 IBC. Two(2) copies of this form are to be submitted to the City prior to the issuance of a building permit. If changes are made as to who will perform the special inspections a new form shall be submitted and turned into the Building Permits & Inspections Division for approval. STATEMENT OF SPECIAL INSPECTIONS: In addition to this Agreement, a "Statement of Special Inspections" shall be provided per IBC 1704.3. This Statement shall be made as part of the approved plans, and be placed in a conspicuous location,such as the first page of the construction plans or the first page of the structural sheets. SPECIAL INSPECTORS: All special inspectors shall be approved by the Building Department prior to performing any duties. The special inspector shall provide proof of certification as a special inspector for each inspection item and be licensed by the State of Washington State. SPECIAL INPSECTION REPORTS: Special inspection reports are to meet the requirements of IBC 1704.2.4. Copies of each report are to be sent to the address listed in the letterhead noting the Project Address and Permit Number. A final report shall be submitted stating that all special inspection and structural testing items were completed and are in conformance with the approved design drawings and specifications. Items not in conformance, unresolved items, or any discrepancies in inspection coverage (i.e. missing inspections, periodic inspections when continuous was required, etc.) shall be specifically itemized in the final report. GENERAL SPECIAL INSPECTION ITEMS(per IBC Chapter 17) [Only checked items are required] Areas requiring special inspection: Name of Agency: Name of Inspector: License/Cert.No. El Unapproved Fabricators(IBC 1704.2.5) Other than Structural Steel(IBC Table 1705.2.2) ❑ Steel floor&roof decks El Welding of reinforcement ❑ Cold-formed steel Structural Steel ❑ Welding(Per N5.4 of AISC 360-10) El Details(Per N5.7 of AISC 360-10) ❑ High-strength bolts(Per N5.6 of AISC 360-10) Concrete Construction(per IBC Table 1705.3) ❑ Reinforcement,embeds,anchors ❑ Formwork ❑ Materials ❑ Shotcrete ❑ Post-tensioned/Pre-stressed Concrete URL: www.cityoffederalway.com Page 1 of 3 Building Division (Iry or 33325 8th Ave.S. Federal Way SPECIAL INSPECTION & Federal Way,WA 98003 TESTING AGREEMENT Phone: (253)835-2633 Fax: (253)835-2609 ❑ Erection of precast concrete GENERAL SPECIAL INSPECTION ITEMS(per IBC Chapter 17)-continued [Only checked items are required] Areas requiring special inspection: Name of Agency: Name of Inspector: License/Cert.No. Masonry Construction (IBC 1705.4) ❑ Prior to Construction(Article 1.15,TMS-602) ❑ As Construction Begins(Article 1.19.2,TMS-402) Cl Prior to Grouting(Table 1.19.2,TMS-402) ❑ During Construction(Per TMS-402&TMS-602) Wood Construction ❑ High-Load Diaphragms(IBC 1705.5.1) ❑ Wood Trusses>60ft(IBC 1705.5.2) ❑ Soils(IBC Table 1705.6) ❑ Driven Deep Foundations(IBC Table 1705.7) ❑ Cast-in-place Deep Foundations(IBC Table 1705.8) xi Helical Pile Foundations(IBC 1705.9) Stark Foundations Daniel Stark PE No.:40643 ❑ Sprayed Fire-Resistant Materials(IBC 1705.13) ❑ Mastic&Intumescent Coatings(IBC 1705.14) ❑ EIFS(IBC 1705.15) ❑ Fire-Resistant Penetrations(IBC 1705.16) ❑ Smoke Control(IBC 1705.17) ❑ Other (IBC 1705.1.1) ❑ Other (IBC 1705.1.1) SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE(IBC Section 1705.11) [Only checked items are required] Areas requiring special inspection: Name of Agency: Name of Inspector: License/Cert.No. ❑ Structural Steel (IBC 1705.11.1&AISC 341-10) ❑ Structural Wood (IBC 1705.11.2) ❑ Cold-formed Steel(IBC 1705.11.3) ❑ Mechanical&Electrical Components(1705.11.4) ❑ Architectural Components(IBC 1705.11.5) URL: www.cityoffederalway.com Page 2 of 3 Building Division CITY or 33325 8th Ave. S. Federal Way SPECIAL INSPECTION & Federal Way,WA 98003 Phone: (253)835-2633 TESTING AGREEMENT Fax: (253)835-2609 ❑ Storage Racks(IBC 1705.11.7) Declaration by Architect/Engineer �PMEL k'A I, the design professional in responsible charge for this project, declare that the of wasr�q�j above listed special inspection and structural testing items are required for this .t' r`7ey\ project in accordance with IBC Chapter 17. .j June 1, 2017 Signature Date 15� 0643c, %NALS\1 EXPIRES : JULY 13, 2018 (SEAL) Declaration by Owner I, the Owner of the project, declare that the above listed firm(s) or individual(s) are hired by me to perform special inspections and structural testing for the project pursuant to IBC 1704.2. Signature Date CONTRACTOR RESPONSIBILITY: Each contractor involved with the construction of wind or seismic force-resisting systems shall comply with the requirements of IBC 1704.4. The contractor is responsible for providing the special inspector access to approved plans and contract documents at the job site. All special inspection records shall be retained at the job site by the contractor and shall be made available to the Building Department upon request. Declaration by General Contractor I, the General Contractor of the project, agree to comply with the "Contractor Responsibility" items noted above. /2-//4 "" 6/V/7 SignatureDate URL: www.cityoffederalway.com Page 3 of 3 • .04 2015 IBC 1704: Special Inspections: STARK The owner or the registered design professional in FOUNDATIONS 4001 MAIN STREET,SUITE 305 responsible charge acting as the owner's agent shall VANCOUVER 36056 7343 3 P'.360 566 7343 E'.starkd@starkfdn.mm employ one or more special inspectors to provide inspections during construction on the types of work listed under 2015 IBC Section 1704. Special inspection agencies shall be approved by the Washington Association of Building Officials (WABO) www.wabo.org. loo' +/- ro 11-c) PROPERTY LINE 111 2204 SW 308TH STREET FEDERAL WAY, WA + � 4 O p rn N 3O +/- SW 308TH STREET OSITE PLAN C 11 OF FEbeitM-A 1)6-19 7- .14A14- 1067 12Pottn, • A F-114 o4-Grior o t r',iA) FeN 4- Pi 1 P.,s 5 're(011>44110/4 PsPAas G n r-a 76 1-ift Ape env atid f 1/4A s. 0o o APPROVED ' Q o00 � � By Pte- RECEIVEDCD N T Q. JUN 0 1 2017 CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT eASeSTARK 4001 Main Street, Suite 305 FOUNDATIONS Vancouver WA, 98663 P: 360.566.7343 STRUCTURAL CALCULATIONS PREPARED FOR RAMJACK WEST FOR FOUNDATION REPAIR 2204 SW 308TH STREET FEDERAL WAY,WA PROJECT NUMBER: 17.064.RAM DATE: MAY 25, 2017 PROJECT MANAGER: DANIEL STARK, P.E. ��IELWAY /1'13 f waste �r� lop 11 � 4 4084_O �G.STP% EXPIRES : JULY 13, 2018 RECEIVED JUN 01 2017 CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT STARK 4001 Main Street, Suite 305 FOUNDATIONS Vancouver WA, 98663 P: 360.566.7343 May 25, 2017 SFI Project No.: 17.064.RAM Mr. Ken Marquardt Ram Jack West 850 Bethel Drive Eugene, Oregon 97402 Re: 2204 SW 308th Street, Federal Way, Washington PROJECT BACKGROUND We understand that the structure is a single-family residence and has experienced settlement at the right side of the structure. A recent floor level survey(attached) indicates as much as 2"of differential settlement may have occurred. It is our understanding that(10)2 7/8"diameter helical piers have been proposed to help provide additional foundation support. r .7° , r. 4 y •:AtmliiBl__ I = , .... .. .: ..� J �, ^x 0' -*�.riy^F nS'^'�K' � 'r �,...w. �,� ' ° '.. �`.-1?--.-",,t4,1:„4-4,'„,,,;:,z,,,A� aa€�_"g,,,+-�* Y-..`w.,,.,�-,... A - - ; y,*,-- ........1.'„,:,:. .-,,,. fie .e.� ivr� ",-;,"--4--,--^z--', Nye l' f , 9..i+5''.?'r` vl.1-'"4-°'4,+,r?r:"tas'4*v.r.ss1.. aw .V Y --:". Image 1: Front Elevation STARK 4001 Main Street, Suite 305 FOUNDATIONS Vancouver WA, 98663 P: 360.566.7343 GEOLOGIC SETTING The existing residential home site is located west of downtown Federal Way, north of Highway 509. The geologic structure in the area is comprised of gravelly sandy loam and the site is relatively flat. It is our opinion that the settlement is a result of improper foundation drainage, resulting in localized settlement. We believe that suitable support can be achieved by installing helical and/or push piers. SUMMARY The ultimate load requirement for the piers is 22,000 lbs, and based on the geologic setting, we expect the piers to achieve adequate capacity at approximately 25—35 feet. We recommend that the piers with a 2 7/8"shaft and 10"diameter helix be installed to a minimum depth of 10-ft and a minimum installation torque of 2,444 ft-lbs, or refusal. Please give our office a call if you have any questions or need further assistance. Reards/g/ , �K-0,EL W,ql„ Cr "..SI ,f/44.' ‘.).,;t1.11,...1 Daniel Stark, P.E. o �► C: Stark Foundations, Inc. P *, 0 40843 4 * Gs 4, IONAL EXPIRES : JULY 13, 2018 . . . . 4' 1 I 18 4„.......„ —0.....- ...._,,,, et 9 imismomen 1111.1111.1111..m.114 Alik 'I< C\I CJ C\J , ....,..„ I >, as i Lo Lc, 'T TRImil a) 1..'"'. 1 •' ''''i (1") 4-- ,..._ ,: t 00 , 0 Cf) -. ... I 1111111111 , . (I) At --*--..--- _ T.-- .4..- -..--..... I i i ....4... NI , t. ......„............_ ................_4 4 1 t t 0 ------ , — 0 __. ...... ., 1 C\I I -....... 0v-- 1- I C\I C\1 I I1 , .......____,. .____._____4........_.. t ; A ..:1- . 44..., 34 c , o , . 0 Date: 25-May-17 STARK W RamJack West- Foundation Underpinning Designed by: NDS FOUNDATIONS ^ 2204 SW 308th Street rt Federal Way,WA a Job No.: 17.064.RAM Desi•n Criteria Code(s): International Building Code(IBC)2012 ASCE 7-10 Design Loads: Dead: Soil: Roof= 15 psf Allow Lateral Bearing Pressure= 100 psf/ft (IBC Table 1806.2) Third Floor= 0 psf Active Pressure= 60 psf/ft Second Floor= 0 psf First Floor= 15 psf Walls= 8 psf 8"Foundation Wall= 100 psf Live: Roof(snow) = 25 psf Third Floor= 0 psf Second Floor= 0 psf First Floor= 40 psf Wind: (not applicable) Exposure= C Risk Category= II Wind Speed,V= 120 mph Krt= 1.0 Gust Effect Factor,G= 0.85 Kd= 0.85 Internal Pressure Coefficient,GCp,= -0.18 Kz= 0.98 External Pressure Coefficient,Cp= 0.8 Height,hz= 30 ft Design Wind Pressure: Design Load Combo= D+0.6W where: pw= q,(GCp-GC„) w= 0.6 q = 0.00256 K�K�,Kd VZ Therefore: qz= 30.7 psf pw= 26.4 psf Factored Wind Pressure,p'w= 15.8 psf(say 16 psf) Date: 25-May-17 STARK I- - RamJack West-Foundation Underpinning Designed by: NDS FOUNDATIONS in 2204 SW 308th Street d Federal Way,WA D. Job No.: 17.064.RAM Helical Pier Desi,n-Worst Case Vertical Design Loads: Tributary Widths: Roof= 14 ft > 210 plf Third Floor= 0 ft > 0 plf Second Floor= 0.0 ft > 0 plf First Floor= 8.0 ft > 120 plf Walls= 9 ft > 72 plf Foundation Wall(height)= 3 ft > 300 plf IDL= 702 plf Live: Roof(snow)= 14 ft > 350 plf Third Floor= 0 ft > 0 plf Second Floor= 0 ft > 0 plf First Floor= 8 ft > 320 plf ILL= 670 plf Max Pier Spacing = 9 ft Pier Working Loads: POI-= 6318 lbs 0.75*PLL= 4523 lbs PTL= 10841 lbs Pier Design: Pier Type Helical Pier 1,1 Bracket 4038.1 I t Bracket Capacity= 19700 lbs Therefore ok Reference ICC ESR-1854, Table 1-Foundation Mechanical Ratings of Brackets(Appendix A) Shaft Diameter 2.875" I t Installation Torque,T: Quit= 2(PTL) Quit= Kc(T) where Kc=helix torque factor(ft-l) Shaft Dia Kt 21681 lbsaccording to the following table: 2.375 10 2.875 9 3.5 7 Therefore,T= Quit/Kc Allowable 1-SHAFT= 8200 ft-lbs Therefore ok 4.5 6 2409 ft-lbs Steel Channel Design: Max Span= 9 ft Fy = 36 ksi Max Cantilever= 0 ft Fb= 24.84 ksi °Se STARK FOUNDATIONS • 4001 MAIN STREET,SUITE 305 VANCOUVER WA 98663 P 360.566.7343 E starkd@stadddn.00m 100' +/_ 1 PROPERTY UNE N 2204 SW 308TH STREET ti FEDERAL WAY, WA + i a 0 0 rn N 30' +/- / SW 308TH STREET OSITE PLAN (DI • • - Ille11 STARK 7'-0' 9'-0' jt, 4'-O' FOUNDATIONS 4001 MAIN STREET,SUITE 305 VANCOUVER WA 98663 P 360 566 7343 E'.starkd@slarkidn com 11K 11K 11K • S • •Y\-C ^ 6X8.2 X 21' • 0 -co 1014 C6X8.2 X 18'-\\ 0 I n 6X8.2 X15' 0'4 t 1. .1 0 0 111( 11K I '-0' 3'-6' I- I' 3'-6' NOTE: SEE FLOOR LEVEL /( SURVEY FOR PLAN DIMENSIONS LEGEND C6X8.2 ATTACH TO(E) ,� 0 INDICATES HEUCAL PIER & CONC WALL W/5/8'1 10K UNFACTORED DESIGN LOAD SIMPSON STRONGBOLT II 0 BACKa n (KIPS). SEE DTL 2 24'O.C. W/4' EMBED GRADE N 1=11- I ;F(1114:>F11:11: 11= � �� \-CRAWSPAZNFOUNDATION REPAIR PLAN •OO=\vsb�jEL WA y 1OF W `W�4 I I HIP OT IN (E)FOOTING �, ` �� STANDARD BRACKET WALL POCKET (RAMJACK P/N 4038) WIDTH TO MATCH BRACKET WIDTH IP -, Ili ,, *Ir- 2 7/811 EXTENSIONS(5'OR 7') (RAMJACK P/N 8605 OR 8607) 40843 SS G SSS' PILEEMBEDMENT SHALL BE IDNAL 2 7/8'1 LEAD (5'OR 7') WI 10'1 NO 0' MIN INSTALLED PER THE HELIX(RAMJACK P/N 6129 OR 6130) TORQUE CORRELATION METHOD TO EXPIRES : JULY 13, 2018 ACHIEVE 2X DESIGN LOAD NOTED ON P THE FOUNDATION PLAN. O2 7/8"0 BOLTED HELICAL DETAIL E---"s ICC EVALUATION `,... SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-1854 Reissued February 2015 Revised December 2015 This report is subject to renewal February 2017. www.icc-es.org l (800)423-6587 I (562)699-0543 A Subsidiary of the International Code Council- DIVISION:31 00 00—EARTHWORK 3.0 DESCRIPTION Section:31 63 00—Bored Piles 3.1 General: REPORT HOLDER: .The Ram JackFoundation Systems consist of either helical piles or hydraulically driven steel pilings connected to GREGORY ENTERPRISES,INC. brackets that are in contact and connected with the load- 13655 COUNTY ROAD 1570 ,e. in. o .- io o : s uc r- ADA,OKLAHOMA 74820 (580)332-9980 3.2 System Components: www.ramjeck.com 3.2.1 Helical Pile System—Lead Shafts with Helical str.nreRr antiacko,c o Plates and Extensions: The lead shafts consist of either 2718- or 31/2-inch-outside-diameter(73 or 89 mm) steel pipe ADDITIONAL LISTEE: '-vs. , ... .e .- e , . $ : '1.0 respectively. Helical-shaped discs, welded to the pipe, RAM JACK MANUFACTURING, LLC advance the helical piles into the soil when the pile is 13655 COUNTY ROAD 1570 rotated. The helical discs (plates) are 8, 10, 12 or ADA,OKLAHOMA 74820 14 inches (203, 254, 305 or 356 mm) in diameter, and are cut from 3/8-inch- or /2-inch-thick (9.5 or 12.7 mm) steel EVALUATION SUBJECT: plate. The helical plates are pressed, using a hydraulic press and die, to achieve a 3-inch (76 mm) pitch, and are RAM JACK"HELICAL FOUNDATION&DRIVEN then shop-welded to the helical lead shaft. Figure 1 FOUNDATION SYSTEMS illustrates a typical helical pile. The extensions have shafts similar to the lead sections, except without the helical 1.0 EVALUATION SCOPE plates. The helical pile lead sections and extensions are Compliance with the following codes: connected together by using a threaded pin and box system that consists of an internal threaded box shop-welded into 2015, 2012, 2009 and 2006 International Building Code the trailing end of the helical lead or extension sections and (IBC) an external threaded pin shop-welded into the leading end of helical extension sections. Each extension consists of a 0 2013 Abu Dhabi International Building Code(ADIBC)tthreaded pin and a box on opposing ends. Figure 2 illustrates the helical pin and box connections. The lead 'The ADIBC is based on the 2009 IBC. 2009 IBC code sections shafts and extensions are coated with a polyethylene referenced in this report are the same sections in the ADIBC. copolymer coating complying with the ICC-ES Acceptance Properties evaluated: Criteria for Corrosion Protection of Steel Foundation Systems Using Polymer (EAA) Coatings (AC228), and Structural and geotechnical having a minimum coating thickness of 18 mils (0.46 mm) as described in the approved quality documentation. 2.0 USES 3.2.2 Hydraulically Driven Pile System—Pilings, Ram Jack` Foundation Systems include a helical pile Connectors, Starter, and Guide Sleeve: The pilings system and a hydraulically driven steel piling system. The consist of 27/8-inch-outside-diameter(73 mm) pipe having a helical pile system is used to transfer compressive, tension, nominal shaft thickness of 0.217 inch, in either 3-, 5- or 7- and lateral loads from a new or existing structure to toot-long (914, 1524, or 2134 mm) sections. Connectors soil bearing strata suitable for the applied loads. The used to connect the pilings together are 12-inch-long hydraulically driven steel piling system is used to transfer (305 mm), 23/8-inch-outside-diameter (60.3 mm) pipe compressive loads from existing foundations to load-bearing having a nominal shaft thickness of 0.19 inch,shop crimped soil strata that are adequate to support the downward- and inserted in one end of the piling section so that applied compression loads. Brackets are used to transfer approximately 6 inches of the connector extends out of one the loads from the building foundation to the helical pile end of the piling section. During installation, the subsequent system or the hydraulically driven steel piling system. piling section slides over the connector of the previous piling iCC-ES Esaltiation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed . as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied.as z to any finding or other matter in this report,or as to any product covered be the report. -'-r-^-- Copyright©2015 ICC Evaluation Service,LLC. All rights reserved. Page 1 of 14 ESR-1854 I Most Widely Accepted and Trusted Page 2 of 14 section. Figure 3 illustrates a typical piling used in 3%-inch-outside-diameter (89 mm) pile is inserted through • conjunction with a bracket. The starter consists of a the external guide sleeve. Once the 31/2-inch-outside- 21/8-inch-diameter (73 mm) steel pipe having a nominal diameter (89 mm) pile shaft has been installed through the shaft thickness of 0.217 inch, and a 23/8-inch-outside- external guide sleeve,the pile is cut approximately 6 inches diameter (60.3 mm) pipe having a nominal shaft thickness (152 mm) above the bracket. Two 11/4-inch-diameter of 0.19-inch, which is shop crimped and inserted in one end (32 mm) all-thread bolts are installed into the matching hex of the piling section so that approximately 6 inches of the nuts which are shop-welded to each side of the bracket connector extends out of one end of the piling section. A sleeve. A 214-inch-square-bar support strap is then placed 23/e-inch-diameter-by-'le-inch-thick (3.2 mm by 60.3 mm) over the all-thread bolts and centered on top of the pile.The ASTM A36 steel soil plug is shop-welded inside the support strap is then attached to the bracket with two 21/8-inch (73 mm) starter section against the 23/8-inch 11/4-inch(32 mm)hex nuts screwed down on the all-threads. (60.3 mm)connector. The starter section is jobsite-installed Figure 5 shows additional details. into the end of the initial piling and leads the piling in order 3.2.3.3 Support Bracket #4038.1: This bracket is similar to expand the soil away from the piling with a to the 4021.1 bracket but is designed for lighter loads and 3'/2-inch-outside-diameter (89 mm) steel ring having a is only used with the helical pile system on existing nominal wall thickness of 0.254 inch, shop-welded to the structures to support axial compressive Toads. The bracket starter It 1 inch (25.4 mm) from the bottom edge to 3 reduce skin friction. Figure 4 illustrates a typical starter joint. rs constructed of a /6 inch-thick (9.5 mm) steel plate bent A steel pipe guide sleeve, shown in Figure 3, is used to to a 90 degree ang{e seat measuring 10 inches wide laterally strengthen the driven pile. The starter, guide (254 mm) by 9 inches (229 mm) long on the horizontal leg sleeve, and pilings are coated with and 7 inches (178 mm) long on the vertical leg. The seat is p' g polymer coating welded to a 31/2-inch-outside-diameter (89 mm) steel complying with AC228 and having a minimum coating bracket sleeve.The 2'/8-inch-outside-diameter(73 mm) pile thickness of 18 mils (0.46 mm), as described in the is inserted through the bracket sleeve. Once the 2'/e inch approved quality documentation. outside diameter(73 mm)pile has been installed,the pile is 3.2.3 Brackets: Brackets are constructed from steel plate cut approximately 6 inches above the bracket. Two 1-inch- and steel pipe components, which are factory-welded diameter (25 mm) all-thread bolts are installed in matching together. The different brackets are described in Sections nuts which are factory-welded to each side of the bracket 3.2.3.1 through 3.2.3.7.All brackets are coated with polymer sleeve.A 3/4-inch-thick(19 mm)support strap is then placed coating complying with AC228 and having a minimum over the all-thread bolts and centered on top of the pile.The thickness of 18 mils (0.46 mm), as described in the support strap is then attached to the bracket with two 1-inch approved quality documentation. (25 mm)hex nuts screwed down on the ail-threads.Figure 6 3.2.3.1 Support Bracket#4021.1: This bracket is used to shows additional details. support existing concrete foundations supporting axial 3.2.3.4 Support Bracket #4039.1: This is a low-profile compressive loading. The bracket is constructed of a bracket used to underpin existing structures to support axial 3/6-inch-thick (9.5 mm) steel plate bent to a 90-degree compressive loads where the bottom of the footing is angle seat measuring 10 inches (254 mm) wide by approximately 6 inches to 10 inches below grade. The 9 inches (229 mm) long on the horizontal leg and 7 inches bracket is constructed of a 3/6-inch-thick(9.5 mm)steel plate (178 mm)on the vertical leg. The seat is factory-welded to a measuring 10 inches (254 mm) wide by 6.75 inches 4 /2-inch-outside-diameter (114 mm) steel bracket sleeve (172 mm) long, factory-welded to a 4 /2-inch-outside- having a nominal wall thickness of 0.438 inch. The external diameter(114 mm)steel bracket sleeve.The external guide guide sleeve, a 3 72-inch-outside-diameter (89 mm) steel sleeve, a 31/2-inch-outside-diameter (89 mm) steel pipe, is pipe having a nominal wall thickness of 0.254 inch, is inserted through the bracket sleeve. The 2'/8-inch-outside- inserted through the bracket sleeve. The 2'/8-inch-outside- diameter(73 mm)pile is inserted through the external guide diameter(73 mm)pile is inserted through the external guide sleeve. Once the 21/8-inch-outside-diameter (73 mm) pile sleeve. Once the 2'/8-inch-outside-diameter (73 mm) pile has been installed, the pile is cut approximately 6 inches shaft has been installed through the external guide sleeve, above the bracket. Two 1-inch-diameter (25 mm) all-thread the pile is cut approximately 6 inches above the bracket, bolts are installed in matching hex nuts which are factory- Two 1-inch-diameter (25 mm) all-thread bolts are installed welded to each side of the bracket sleeve. A 3/4-inch-thick into the matching nuts which are factory-welded to each (19 mm) support strap is then placed over the all-thread side of the bracket sleeve. A 3/4-inch-thick (19 mm) support bolts and centered on top of the pile. The support strap is strap measuring 5 inches (127 mm) long by 2 inches then attached to the bracket with two 1-inch (25 mm) hex (51 mm)in width is then placed over the all-thread bolts and nuts screwed down on the all-threads. This bracket can be centered on top of the pile. The support strap is then used with both the helical and driven pile systems. Figure 7 attached to the bracket with two 1-inch (25 mm) hex nuts shows additional details, screwed down on the all-threads. This bracket can be used 3.2.3.5 Slab Bracket #4093: This bracket is used to with both the helical and driven pile systems. Figure 5 underpin and raise existing concrete floor slabs to support shows additional details, axial compressive loading.The slab bracket consists of two 3.2.3.2 Support Bracket#4021.55: The bracket is similar 20-inch-long (508 mm) steel channels (long channels) to the 4021.1 bracket but is designed to support larger axial spaced 3 /2 inches (89 mm) apart, with two sets of 6-inch- compressive loads from existing structures. The bracket is long (152 mm) channels (short channels) welded flange-to- constructed of a3/8-inch-thick (9.5 mm) steel plate bent to a flange(face-to-face)and then factory-welded to the top side 90-degree angle seat measuring 10 inches (254 mm) wide of each end of the long channels.One-quarter-inch-thick-by- by 9 inches (229 mm) long on the horizontal leg and 4-inch-by-5-inch(6 mm by 102 him by 127 mm)steel plates 7 inches (178 mm) on the vertical leg. The seat is factory- are factory-welded on the bottom on each end of the long welded to a 51/2-inch-outside-diameter (140 mm) steel channels. The bracket sleeve is 3/2-inch-outside-diameter bracket sleeve having a nominal wall thickness of (73 mm)steel tube factory-welded to and centered between 0.375 inch.The external sleeve, a 41-inch-outside-diameter the two long channels. Two 1-inch-diameter (25 mm) (114 mm) steel pipe having a nominal wall thickness of coupling hex nuts are factory-welded to the long channels 0,438 inch, is inserted through the bracket sleeve. A on each side of the bracket sleeve. Once the 21/8-inch- ESR-1854 I Most Widely Accepted and Trusted Page 3 of 14 outside-diameter(73 mm)pile has been installed,the pile is conforming to ASTM A500, Grade C, except they have a • cut approximately 6 inches above the bracket. Two 1-inch- minimum yield strength of 65,000 psi (448 MPa) and a diameter (25 mm) all-thread bolts are installed in matching minimum tensile strength of 76,000 psi(524 MPa). hex nuts which are factory-welded to each side of the bracket sleeve. A 3/4-inch-thick (19 mm) support strap is 3.3.4 Brackets: then placed over the all-thread bolts and centered on top of 3.3.4.1 Plates: The 318-inch- and ./2-inch-thick (10 and the pile. The support strap is then attached to the bracket 12.7 mm) steel plates used in the brackets conform with two 1-inch (25 mm) hex nuts screwed down on the all- to ASTM A36, but have a minimum yield strength of threads. This bracket is only used with the helical pile 50,000 psi (345 MPa) and a minimum tensile strength of system. Figure 8 contains additional details. 70,000 psi (483 MPa). The '/4 inch and 5/8-inch-thick 3.2.3.6 New Construction Brackets #4075.1, #4076.1 (6.4 and 15.9 mm) steel plates used in the brackets and #4079.1: These brackets are used with the helical pile conform to ASTM A36, having a minimum yield strength of system in new construction where the steel bearing plate of 36,000 psi (248 MPa) and a minimum tensile strength of the bracket is cast into the new concrete grade beam, 60,000 psi(413 MPa). footing or pile cap concrete foundations. The brackets can3.3.4.2 Channels: The steel channel used in the brackets transfer compression, tension and lateral loads between the conforms to ASTM A36, having a minimum yield strength of pile and the concrete foundation. The 4075.1 has a 36,000 psi (248 MPa) and a minimum tensile strength of '/6-inch-thick-by-4-inch-wide-by-8-inch-long (15.9 mm by 60,000 psi(413 MPa). 102 mm by 203 mm)bearing plate with two predrilled holes. The 4076.1 has a 1-inch-thick-by-9-inch-wide by-9-inch-long 3.3.5 Sleeves: The carbon steel round tube used in the (25 mm by 229 mm by 229 mm) bearing plate with four bracket assembly as a sleeve conforms to ASTM A500, predrilled hoies. The 4079.1 has a '/8-inch-thick-by-8-inch- Grade C, except it has a minimum yield strength of wide-by-8-inch-long (16 mm by 203 by 203 mm) bearing 65,000 psi (448 MPa) and a minimum tensile strength of plate with four predrilled holes. The 4075.1 and 4079.1 80,000 psi(552 MPa). bracket steel bearing plates are factory welded to a 3.3.6 Threaded Rods,Bolts and Nuts: 3 /2-inch-outside-diameter (89 mm) steel sleeve with a predrilled i31,6-inch diameter (20.6 mm) hole. The 4076.1 3.3.6.1 Helical Piles : The threaded pin and box used in bracket steel bearing plate is factory welded to a 2119-inch- connecting the 27/8-inch-diameter (73 mm) helical lead outside-diameter (73 mm) steel sleeve with predrilled shafts and extensions together conform to ASTM A29, .3/16-inch-diameter(20.6 mm)holes.The 4075.1 and 4079.1 Grade 4140, having a minimum yield strength of 55,000 psi brackets are used with the 2'/3-inch-diameter helical piles. (379 MPa) and a minimum tensile strength of 80,000 psi The 4076.1 bracket is used with the 3.5-inch-diameter (552 MPa). The threaded pin and box used in connecting helical piles. The bracket is embedded into the foundation the 3112-inch-diameter (89 mm) helical lead shafts and unit to provide the effective cover depth and to transfer the extensions together conform to ASTM A29, Grade 4140, tensile and compressive forces between steel bearing plate having a minimum yield strength of 55,000 psi (379 MPa) and surrounding concrete. The bracket is attached to the and a minimum tensile strength of 80,000 psi(552 MPa). pile shaft with either one or two''/4-inch-diameter(19.1 mm) 3.3.6.2 All Other Fastening Assemblies (Including through-bolts, as shown in Table 3B of this report, to Brackets): The threaded rods conform to ASTM A307 and complete the transfer of tension forces to the pile shaft. ASTM A449. The nuts conform to ASTM A563, Grade DH. Figure 9 contains additional details. The threaded rods and nuts are Class B hot-dipped 3.2.3.7 #4550.2875.1 Tieback Bracket Assembly: This galvanized in accordance with ASTM A153. Through-bolts assembly is used with a helical pile and is only designed for used to connect the new construction bracket and tieback tension loads. The assembly consists of two major bracket assembly to the pile to transfer tension forces components, a tieback connection with rod and a tieback conform to ASTM A325 Type I and must be hot-dip plate. The tieback connection is a 23/8-inch-diameter galvanized in accordance with ASTM A153. (60 mm) steel sleeve with two predrilled holes to accept 4.0 DESIGN AND INSTALLATION through-bolts for the connection to the helical pile pipe. One end of the steel sleeve has a 1 /2-inch-diameter 4.1 Design: (38 mm) hex nut factory-welded to the sleeve to accept a 1.'12-inch-diameter (38 mm) all-thread rod that extends 4.1.1 Helical Pile: Structural calculations and drawings, through the wall being supported. The tieback plate is an prepared by a registered design professional, must be 8-inch-deep (203 mm) channel with a stiffening plate submitted to the code official for each project, based on with a 1748-inch-diameter (48 mm) hole in its center. The accepted engineering principles, as described in IBC assembly is secured with a 11/2-inch-by-./2-inch (38 by Section 1604.4 and 2015, 2012 and 2009 IBC Section 1810 12.7 mm) wedge washer and nut. Figure 10 showsand 2006 IBC Section 1808, as applicable. The load values additional details. (capacities)shown in this report are based on the Allowable Strength Design (ASD) method. The structural analysis 3.3 Material Specifications: must consider all applicable internal forces (shear, bending 3.3.1 Helix Plates: The carbon steel plates conform to moments and torsional moments, if applicable) due to ASTM A36, except they have a minimum yield strength of applied loads, structural eccentricity and maximum span(s) 50,000 psi (345 MPa) and a minimum tensile strength of between helical foundations. The result of the analysis and 70,000 psi(483 MPa). the structural capacities must be used to select a helical 3.3.2 Helical Pile Lead Shafts and Extensions:The lead foundation system based on the structural and geotechnical shafts and extensions are carbon steel round tubes that demands. The minimum embedment depth for various loading conditions must be included based on the most conform to ASTM A500, Grade C, except they have a stringent requirements of the following: engineering minimum yield strength of 65,000 psi (448 MPa) and a analysis, tested conditions described in this report, site- minimum tensile strength of 76,000 psi (524 MPa). specific geotechnical investigation report, and site-specific 3.3.3 Piling Sections: The piling sections, connectors, load tests, if applicable. For helical foundation systems starters and guide sleeves are carbon steel round tube subject to combined lateral and axial (compression or ESR-1854 I Most Widely Accepted and Trusted Page 8 of 14 5.9 Engineering calculations and drawings, in accordance and 2009 IBC Section 1810.3.6 (second paragraph) • with recognized engineering principles and design and 2006 IBC Section 1808.2.7, are outside the scope parameters as described in IBC Section 1604.4, and in of this evaluation report. Compliance must be compliance with Section 4.1 of this report, are addressed by the registered design professional for prepared by a registered design professional and each site, and the work of the design professional is approved by the building official. subject to approval by the code official. 5.10 A soils investigation for each project site must be 5.13 Settlement of the helical pile is outside the scope of provided to the building official for approval in this evaluation report and must be determined by a accordance with Section 4.1.1 of this report. registered design professional as required in 2015, 5.11 In order to avoid group efficiency effects, an analysis 2012 and 2009 IBC Section 1810.2.3 and 2006 IBC prepared by a registered design professional must be 1808.2.12. submitted where the center-to-center spacing of axially 5.14 The interaction between the hydraulically driven pile loaded helical piles is less than three times the system and the soil is outside the scope of this report. diameter of the largest helix plate at the depth of 5.15 The Ram Jack''Foundation Systems are manufactured bearing. An analysis prepared by a registered design at the Ram Jack Manufacturing, LLC,facility located in professional must also be submitted where the center- Ada, Oklahoma, under a quality-control program with to-center spacing of laterally loaded helical piles is less inspections by ICC-ES. than eight times the least horizontal dimension of the pile shaft at the ground surface. Spacing between 6.0 EVIDENCE SUBMITTED helical plates must not be less than 3D, where D is the Data in accordance with the ICC-ES Acceptance Criteria for diameter of the largest helical plate measured from the Helical Foundation Systems and Devices (AC358), dated edge of the helical plate to the edge of the helical plate June 2013(editorially revised September 2014). of the adjacent helical pile;or 4D,where the spacing is measured from the center-to-center of the adjacent 7.0 IDENTIFICATION helical pile plates. The Ram Jack`" Helical Foundation & Driven Foundation 5.12 Connection of the side load bracket or the repair System components are identified by a tag or label bearing bracket as it relates to seismic forces and the the Ram Jack logo, the name and address of Gregory provisions found in 2015,2012 and 2009 IBC Sections Enterprises, Inc., the catalog number, the product 1810.3.11.1 and 1810.3.6.1 and 2006 IBC Section description,and the evaluation report number(ESR-1854). 1808.2.23.1, and for all buildings under 2015, 2012 TABLE 1-FOUNDATION STRENGTH RATINGS OF BRACKETS' PRODUCT rES RI-TIrN • LI I ' •LL•W•B CAPACITY NUMBER (inches) ips) Compression Tension Lateral 4021.1 Side load bracket 22/e 33.65'5 N/A N/A 4021.55 Side load bracket 31/2 55.12'' N/A N/A 4038.1 Side load bracket 2'/e 19.70'5 N/A N/A 4039.1 Side load bracket 2'/e 32.07'' N/A N/A 4075.1 New construction 2'/e See Table 3A See Table 3B 1.492'' 4079.1 New construction 2'/8 See Table 3A See Table 3B 1.4975 4076 New construction 31 See Table 3A See Table 3B 2.792•5 4093.1 Slab bracket 2'/e See Table 5 N/A N/A 4550.2875.1 Tieback assembly 27/e 27.9 @ 20°angle(tension only)4 5 27.6 @ 30'angle(tension only) For Si;1 inch=25.4 mm,1 kip(1000 Ibf)=4.48 kN. 'Load capacity is based on full scale load tests per AC358 with an installed 5'-0"unbraced pile length having a maximum of one coupling per 2015,2012 and 2009 IBC Section 1810.2.1 and 2006 IBC 1808.2.9.2.A 4-foot-long guide sleeve must be installed at the top of the shaft as required in Figures 3,5 and 7.Side load bracket must be concentrically loaded. Side load bracket plate must be fully engaged with bottom of concrete foundation. Only localized limit states such as mechanical strength of steel components and concrete bearing have been evaluated. 2Lateral load capacity is based on lateral load tests performed in firm clay soil per Section 4.1.1 of this report.For any other soil condition,the lateral capacity of the pile must be determined by a registered design professional. The bracket must be installed with minimum embedment of 3 inches when measured from the bottom of the concrete foundation to the bottom of the bracket plate. Minimum width of footing must be 12 inches. 3The capacities listed in Table 1 assume the structure is sidesway braced per 2015,2012 and 2009 IBC Section 1810.2.2 and 2006 IBC Section 1808.2.5. 'Tieback assemblies must be installed in accordance with Section 4.2.5 of this report. Only localized limit states such as mechanical strength of steel components and concrete bearing have been evaluated. The tieback assembly must be installed to support a minimum 6-inch-thick concrete wall. Two through bolts are required for connection between bracket sleeve and helical shaft.Bolts must be 3/4-inch diameter complying with ASTM A325 and installed snug-tight with threads excluded. 5The tabulated values are based on installation with normal-weight concrete having a minimum compressive strength of 2500 psi(17.23 MPa). N/A=not applicable. ESR-18541 'o- ''Ge '•ce. e. a ' s .. -age 12of14 TABLE 6—ALLOWABLE TENSION AND COMPRESSION LOADS FOR HELICAL PLATES(KIPS) Ii- I COMPRESSION Di:m• =rt el' -I •IleSh-ft Dia -t- i he Now— --- - low+r W+r w W — 6 - 8 63.29 79.84 • 10 55.51 66.29 12 39.40 65.74 14 42.07 60.42 For SI:1 inch=25.4 mm;1 kip=1000 tbf=4.45 kN. 'Allowable load values are for helical plates made from 319-inch thick steel,except for the 14-inch diameter plate,which is made from'/-inch thick steel. ftT RETAAINtN0 DiaL E o PLATE 3 r mict= - oh.-c 3xa S"EEL PLATE 7 oo.-s r 3 x A MYTrRAU\L T EIFAD I) CONNECTION i .._. 3'PITCH '^\'' OD-'A TYPICAL 1,FAD TYPICAL SECTION EXTENSION FIGURE 1—TYPICAL HELICAL PILE AND PLATE SPACING CHARACTERISTICS iii"p} THREADED THREADED PILING BOX /— PIN ill --–— 9 DRIVE PIN HOLE 2 '%"O PILING INTERNAL THREADED CONNECTION 3yz-0 THREADED THREADED PILING–' BOX–\ PIN \\\71 !:;ll* llll9 __,_ ...._ DRIVE PIN HOLE 3 ', "O PILING INTERNAL THREADED CONNECTION FIGURE 2—TYPICAL HELICAL PILE SYSTEM INTERNAL THREADED CONNECTION DETAIL 411e. STARK 4001 Main Street, Suite 305 FOUNDATIONS Vancouver WA, 98663 P: 360.566.7343 June 12, 2017 Mr. Ken Marquardt Ram Jack West 850 Bethel Drive Eugene, Oregon 97402 Re: Special Inspection—2204 SW 308th Street, Federal Way, Washington Permit No.: 17-102629 00 Dear Ken- I have performed the special inspection of the installation of the helical anchors per ICC ESR- 1854 for the above-referenced project. Helical Anchor- Installation The helical anchor used for installation was a 2 7/8"diameter pipe with a 10"diameter helix configuration. The installation was performed by Ram Jack West, certified installers for Ram Jack products using a 2.5K drive head. The maximum axial load requirement for this project is 11,000 lbs working load (22,000 lbs ultimate). The anchors were driven to depths of 5—9 feet with a minimum installation pressure of 3,000 psi. This results in an ultimate axial capacity of 25,002 lbs, exceeding the required ultimate load per the design documents. Summary Based on my special inspection and structural observation,the helical anchors were installed according to the engineering design load requirements and according to ESR-1854. Please give our office a call if you have any questions or need further assistance. Regards, _ 1.1IEL WA ,,,t, ,41,‘,Nc4t, Daniel Stark, P.E. S- Stark Foundations, Inc. 7----) � .i7 itt ' *r Attachments: Drive Log Helical Driver Torque Chart 40843 i' 4P s1E� • ' IONAL EXPIRES : JULY 13, 2018 Page 1 of 3 ISd H1d34 r, L c ISd ai on c w o c Hlda v a a ISd +J To u v Hld3a I g ISd v H1d3G C7 = 4O > ISd yz ,i, p W J 1.4 G l.n H1dJG .Ct N a ISd S Q H H1d34 L.;J 011/ ISd 4 1-11d34 c c t if CS' ISd nrSZ Lf. ` ci rte, o -0 r Hld3a; �- ---, ,; i r—. ).,,, 0.,, ! 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PROJECT VALUATION ZONING ASSESSOR'S TAX/PARCEL# $ I(P , (0Ha • N(o TYPE OF PERMIT W3 BUILDING ❑PLUMBING ❑ MECHANICAL ❑ DEMOLITION ❑ ENGINEERING ❑ FIRE PREVENTION NAME OF PROJECTp ' . '-. ` C�i�.,k n fes I d��6e PROJECT DESCRIPTION R.Q M 3 QGA. l�i\ Ivt S k A,�\ go (-(e t;co,\ ?l I`C,S 1h5 Detailed description of work to S V f'b(k 6.✓i A S\v.)"i ti ze cw rt 8.0.A ;on • be included on this permit only NAME - PRIMARY PHONE PROPERTY OWNER �ro.�, Cr6`C6 ;253 3To • 18 9 S MAILING ADDRESSE- AIL 17o 5W 3o/"" 5k• 7jrd-okCral® C STATE ZIP t 'e a eV- wail Wit e(%O Z'3 Co a c54- • ne.k-- NAME PHONE 1Zrkvn -s-A04. we$k-- Sal\ • 6%55.1)11 MAILING ADDRESS E-MAIL CONTRACTOR ( 4`t D L-( les Moines eiterraor i A l Pr• j • CIT STATE ZIP FAX 4 4-0..C. W4, a'$ ILi9 WA STATE CONTRACTOR'S LICENSE# EXPIRATION DATE FEDERAL WAY BUSINESS LICENSE# ie.Pi I- SR\n1*-65-Z P./ / / SAM LO YotA n` PRIMARY PHONE 1ecz • I1 7.' APPLICANT MAILING ADDREAS VE-MAIL /1 90 q p es Nb i r\ps Meri‘O"r a 1 pr• 5• Korr,y6) ro,rn S etGvc1••vcs I- C12YC�yK�.- l 0 l S�TAAE ZIP cf 5 i i-�j FAX •/�U)y1 N PRID#4RY PHONE � PROJECT CONTACT 'e� 5-` ` ` 'c a ' (Ci 1 (The individual to receive and MAILING AD SS E-MAIL respond to all correspondence /7-WI Pe5 Mo l h eS MCote3ne I P r• S • concerning this application) CITY STATE ZIP S+,./ 'f(+� FAX Se-A. _l`6 4 NAME PROJECT FINANCING 'OWNER-FINANCED When value is$5,000 or more MAILING ADDRESS,CITY,STATE,ZIP PHONE (RCW 19.27.095) I certify under penalty of perjury that I am the property owner or authorized agent of the property owner.I certify that to the best of my knowledge, the information submitted in support of this permit application is true and correct.I certify that I will comply with all applicable City of Federal Way regulations pertaining to the work authorized by the issuance of a permit. I understand that the issuance of this permit does not remove the owner's responsibility for compliance with local, state, or federal laws regulating construction or environmental laws. I further agree to hold harmless the City of Federal Way as to any claim(including costs,expenses,and attorneys'fees incurred in the investigation and defense of such claim),which may be made by any person,including the undersigned,and filed against the city, but only where such claim arises out of the reliance of the city, including its officers and employees, upon the accuracy of the information supplied to the city as a part of this application. SIGNATURE: 4 DATE (/I! l r -7 PRINT NAME: • . &.C- Bulletin#100—January 29,2016 Page 1 of 2 k:AHandouts\Permit Application