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Permit D18-0333 - WELLS FARGO - WEDGE AWNING
WELLS FARGO 18035 SPERRY DR EXPIRED 04/30/2019 D18-0333 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 2623049094 Permit Number: 018-0333 18035 SPERRY DR Project Name: WELLS FARGO Issue Date: Permit Expires On: 11/1/2018 4/30/2019 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: HIGHLAND PARK PROPERTIES L 495 ANDOVER PARK BLVD E , TUKWILA, WA, 98188 LUKE WALKER 18375 OLYMPIC AVE S , TUKWILA, WA, 98188 RAINIER INDUSTRIES LTD 18375 OLYMPIC AV S , TUKWILA, WA, 98188 RAI N I I L066QP RAINIER INDUSTRIES 18375 OLYMOIC AVE S , TUKWILA, WA, 98188 Phone: (425) 981-1214 Phone: (425) 251-1800 Expiration Date: 1/11/2019 DESCRIPTION OF WORK: INSTALLATION OF WEDGE AWNING. Project Valuation: $4,957.00 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: Electrical Service Provided by: TUKWILA Fees Collected: $362.05 Occupancy per IBC: B Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: /Th /-" Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: Date: 11—I—' 6 I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign 'and obtain this development permit and agree to the conditions attached to this permit. Signature: -.7//t/e6-.''/ 1 t (� Print Name: �t/i, C� t? / ALk.L Date: Mid This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 5: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 6: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 7: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 8: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 9: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 10: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 4046 SI-EPDXY/EXP CONC 4004 SI -WELDING CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TulcwilaWA.gov Building Permit No. bt,?-- d 333 Project No. Date Application Accepted: Date Application Expires: - (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 18035 W Sperry Drive Tenant Name: Wells Fargo PROPERTY OWNER Name: Luke Walker Name: Wells Fargo City: Tukwila State: WA Zip: 98188 Address: 22408 18035 W Sperry Drive Email: lukew@rainier.com City: Tukwila State: WA Zip: 98188 CONTACT PERSON — person receiving all project communication Name: Luke Walker Address: 18375 Olympic Ave S City: Tukwila State: WA Zip: 98188 Phone: (425) 981-1214 Fax: Email: lukew@rainier.com GENERAL CONTRACTOR INFORMATION Company Name: Rainier Industries Address: 18375 Olympic Ave S City: Tukwila State: WA Zip: 98188 Phone: (425) 251-1800 Fax: Contr Reg No.: RAINIIL066QP Exp Date: 01/11/2019 Tukwila Business License No.: BUS -0100320 H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh King Co Assessor's Tax No.: 362304-9094 Suite Number: Floor: New Tenant: ❑ Yes J ..No ARCHITECT OF RECORD Name: Rainier Industries Company Name: Rainier Industries Company Name: Engineer Name: Chris Kent Architect Name: City: Tukwila State: WA Address: Phone: (425) 981-1214 Fax: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Name: Rainier Industries Company Name: Rainier Industries City: Tukwila State: WA Zip: 98188 Engineer Name: Chris Kent Address: 18375 Olympic Ave S City: Tukwila State: WA Zip: 98188 Phone: (425) 981-1214 Fax: Email: chrisk@rainier.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Rainier Industries Address: 18375 Olympic Ave S City: Tukwila State: WA Zip: 98188 Page 1 of 4 1 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 4,957 Describe the scope of work (please provide detailed information): Installation of wedge awning Will there be new rack storage? ❑ Yes Existing Building Valuation: $ 2,461,000 m.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If"yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify)_ Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1st Floor 79,264 160 rd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If"yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify)_ Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ...Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate ❑ .. Highline ❑ ...Valley View ❑ .. Renton ❑ ...Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) O ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): 0 ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance O ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way 0 ❑ ...Total Cut O ...Total Fill cubic yards cubic yards 0 ...Sanitary Side Sewer 0 ...Cap or Remove Utilities O ...Frontage Improvements ❑ ...Traffic Control O ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Geotechnical Report O .. Maintenance Agreement(s) ❑ ...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ... Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank 0 .. Curb Cut ❑ .. Pavement Cut 0 .. Looped Fire Line 0 ...Permanent Water Meter Size... WO # 0 .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation 0 .. Utility Undergrounding ❑ ...Temporary Water Meter Size .. WO # O ...Water Only Meter Size WO # ❑...Deduct Water Meter Size ❑ ...Sewer Main Extension Public 0 Private ❑ 0 ...Water Main Extension Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ... Water ❑ ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Forms-Applications On Line\20I 1 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Luke Walker D'gita,IiikedbyWk11Waar �all�/r� Date:2017.11.alk1.4=RainierlMus7ies,au, emaikluken@rainier<om, aUS Signature: DaM3UiI.i,.DI08: 1=,-0 m• Date: Print Name: Luke Walker Day Telephone: (425) 981-1214 Mailing Address: 18375 Olympic Ave S Tukwila WA 98188 City State Zip H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT 1 PermitTRAK QUANTITY PAID $362.05 D18-0333 Address: 18035 SPERRY DR Apn: 2623049094 $362.05 Credit Card Fee $10.55 Credit Card Fee R000.369.908.00.00 0.00 $10.55 DEVELOPMENT $341.90 PERMIT FEE R000.322.100.00.00 0.00 $192.06 PLAN CHECK FEE R000.345.830.00.00 0.00 $124.84 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $25.00 TECHNOLOGY FEE $9.60 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R15657 R000.322.900.04.00 0.00 $9.60 $362.05 Date Paid: Thursday, October 18, 2018 Paid By: UKE WALKER Pay Method: CREDIT CARD 055282 Printed: Thursday, October 18, 2018 11:59 AM 1 of 1 SYSTEMS CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 10/18/2018 11:58:35 AM CREDIT CARD SALE MASTERCARD CARD NUMBER: **********1300 K TRAN AMOUNT: $362.05 APPROVAL CD: 055282 RECORD #: 000 CLERK ID: Bill Thank you! Customer Copy Page 2 of 2 https://classic.convergepay.com/VirtualMerchant/transaction. do?dispatchMethod=printTr... 10/18/2018 D E 2 3 4 GENERAL NOTES 1. THESE DRAWINGS HAVE BEEN PREPARED PRIMARILY TO SAFEGUARD AGAINST MAJOR STRUCTURAL DAMAGE AND LOSS OF LIFE, NOT TO LIMIT DAMAGE OR MAINTAIN FUNCTION -AS PER REQUIREMENTS OF THE CURRENT ACCEPTED BUILDING CODE AS LISTED IN THE BASIS FOR DESIGN. 2. AN EXPERIENCED LICENSED CONTRACTOR WITH A WORKING KNOWLEDGE OF APPLICABLE CODES AND INDUSTRY ACCEPTED STANDARD PRACTICES SHALL PERFORM THE WORK DEPICTED IN THESE DRAWINGS. 3. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE CURRENT GOVERNING BUILDING CODE AND INDUSTRY SPECIFIC SPECIFICATIONS AND STANDARDS. THE CONTRACTOR SHALL COMPLY WITH REQUIREMENTS OF ALL REGULATORY AGENCIES WITH AUTHORITY OVER ANY PORTION OF THE WORK. WORK NOT EXPLICITLY SHOWN ON THESE DRAWINGS SHALL CONFORM TO ALL APPLICABLE CODES AND ACCEPTED STANDARD PRACTICES. 4. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND CONDITIONS ON THESE DRAWINGS WITH THE ARCHITECTURAL AND ALL OTHER DISCIPLINE DRAWINGS PRIOR TO START OF CONSTRUCTION. NOTIFY ARCHITECT OR EOR IN WRITING BEFORE THE START OF CONSTRUCTION REGARDING DISCREPANCIES, OMISSIONS OR VARIATIONS, OR THEY SHALL BECOME THE SOLE RESPONSIBILITY OF THE CONTRACTOR. NOTES AND THE SPECIFIC DETAILS ON THESE DRAWINGS TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. 5. CONSTRUCTION METHODS ARE NOT INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL METHODS, SEQUENCES AND PROCEDURES OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING, FORMWORK, ETC. AS REQUIRED FOR THE PROTECTION OF LIFE AND PROPERTY DURING CONSTRUCTION. 6. OPENINGS, POCKETS, ETC. LARGER THAN 6 INCHES SHALL NOT BE PLACED IN STRUCTURAL MEMBERS UNLESS SPECIFICALLY DETAILED ON THESE DRAWINGS. WHEN DRAWINGS BY OTHERS SHOW ITEMS IN STRUCTURAL MEMBERS NOT SHOWN ON THE STRUCTURAL DRAWINGS, NOTIFY THE ENGINEER IN WRITING TO DETERMINE CORRECT DISPOSITION. 7. SITE VISITS BY THE EOR ARE A RESOURCE FOR THE CONTRACTOR AND SHALL NOT BE CONSIDERED AS SPECIAL INSPECTIONS. 8. GENERAL INSPECTION AND SPECIAL INSPECTION SHALL BE PERFORMED DURING CONSTRUCTION AS REQUIRED BY THE LOCAL GOVERNING MUNICIPALITY. BASIS FOR DESIGN 1. GOVERNING BUILDING CODE: 2015 INTERNATIONAL BUILDING CODE 2. RISK CATEGORY: II 3. ROOF LOADS: DEAD LOAD = SELF WEIGHT + 0.25 PSF MISC. DEAD LOAD LIVE LOAD = 5 PSF (NON-REDUCIBLE) SNOW LOAD = 25 PSF (MINIMUM REQUIRED SNOW LOAD) 4. WIND DESIGN: BASIC WIND SPEED = 110 MPH WIND EXPOSURE = C RISK CATEGORY: II MEAN ROOF HEIGHT = LESS THAN 15'-0" 5. SEISMIC DESIGN: WIND LOADS GOVERN LATERAL STRUCTURAL DESIGN. iSFr/V.7,7 1110:1:1:72J F O 1: Mcche.nicat Ell Electrical Plumbing Gas Piping i of Tukwila AA1 3 4 20ia FILE COPY Perms leo. PIS' d'� J 1. ,AP 3 0 2013 Plan review e : Koval i3 s;ub;oct to errors and cm!ss!ons. Approval of collo:n. ::on documents does not ci ionize the violation of c:l'; op ed cods cr ord:n o,co. Coco!pt of approved Fiold Coy and cond!tions is ccknr: lod cd; Ey: 4/0- 74 Date: 11/1/7 Cllr° °.I3 BUILDING DIVISION REVISIONS No changes shall be mcide to the scope of work withcl:t prior approval of Tukwila Building Division 'OTE: Revisions will requiro n n F I _;n submittal ani l may inc:ude a d :;.Zonal plan re,. -'n," fees FILE NAME: P:\DTSIDEVELOPMENTIJL FACILITY SOLUTIONS1407329 - WEDGE AWNING1407329-1-1 - WEDGE AWNING\DRAWING\ 5 10.15.2018 6 7 REVI =WED FOR 8 CODE cat/TT:m1CC APPROVED 1. ALL ALUMINUM ALUMINUM dLNLMI NT 1. ALL ALUMINUM ALLOYS SHALL BE MINIMUM 6061-T6 WIT (ul[(tG D S I CESS 35 KSI, U.N.O. N 2. ALL ALUMINUM WELDS SHALL CONFORM TO CURRENT ALUMINUM CPCCIrIGATI -m 3. ALUMINUM PARTS SHALL BE WELDED WITH AN INERT GAS SHIELDED ARC OR RESISTANCE WELDING PROCESS. NO WELDING PROCESS THAT REQUIRES A WELDING FLUX SHALL BE USED. ONLY FILLER ALLOYS COMPLYING WITH THE GOVERNING CODE AND SPECIFICATIONS REQUIREMENTS SHALL BE USED. 4. ALL WELDS OF STRUCTURAL MEMBERS SHALL BE PERFORMED BY WELDERS QUALIFIED IN ACCORDANCE WITH THE GOVERNING CODE PROCEDURES. 5. WELDING OF ALUMINUM SHALL BE IN ACCORDANCE WITH NATIONALLY RECOGNIZED STANDARDS. 6. OXYGEN CUTTING OF ALUMINUM ALLOYS SHALL NOT BE PERMITTED. 7. WHERE ALUMINUM ALLOY PARTS ARE IN CONTACT WITH DISSIMILAR METALS (OTHER THAN STAINLESS, ALUMINIZED OR GALVANIZED STEEL) OR ABSORBENT BUILDING MATERIALS LIKELY TO BE CONTINUOUSLY OR INTERMITTENTLY WET, THE FAYING SURFACES SHALL BE PAINTED OR OTHERWISE SEPARATED IN ACCORDANCE WITH THE CURRENT ALUMINUM SPECIFICATIONS. 8. DURING ERECTION, STRUCTURAL ALUMINUM SHALL BE ADEQUATELY BRACED AND FASTENED TO RESIST DEAD, WIND AND ERECTION LOADS. OCT 2 3 2018 1242 FASTENERS 1. SCREWS SHALL BE SELF -TAPPING HEX HEAD SHEET METAL SCREWS WITH CURRENT ICBO/ICC RATING FOR MATERIAL INTO WHICH INSTALLATION OCCURS. 2. SCREWS WHICH ARE REMOVED SHALL BE REPLACED WITH A LARGER DIAMETER SCREW WHERE REPLACEMENT IS MADE INTO AN EXISTING HOLE. REPLACE ALL SCREWS WHICH STRIP OUT MATERIAL. 3. SCREWS SHALL BE SPACED NO CLOSER THAN 5/8" O.C. AND MAINTAIN A MINIMUM FREE EDGE DISTANCE OF 1/2", U.N.O. 4. CLIP ANGLES OR FLAT CLIPS USED FOR ATTACHMENT SHALL BE A MINIMUM OF 33 MILS, U.N.O. SIZE ALL CLIP ANGLES AND FLAT CLIPS TO MAINTAIN MINIMUM SCREW SPACING AND EDGE DISTANCES AS NOTED ABOVE. 5. ALL SCREWS #8 AND LARGER SHALL HAVE A MINIMUM HEAD SIZE OF 5/16". ALL SCREWS SHALL HAVE SUFFICIENT LENGTH TO ENSURE PENETRATION INTO ALUMINUM/STEEL BY AT LEAST (2) FULL DIAMETER THREADS. 6. ALL SCREWS SHALL BE A MINIMUM OF #8 SELF -TAPPING SCREWS, U.N.O. 7. ALL ANCHORS INSTALLED INTO CONCRETE SHALL BE HILTI KB TZ EXPANSION ANCHORS (ESR -1917) OR HILTI HIT -RE 500-V3 ADHESIVE ANCHORS (ESR -3814). ALL ANCHORS INSTALLED INTO CMU SHALL BE HILTI KB III EXPANSION ANCHORS (ESR -1385) OR HILTI HIT HY-150 ADHESIVE ANCHORS (ESR -1967). APPROVED EQUIVALENT ANCHORS WITH CURRENT ICBO/ICC REPORTS MAY BE USED AT THE CONTRACTOR's DISCRETION. 8. ALL BOLTS SHALL BE INSTALLED AS BEARING -TYPE CONNECTIONS WITH THREADS EXCLUDED FROM SHEAR PLANE (TYPE "X" CONNECTION), U.N.O. HIGH-STRENGTH BOLTS SHALL BE SNUG TIGHTENED USING ANY AISC APPROVED METHOD AND DO NOT REQUIRE SPECIAL INSPECTIONS UNLESS NOTED OTHERWISE. ALL BOLTS IN SLOTTED OR OVERSIZE HOLES AND ALL HIGH-STRENGTH BOLTS SHALL BE INSTALLED WITH WASHERS. SPECIAL INSPECTION 1. ALL REQUIRED SPECIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH THE CURRENT ACCEPTED BUILDING CODE. CHECK WITH THE LOCAL BUILDING DEPARTMENT FOR REQUIRED SPECIAL INSPECTIONS. 2. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE LOCAL BUILDING DEPARTMENT, FOR THE INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION. 3. THE SPECIAL INSPECTOR SHALL INSPECT THE WORK ASSIGNED FOR CONFORMANCE WITH THE APPROVED CONTRACT DRAWINGS AND SPECIFICATIONS. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE LOCAL BUILDING DEPARTMENT, THE EOR AND OTHER DESIGNATED PERSONS REQUIRED BY THE GOVERNING BUILDING OFFICIAL. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, AND THEN IF UNCORRECTED IN A REASONABLE PERIOD OF TIME, THE EOR AND THE BUILDING OFFICIAL SHALL BE NOTIFIED. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE INSPECTORS KNOWLEDGE, CONSTRUCTED IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE BUILDING CODE PROVISIONS 4. INSPECTORS SHALL INSPECT FROM AN APPROVED SET OF CONTRACT DRAWINGS, SHOP DRAWINGS SHALL NOT BE USED IN LIEU OF THE APPROVED CONTRACT DRAWINGS FOR INSPECTION PURPOSES. 5. CERTIFICATE OF APPROVAL REGARDING MATERIALS AND INSPECTION OF PREFABRICATED ITEMS SHALL BE PROVIDED IN ACCORDANCE WITH THE CURRENT ACCEPTED BUILDING CODE. A19- aS33 CITY OF TUKWILA OCT 18 2018 WEDGE AWNING .X=±1/4" .XX =±1/16" ANGLES =± 1° JLFACILITY SOLUTIONS PE annc) RAINIER INDUSTRIES LTD CENTE114 407329.1-1 OTES PO.5 1 2 3 4 5 6 7 8 PROPOSED NEW AWNING CUSTOMER NOTES: • FRAME TO BE TIG WELDED ALUMINUM - MILL FINISH FABRIC TO BE SUNBRELLA FIRESIST - CRIMSON RED ALL DIMENSIONS PRELIMINARY PENDING FIELD VERIFICATION REVISIONS HISTORY REV DESCRIPTION BY DATE APPR A PRELIMINARY DWG CEK 9/19/2018 B UPDATED TO ENG. REDLINES CEK 10/15/2018 FUNCTION: TO PROVIDE COVER NOTES: ORIGINAL DESIGN CONCEPTS ARE PROTECTED UNDER FEDERAL COPYRIGHT LAWS AND ARE THE PROPERTY OF RAINIER INDUSTRIES, LTD. ANY REPRODUCTION OF THIS DESIGN CONCEPT WITHOUT WRITTEN CONSENT IS EXPRESSLY FORBIDDEN. DELIVERABLES DESCRIPTION WEDGE AWNING, 96" WIDE, 42" TALL, 72" DEEP, 8" TRUSS QTY 1 FILE NAME: P:\DTSIDEVELOPMENTIJL FACILITY SOLUTIONS1407329 - WEDGE AWNING1407329-1-1 - WEDGE AWNING\DRAWING\ ISOMETRIC VIEW OF COMPLETE ASSEMBLY QTY (1) APR 30 280 10.15.2018 REVIEWED CODE COMPLIANCE APPROVED OCT 23 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 18 2013 PERMIT CENTER SHEET INDEX PAGE SHEET DESCRIPTION DEPARTMENT P0.5 GENERAL ENGINEERING NOTES ALL P1 SCOPE OF WORK P2 SITE PLAN P3 ELEVATION VIEW P4 ISOMETRIC CUT LIST M P5 FRAME DETAIL M WEDGE -AWNING .X=±1/4" .XX = ± 1/16" ANGLES =± 1° JL FACILITY SOLUTIONS SCOPE OF WORK /`- PhINICl7 RAINIER INDUSTRIES LTD N/A 407329-1.1 P1 1 2 3 4 5 6 7 8 An a 0 2tri3 APR 30 2re. PROPERTY LINE PROPOSED n 6-0 AWNING' 18035 W Sperry Drive Tukwila WA 98188 17417./7, :, t „� Ki1', . PARCEL #362304-9094 r - r SITE PLAN ® A Scale: fit' =1'-0" 10.15.2018 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 23 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 18 2018 PERMIT CENTER WEDGE AWNING .X = ± 1/4" JL FACILITY SOLUTIONS .XX =±1/16" ANGLES = ± 1° "mom" SITE PLAN VI RAINIER INDUSTRIES LTD N/A �. 407329-1-1 P2 8 D E 96" A� 11 II ELEVATION VIEW OF COMPELTE ASSEMBLY EXISTING CONCRETE WALL AR 3 U 2i" 1" SINGLE Z BRACKET 1/4"-20 X 1" TEK SCREW 3/8"-16 SS LOCKNUT 3/8" SS WASHER TYP. UPPER ATTACHMENT DETAIL E EVERY 24" MIN. Hilti KB -TZ 3/8"-16 x 5" SS 304 3/8" SS WASHER 3/8"-16 SS LOCKNUT 1/4"-20 X 1"TEK SCREW SECTION A -A EXISTING CONCRETE WALL 1" SINGLE Z BRACKET TYP. LOWER ATTACHMENT DETAIL F Hilti KB -TZ 3/8"-16 x 5" SS 304 10.15.2018 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 23 2E18 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 18 21)18 PERMIT CENTER WEDGTAWNING .X=±1/4" .XX = ± 1/16" ANGLES = ± 1° L FACILITY SOLUTIONS ELEVATION VIEW DRAINIER INDUSTRIES LTD N/A 407329-1-1 P3 FILE NAME: P:\DTS\DEVELOPMENTIJL FACILITY SOLUTIONS\407329 - WEDGE AWNING\407329-1-1 - WEDGE AWNING\DRAWING\ 4 5 6 7 8 QTY. DESCRIPTION Part Direction LENGTH ANGLE1 ANGLE2 1 1 1 in x 1 in x 0.125in Staple Tube 1210-0006 Back 96" 0.00 0.00 2 2 1 in x lin x 0.110in Alum. Tube 1210-0011 94" 0.00 0.00 3 3 1 in x 1 in x 0.110in Alum. Tube 1210-0010 6" 0.00 0.00 4 1 lin x lin x 0.110in Alum. Tube 1210-0011 40" 0.00 0.00 5 1 3/4in x 3/4in x 0.110in Alum. Tube 1210-0010 95 3/4" 0.00 0.00 6 2 3/4in x 3/4in x 0.110in Alum. Tube 1210-0010 21" 0.00 25.59 7 1 1 in x 1 in x 0.125in Staple Tube 1210-0006 Down 94" 0.00 0.00 8 2 1 in x 1 in x 0.125in Staple Tube 1210-0006 Back 39" 0.00 0.00 9 2 2in x 1 in x 0.125in Staple Tube 1210-0005 Down 72" 45.00 0.00 10 2 2in x lin x 0.125in Staple Tube 1210-0005 Forward 8" 32.21 45.00 B 11 2 2in x 1 in x 0.125in Staple Tube 1210-0005 Out 78 3/4" 25.59 32.21 12 3 2in x 1 in x 0.125in Alum. Tube 1210-0013 78 9/16" 25.59 25.59 13 1 3/4in x 3/4in x 0.110in Alum. Tube 1210-0010 20 15/16" 0.00 25.57 14 1 2in x lin x 0.125in Alum. Tube 1210-0013 70" 0.00 0.00 C - D E An 30 210 ISOMETRIC VIEW OF FRA aNZ 30 2i3 10.15.2018 REVJEVVED FOR CODE COMPLIANCE APPROVED OCT 2 3 2018 City of Tukwila BUILDING DIVISION CITY F TUKWILA OCT 18 2838 PERMIT CENTER WEDGE X=±1/4" XX = ± 1/16" ANGLES =± 1° it ACILITY SOLUTIONS ISOMETRIC CUT LIST Cc� RAINIER INDUSTRIES LTD N/A=>:,. 407329 1-1 PAGE P4 FILE NAME: P:IDTSIDEVELOPMENT1JL FACILITY SOLUTIONS t407329 - WEDGE AWNING 1407329-1-1 - WEDGE AWNING\DRAWING\ 3 4 5 6 7 8 96" / / chly SIN 4,_ N � r7. FRONT VIEW OF FRAME APR 3 0 260 72" 36 118 ir RIGHT VIEW OF FRAME TYP 10.15.2018 R -VIEWED FOR CODE COMPLIANCE PPROVED OCT 23 2018 City of Tukwila BUILDING DIVISION RECENED CITY OF TUKWILA OCT 182018 PERMIT CENTER WEDGE AWNING X=±1/4„ .XX =±1/16" ANGLES = ± 1 ° JL FACILITY SOLUTIONS WEDGE FRAME DETAIL PrINICG RAINIER INDUSTRIES LTD N/A 407329-1-1 P5 FILE NAME: P:\DTS\DEVELOPMENTIJL FACILITY SOLUTIONS1407329 - WEDGE AWNING1407329-1-1 - WEDGE AWNING \DRAWING\ � rr Hill ENGINEERING STRUCTURAL ENGINEERS & CONSULTANTS 10/15/2018 STRUCTURAL CALCULATIONS PROJECT NAME: JL Facility Solutions Awning PROJECT ADDRESS: 18035 W Sperry Drive, Tukwila, .9.81.8.8_,._._.°._.. PROJECT NO: 18205 REVIEWED FOR CODE COMPLIANCE CLIENT: Luke Walker APPROVED COMPANY: Rainer Industries 18375 Olympic Ave. S OCT 2 3 2018 Tukwila, WA 98188 DATE: Oct 15, 2018 City of Tukwila BUILDING DIVISION HW Engineering License and Non Disclosure and Reproduction IMPORTANT NOTICE TO BUILDING AND SAFETY PERSONNEL - The enclosed calculations and hard copy prints ("Enclosed") are copyright protected by HW Engineering. It is understood that while the Enclosed may be required for verification of structural design and approval, it is not necessary for the manufacture or construction of the structure or its components. It is the express wish of HW Engineering that these proprietary calculations not be retumed or redistributed to anyone other than the copyrighted owner as referenced in the ownership paragraph below and that any unnecessary submitted copies be retumed or destroyed. Ownership: This document and the Enclosed are copyrighted by HW Engineering, 6270 McLeod Drive, Suite 140, Las Vegas, NV 89120. All rights reserved. This is not a sale or transference; all right, title and interest in the Document (in both electronic file and hard copy) belong to HW Engineering. REV DATE BY DESCRIPTION A A A A A RECEIVED CITY OF TUKWILA big- O)3 OCT 18 201e 6270 McLeod Drive, Suite 140, Las Vegas, NV 89120 Phone: 702.202.0061 hongyu@haven www.hwengineeringUSA.com `iii° oCENTER HW Engingering Job #18205 1/33 10/15/2018 Basis for Design 1.1 BUILDING CODE: 2015 International Building Code 1.2 GRAVITY DESIGN: ROOF LOADING DEAD LOAD (PSF) Frame self -weight LIVE LOAD (PSF) 5psf SNOW LOAD (PSF) 25psf (minimum required) 1.3 LATERAL DESIGN: WIND LOADING Basic Wind Speed (3s — Gust) 110 Risk Category II Exposure Category C SEISMIC LOADING Risk Category II Ss, S1 1.425, 0.531 Soil Site Class D Sds, Sdl 0.95, 0.531 Seismic Design Category D ap,RE, 1.0, 2.5 2.1 ALUMINUM DESIGN: Extruded 6061-T6 with minimum yield stress equal to 35 ksi. ER4043 electrodes/rods shall be used for all aluminum to aluminum welds. 3.1 INSPECTION, SPECIAL INSPECTION, AND STRUCTURAL OBSERVATION: AS REQUIRED BY THE GOVERNING MUNICIPALITY. HW Engingering Job #18205 2/33 SAP2000 10/15/2018 SAP2000 - File:JL Facility Solutions Awning - 3-D View HW Engingering Job # 18205 3/33 10/15/2018 Design Summary The analysis and design of the awning system included herein were performed with the use of a 3D frame analysis and computer design program — SAP2000. It is a structural analysis program developed by Computers and Structures, Inc. Detailed information about the software can be found at the Computers and Structures, Inc. website. 1. FRAME GEOMETRY The geometry for the awning model was based on a centerline interpretation of a typical awning. The centerline computer model was developed from client drawings and compiled to create a simplified model for analysis. 2. EXTERNALLY APPLIED LOADS Loads for this structure have been conservatively determined by referencing the current International Building Code 2015(IBC 2015) and ASCE 7-10 Standards and Provisions. Design dead load was based on the awning self -weight plus an additional dead load of 0.25 psf to account for the weight of the cover panel. Live load was taken to be 5 psf per code requirement. Wind load was calculated based on "Components and Cladding" for enclosed buildings (see design load calculation). 3. ANALYSIS FOR MEMBER FORCES The awning frame will be constructed of lxlx.11, 3/4x3/4x.11 and 2xlx.125 aluminum tubes. Refer to structural drawings for detailed member sizes and locations. From computer structural analysis, all framing members were designed based on the above mentioned design loads. Aluminum Design ASD design specifications were used to check the structural capacities of these members based on an applicable minimum yield stress. The demand/capacity ratio of each framing member was calculated and found to be less than 1.0 for all members. All connections were checked by hand calculation based on worst case structural analysis output reactions. HW Engingering Job #18205 4/33 10/15/2018 Design Loads Design Dead Loads Framing and roof panel self weight. Framing weight will be included in to computer model automatically. Add 0.25 psf for roof panel weight. DL = 0.25psf LL = 5psf (Non_reducible per ASCE 7-10 Table 4-1) Design Live Loads Design Wind Loads Wind parameters: 110 mph wind speed, exposure C. Wind Toads are based on IBC2015/ ASCE 7-10 components and cladding for enclosed buildings. Mean roof height is less than 15ft. V = 110 mph = 1.0 Figure 26.5-1A basic wind speed for occupancy category II Section 26.8.2 roof zone 2 effective wind area 20sgf (Figures 30.5-1).for slope less than 27 degree 11.4 Pnet30 = psf Figure 30.5-1 X = 1.21 Figure 30.5-1, exposure C —31.9 roof overhang effective wind area 20sqf (Figures 30.5-1). Pnet30 = —40.6 psf Net design wind pressure for a conservative design C11.4 Pnet30 = —40.6 psf 13.79 design wind pressure P = X 1zt Pnet30 P = psf —49.13 Design wind force shall be not less than 16psf according as section 30.2.2 of ASCE 7-10 Pmin = 16 psf Design Snow Load Ground snow load flat roof snow load pg = 15 psf I = 1.0 Ce = 0.9 Ct=1.2 Cs=1.0 pf = 0.7 Ce Ct I pg pf = 11.34 psf ps = Cs pf ps = 11.34 psf snow load (sloped roof snow load) Snow = max(ps,25 psf) Snow = 25 psf Design Seismic Loads larger than live load Design perASCE7-10. IP = 1.0 SDg = 0.95 ap = 1.0 Rp = 2.5 L = 96 in B = 72 in h = 42 in HW Engingering Job 418205 5/33 10/15/2018 Framing and roof panel total weight no more than 2 psf DL = 2 psf 0.4 ap SDS DL Ip z Seismic force Fpl = 1 + 2 —1 R h J Fp1 = 0.91 psf P Fp2 = 1.6 SDS Ip DL Fp2 = 3.04 psf maximum force Fp3 = 0.3 SDS Ip DL Fp3 = 0.57 psf minimum force Fp = 0.7 max(min(Fpi ,Fp2) ,Fp3) Fp = 0.64 psf Total max. seismic load Minimum wind load design Seismic = Fp B L Seismic = 31 lbf Windmin = 0.6 (16 psf L h) Windmin = 269 lbf Check = if (Windmin > Seismic, "Wind controls design" , "Seismic controls design" ) Check = "Wind controls design" HW Engingering Job #18205 6/33 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. OTC Hazards by Location Search Information Address: 18035 w sperry drive, tukwila, wa Coordinates: 47.4406237,-122.24829119999998 Timestamp: 2018-10-15T19:30:38.400Z Hazard Type: Seismic Reference Document: ASCE7-10 Risk Category: II Site Class: D Report Title: JL Facility Solutions Awning Map Results La Push o Google :t t/ Olympic- National Forest Redmond Seattle ° Oceane hores Elm a °Aberdeen Shelton MCER Horizontal Response Spectrum Sa(g) 1.40 1.20 1.00 0.80 0.60 0.40 0.20 Olympia Tacoma q Puyo Ilup v Kent 0 -Okanogan-Wenatchee'Chelan National Forest ° �• ,..Leavenworth *re° Cashmere • Wenatchee 97 0 0 CIe El un'�° 97 Ellenoburg 10/15/2018 r Soap Ephra Q ° ° George Mai Report a map error• Design Horizontal Response Spectrum Sa(g) 0.80 0.60 0.40 0.20 0.00 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) 0 0 1.0 2.0 3.0 4.0 5. Text Results Basic Parameters Name Value Description SS 1.425 MCER ground motion (period=0.2s) S1 0.531 MCER ground motion (period=1.Os) SMS 1.425 Site -modified spectral acceleration value SM1 0.797 Site -modified spectral acceleration value SOS 0.95 Numeric seismic design value at 0.2s SA S01 0.531 Numeric seismic design value at 1.0s SA Additional Information HW Engingering Job # 18205 7/33 Name Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2s Fv 1.5 Site amplification factor at 1.0s PGA 0.585 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.585 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.425 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.499 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 3.072 Factored deterministic acceleration value (0.2s) S1 RT 0.531 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.569 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.981 Factored deterministic acceleration value (1.0s) PGAd 1.102 Factored deterministic acceleration value (PGA) 10/15/2018 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the United States Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the goveming building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. HW Engingering Job #18205 8/33 SAP2000 10/15/2018 SAP2000 - File:JL Facility Solutions Awning - 3-D View HW Engingering Job # 18205 9/33 SAP2000 10/15/2018 SAP2000 - File:JL Facility Solutions Awning - 3-D View HW Engingering Job # 18205 10/33 SAP2000 10/15/2018 SAP2000 - File:JL Facility Solutions Awning - 3-D View HW Engingering Job #18205 11/33 SAP2000 10/15/2018 SAP2000 - File:JL Facility Solutions Awning -Aluminum P -M Interaction Ratios (AA -ASD) HW Engingering Job #18205 12/33 10/15/2018 Table: Material Properties 03c - Aluminum Data Material AlumType Alloy Fcy Fty Ftu Fsu SSHysType Kip/in2 Kip/in2 Kip/in2 Kip/in2 6061T6 Wrought 6061-T6 35.000 35.000 38.000 24.000 Kinematic Table: Frame Section Properties 01 - General SectionName Material Shape t3 t2 tf in in in tw' in 1x1x.11 6061T6 Box/Tube 1.0000 1.0000 0.1100 0.1100 2xlx.125 6061T6 Box/Tube 2.0000 1.0000 0.1250 0.1250 3/4x3/4x.11 6061T6 Box/Tube 0.7500 0.7500 0.1100 0.1100 SectionName Area TorsConst in2 in4 133 122 AS2 AS3 S33 in4 in4 in2 in2 in3 1xlx.11 2x1 x.125 3/4x3/4x.11 0.39 0.69 0.28 7.755E-02 0.24 2.884E-02 5.249E-02 0.33 1.979E-02 5.249E-02 0.11 1.979E-02 0.22 0.50 0.17 0.22 0.25 0.17 0.10 0.33 5.278E-02 SectionName S22 Z33 Z22 R33 R22 ConcCol ConcBeam in3 in3 in3 in in 1x1x.11 0.10 0.13 0.13 0.3661 0.3661 No No 2xlx.125 0.21 0.43 0.25 0.6946 0.3911 No No 3/4x3/4x.11 5.278E-02 6.825E-02 6.825E-02 0.2651 0.2651 No No SectionName Color TotalWt TotalMass FromFile Kip Kip-s2/in AMod A2Mod A3Mod 1x1x.11 Blue 0.020 5.222E-05 No 1.000000 1.000000 1.000000 2xlx.125 8421631 0.042 1.093E-04 No 1.000000 1.000000 1.000000 3/4x3/4x.11 8453888 4.595E-03 1.191E-05 No 1.000000 1.000000 1.000000 SectionName JMod I2Mod I3Mod MMod WMod GUID 1xlx.11 2x1 x.125 3/4x3/4x.11 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 Table: Load Pattern Definitions LoadPat DesignType SeIfWtMult AutoLoad GUID Notes Dead DEAD 1.000000 SN SNOW 0.000000 HW Engingering Job #18205 13/33 10/15/2018 f LoadPat DesignType SeItWtMult AutoLoad GUID Notes i W16 WIND 0.000000 None WA WIND 0.000000 None WB WIND 0.000000 None Table: Load Case Definitions Case Type InitialCond ModalCase BaseCase DesTypeOpt DesignType DesActOpt DL LinStatic Zero Prog Det DEAD Prog Det SN LinStatic Zero Prog Det SNOW Prog Det W16 LinStatic Zero Prog Det WIND Prog Det WA LinStatic Zero Prog Det WIND Prog Det WB LinStatic Zero Prog Det WIND Prog Det Case DesignAct AutoType RunCase CaseStatus GUID Notes 1 DL Non -Composite None Yes Finished SN Short -Term Composite None Yes Finished W16 Short -Terni Composite None Yes Finished WA Short -Term Composite None Yes Finished WB Short -Term Composite None Yes Finished Table: Combination Definitions ComboName ComboType AutoDesign CaseType CaseName ScaleFactor SteelDesign DL+SN Linear Add No Linear Static DL 1.000000 Strength DL+SN Linear Static SN 1.000000 DL+0.6WA Linear Add No Linear Static DL 1.000000 Strength DL+0.6WA Linear Static WA 0.600000 DL+0.6WB Linear Add No Linear Static DL 1.000000 Strength DL+0.6WB Linear Static WB 0.600000 DL+0.6W16 Linear Add No Linear Static DL 1.000000 Strength DL+0.6W16 Linear Static W16 0.600000 0.6DL+0.6WA Linear Add No Linear Static DL 0.600000 Strength 0.6DL+0.6WA Linear Static WA 0.600000 0.6DL+0.6WB Linear Add No Linear Static DL 0.600000 Strength 0.6DL+0.6WB Linear Static WB 0.600000 DL+0.75(SN+0.6WA) Linear Add No Linear Static DL 1.000000 Strength DL+0.75(SN+0.6WA) Linear Static SN 0.750000 DL+0.75(SN+0.6WA) Linear Static WA 0.450000 DL+0.75(SN+0.6WB) Linear Add No Linear Static DL 1.000000 Strength DL+0.75(SN+0.6WB) Linear Static SN 0.750000 DL+0.75(SN+0.6WB) Linear Static WB 0.450000 DL+0.75(SN+0.6W16) Linear Add No Linear Static DL 1.000000 Strength DL+0.75(SN+0.6W16) Linear Static W16 0.450000 HW Engingering Job #18205 14/33 10/15/2018 ComboName ComboType AutoDesign CaseType CaseName ScaleFactor SteelDesign DL+0.75(SN+0.6W16) Linear Static SN 0.750000 Table: Frame Loads - Distributed Frame LoadPat CoordSys Type Dir DistType RelDistA RelDistB FOverLA FOverLB Lb/ft Lb/ft 3 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 0.25 0.25 3 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 25.00 25.00 3 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 16.00 16.00 3 WA Local Force 2 RelDist 0.0000 1.0000 -13.79 -13.79 3 WB Local Force 2 RelDist 0.0000 1.0000 49.13 49.13 2 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 5.33 5.33 2 WA Local Force 3 RelDist 0.0000 1.0000 -4.60 -4.60 2 WB Local Force 3 RelDist 0.0000 1.0000 16.38 16.38 1 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 5.33 5.33 1 WA Local Force 3 RelDist 0.0000 1.0000 -4.63 -4.60 1 WB Local Force 3 RelDist 0.0000 1.0000 16.38 16.38 4 WB Local Force 2 RelDist 0.0000 1.0000 98.26 98.26 4 WA Local Force 2 RelDist 0.0000 1.0000 -27.58 -27.58 4 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 0.50 0.50 4 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 50.00 50.00 4 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 32.00 32.00 5 WB Local Force 2 RelDist 0.0000 1.0000 98.26 98.26 5 WA Local Force 2 RelDist 0.0000 1.0000 -27.58 -27.58 5 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 0.50 0.50 5 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 50.00 50.00 5 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 32.00 32.00 7 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 0.25 0.25 7 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 25.00 25.00 7 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 16.00 16.00 7 WA Local Force 2 RelDist 0.0000 1.0000 -13.79 -13.79 7 WB Local Force 2 RelDist 0.0000 1.0000 49.13 49.13 6 WB Local Force 2 RelDist 0.0000 1.0000 98.26 98.26 6 WA Local Force 2 RelDist 0.0000 1.0000 -27.58 -27.58 6 Dead GLOBAL Force Gravity RelDist 0.0000 1.0000 0.50 0.50 6 SN GLOBAL Force Gravity RelDist 0.0000 1.0000 50.00 50.00 6 W16 GLOBAL Force Y Proj RelDist 0.0000 1.0000 32.00 32.00 Table: Preferences - Aluminum Design - AA -ASD THDesign FrameType SRatioLimit Maxlter LatFact UseLatFact Bridga Envelopes Moment Frame 1.000000 1.230000 No HW Engingering Job #18205 15/33 10/15/2018 Table: Aluminum Design 1 - Summary Data - AA -ASD Frame DesignSect DesignType Ratio RatioType Combo 12 2x1x.125 Column 0.370589 PMM 0.6DL+0.6WB 3 2x1x.125 Brace 0.321364 PMM 0.6DL+0.6WB 8 2x1x.125 Beam 0.580391 PMM DL+0.75(SN+0.6WA) 20 1x1x.11 Column 0.448663 PMM 0.6DL+0.6WB 2 1x1x.11 Beam 0.473545 PMM 0.6DL+0.6WB 1 1x1x.11 Beam 0.564442 PMM 0.6DL+0.6WB 16 2x1x.125 Column 0.370589 PMM 0.6DL+0.6WB 17 3/4x3/4x.11 Column 0.693925 PMM DL+0.75(SN+0.6WA) 13 1x1x.11 Column 0.248395 PMM 0.6DL+0.6WB 4 2x1x.125 Brace 0.380569 PMM 0.6DL+0.6WB 5 2x1x.125 Brace 0.435223 PMM 0.6DL+0.6WB 9 2x1x.125 Beam 0.826323 PMM DL+0.75(SN+0.6WA) 21 1x1x.11 Column 0.691085 PMM 0.6DL+0.6WB 18 3/4x3/4x.11 Column 0.939567 PMM DL+0.75(SN+0.6WA) 15 1x1x.11 Column 0.248395 PMM 0.6DL+0.6WB 7 2x1x.125 Brace 0.321364 PMM 0.6DL+0.6WB 10 2x1x.125 Beam 0.580391 PMM DL+0.75(SN+0.6WA) 22 1x1x.11 Column 0.448663 PMM 0.6DL+0.6WB 19 3/4x3/4x.11 Column 0.693925 PMM DL+0.75(SN+0.6WA) 6 2x1x.125 Brace 0.380569 PMM 0.6DL+0.6WB 27 1x1x.11 Beam 0.067511 PMM 0.6DL+0.6WB 11 1x1x.11 Beam 0.036452 PMM 0.6DL+0.6WB 14 1x1x.11 Column 0.826708 PMM 0.6DL+0.6WB 23 3/4x3/4x.11 Beam 0.564676 PMM 0.6DL+0.6WB 24 3/4x3/4x.11 Beam 0.421197 PMM 0.6DL+0.6WB 25 3/4x3/4x.11 Beam 0.421197 PMM 0.6DL+0.6WB 26 3/4x3/4x.11 Beam 0.564676 PMM 0.6DL+0.6WB Table: Joint Reactions Joint OutputCase CaseType F1 F2 F3 Kip Kip Kip 1 DL+SN Combination 0.000 -0.371 0.066 1 DL+0.6WA Combination 0.000 -0.159 0.028 1 DL+0.6WB Combination 0.000 0.468 -0.072 1 DL+0.6W16 Combination 0.000 -0.059 0.011 1 0.6DL+0.6WA Combination 0.000 -0.150 0.026 1 0.6DL+0.6WB Combination 0.000 0.477 -0.075 1 DL+0.75(SN+0.6WA) Combination 0.000 -0.386 0.068 1 DL+0.75(SN+0.6WB) Combination 0.000 0.084 -7.815E-03 1 DL+0.75(SN+0.6W16) Combination 0.000 -0.311 0.055 2 DL+SN Combination 0.000 -0.516 0.110 2 DL+0.6WA Combination 0.000 -0.225 0.046 2 DL+0.6WB Combination 0.000 0.679 -0.126 2 DL+0.6W16 Combination 0.000 -0.085 0.016 2 0.6DL+0.6WA Combination 0.000 -0.214 0.043 2 0.6DL+0.6WB Combination 0.000 0.689 -0.129 HW Engingering Job #18205 16/33 10/15/2018 Joint OutputCase CaseType F7 F2 F3 Kip Kip Kip 2 DL+0.75(SN+0.6WA) Combination 0.000 -0.542 0.113 2 DL+0.75(SN+0.6WB) Combination 0.000 0.135 -0.016 2 DL+0.75(SN+0.6W16) Combination 0.000 -0.438 0.091 3 DL+SN Combination 0.000 -0.371 0.066 3 DL+0.6WA Combination 0.000 -0.159 0.028 3 DL+0.6WB Combination 0.000 0.468 -0.072 3 DL+0.6W16 Combination 0.000 -0.059 0.011 3 0.6DL+0.6WA Combination 0.000 -0.150 0.026 3 0.6DL+0.6WB Combination 0.000 0.477 -0.075 3 DL+0.75(SN+0.6WA) Combination 0.000 -0.386 0.068 3 DL+0.75(SN+0.6WB) Combination 0.000 0.084 -7.815E-03 3 DL+0.75(SN+0.6W16) Combination 0.000 -0.311 0.055 4 DL+SN Combination -1.696E-03 0.341 0.226 4 DL+0.6WA Combination -8.604E-04 0.118 0.083 4 DL+0.6WB Combination 2.147E-03 -0.328 -0.230 4 DL+0.6W16 Combination -4.439E-04 0.022 0.020 4 0.6DL+0.6WA Combination -7.799E-04 0.110 0.077 4 0.6DL+0.6WB Combination 2.227E-03 -0.336 -0.235 4 DL+0.75(SN+0.6WA) Combination -1.817E-03 0.334 0.224 4 DL+0.75(SN+0.6WB) Combination 4.386E-04 -8.777E-04 -0.010 4 DL+0.75(SN+0.6W16) Combination -1.505E-03 0.262 0.177 5 DL+SN Combination -4.378E-05 0.064 0.181 5 DL+0.6WA Combination 4.423E-06 -0.029 0.046 5 DL+0.6WB Combination 9.481E-07 0.117 -0.131 5 DL+0.6W16 Combination 2.108E-05 -0.055 -8.926E-03 5 0.6DL+0.6WA Combination 2.961E-06 -0.030 0.043 5 0.6DL+0.6WB Combination -5.139E-07 0.115 -0.134 5 DL+0.75(SN+0.6WA) Combination -3.134E-05 0.025 0.167 5 DL+0.75(SN+0.6WB) Combination -3.395E-05 0.134 0.034 5 DL+0.75(SN+0.6W16) Combination -1.885E-05 4.918E-03 0.126 6 DL+SN Combination 1.232E-17 0.449 0.344 6 DL+0.6WA Combination 4.833E-18 0.138 0.118 6 DL+0.6WB Combination -1.925E-17 -0.386 -0.342 6 DL+0.6W16 Combination 2.803E-18 7.781E-03 0.020 6 0.6DL+0.6WA Combination 4.699E-18 0.129 0.111 6 0.6DL+0.6WB Combination -1.939E-17 -0.395 -0.349 6 DL+0.75(SN+0.6WA) Combination 1.269E-17 0.429 0.338 6 DL+0.75(SN+0.6WB) Combination -5.372E-18 0.036 -7.281E-03 6 DL+0.75(SN+0.6W16) Combination 1.117E-17 0.331 0.264 7 DL+SN Combination 4.378E-05 0.064 0.181 7 DL+0.6WA Combination -4.423E-06 -0.029 0.046 7 DL+0.6WB Combination -9.481E-07 0.117 -0.131 7 DL+0.6W16 Combination -2.108E-05 -0.055 -8.926E-03 7 0.6DL+0.6WA Combination -2.961E-06 -0.030 0.043 7 0.6DL+0.6WB Combination 5.139E-07 0.115 -0.134 7 DL+0.75(SN+0.6WA) Combination 3.134E-05 0.025 0.167 7 DL+0.75(SN+0.6WB) Combination 3.395E-05 0.134 0.034 7 DL+0.75(SN+0.6W16) Combination 1.885E-05 4.918E-03 0.126 8 DL+SN Combination 1.696E-03 0.341 0.226 HW Engingering Job #18205 17/33 Joint OutputCase CaseType F1 F2 F3 Kip Kip Kip 8 DL+0.6WA Combination 8.604E-04 0.118 0.083 8 DL+0.6WB Combination -2.147E-03 -0.328 -0.230 8 DL+0.6W16 Combination 4.439E-04 0.022 0.020 8 0.6DL+0.6WA Combination 7.799E-04 0.110 0.077 8 0.6DL+0.6WB Combination -2.227E-03 -0.336 -0.235 8 DL+0.75(SN+0.6WA) Combination 1.817E-03 0.334 0.224 8 DL+0.75(SN+0.6WB) Combination -4.386E-04 -8.777E-04 -0.010 8 DL+0.75(SN+0.6W16) Combination 1.505E-03 0.262 0.177 HW Engingering Job #18205 10/15/2018 18/33 Connection Check Awning top to wall attachment check (detail E/P3) maximum reaction from analysis Vic := 0.35 kip TREc := 0.45 kip using worst case reaction attachment horizontal spacing in model d := 24 in attachment horizontal trib. length D := 24 in attachment vertical spacing in model s := 40 in attachment vertical spacing S := 38 in max VREc Tmax TREc d S Vmax = 350 lbf Tmax = 474 lbf Use 1/4" ITW Buildex TEK or equivalent screw for frame to Z bracket Va := min(10631bf 35 ,990 lbf I Ta := 3351bf 35 Va = 827 lbf 45 J 45 Screw demand/capacity ratio n := 1 Vmax Ratio := Ratio = 0.42 n Va check := if(Ratio <_ 1.0, "sufficient" ,"NG") check = "sufficient" Use 3/8" dia.S.S Hilti KB -TZ anchor (a)_24" O.C. for z clip to existing concrete wall. Sufficient. See anchor desiqn on next sheets. Awning bottom to wall attachment check (detail F/P3) maximum reaction from analysis Vic := 0.15 kip TREc := 0.67 kip using worst case reaction attachment horizontal spacing in model d := 48 in attachment horizontal trib. length D:= 48 in attachment vertical spacing in model s := 40 in attachment vertical spacing S := 38 in Vmax VREc d Tmax TREc d S Vm = 150 lbf Tina), = 705 lbf Use 1/4" ITW Buildex TEK or equivalent screw for frame to Z bracket ( Va := min 10631bf —35,990 lbf Ta := 3351bf 35 Va = 827 lbf 45 45 Screw demand/capacity ratio n := 1 Ratio := Vmax Ratio = 0.181 n Va check := if(Ratio _< 1.0, "sufficient" , "NG" ) 10/15/2018 Ta = 261 lbf ESR -1976 Ta = 261 tbf ESR -1976 check = "sufficient" Use 3/8" dia.S.S Hilti KB -TZ anchor (48" O.C. for z clip to existing concrete wall. Sufficient. See anchor design on next sheets. Frame to frame connections all aluminum tube –use minimum 1/8" ER4043 all around fillet weld, sufficient! HW Engingering Job #18205 19/33 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 1 JL Facility Solutions Aw 18205 10/15/2018 Specifier's comments: anchor at top, detail F/P3 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [Ib, in.lb] Kwik Bolt TZ - SS 304 3/8 (2) her = 2.000 In., hnom = 2.313 in. AISI 304 ESR -1917 6/1/2016 1 5/1/2017 Design method ACI 318 / AC193 eb = 0.000 in. (no stand-off); t = 0.188 in. lx x l , x t = 1.500 in. x 6.000 in. x 0.188 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 2500, fo' = 2500 psi; h = 6.000 in. tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar r■..■�H UIQ SAFE -T no Z Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan HW Engingering Job #18205 20/33 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 2 Project: JL Facility Solutions Aw Sub -Project I Pos. No.: 18205 Date: 10/15/2018 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 800 600 600 0 max. concrete compressive strain: - [%e] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 800 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension Toad Load N. [Ib] Capacity Nn [Ib] Utilization isN = Nua4 Nn Status Steel Strength* 800 4476 18 OK Pullout Strength* 800 1521 53 OK Concrete Breakout Strength** 800 1563 52 OK * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value 4) Nsa> Nua Variables Ase,N [i n.2] refer to ICC -ES ESR -1917 ACI 318-08 Eq. (D-1) futa [Psi] 0.05 Calculations Nsa [Ib] 5968 115000 Results Nsa [lb] steel d Nsa [Ib] Nua [Ib] 5968 0.750 4476 800 3.2 Pullout Strength Npn.f = Np2500 2500 Npn,f > Nua Variables fc [psi] refer to ICC -ES ESR -1917 ACI 318-08 Eq. (D-1) Np,2500 [Ib] 2500 Calculations f� 2500 1.000 Results Nun,1 [lb] 2340 2340 concrete 4 N5, [lb] Nua [lb] 0.650 1521 800 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan HW Engingering Job #18205 21/33 1■■1111Zr 1 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 3 Project: JL Facility Solutions Aw Sub -Project I Pos. No.: 18205 Date: 10/15/2018 3.3 Concrete Breakout Strength ANic Ncb — (ANc0 )W ed,N W c,N W cp,N Nb Ncb Z Nue At* see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 het 1 Wec.N=1+2eN 51.0 3 he Wed,N 0.7+0.3 (a,min)51.0 1.5hef "'N = MAX Camin 1.5het ( 5 1.0 Cac Cac Nb = kc hefs Variables hef [in.] 2.000 ACI 318-08 Eq. (D-4) ACI 318-08 Eq. (D-1) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) ec1,N [in.] ec2,N [4n.1 Ca,m!n [in.] W c,N 0.000 0.000 1.000 bac [in.] kc tc [psi] 3.875 17 1 2500 Calculations ANc [in.21 36.00 Results Ncb [lb] 2404 ANco [1n-21 36.00 I> concrete 0.650 W ecl,N W ec2,N W ed,N 'I1 cp,N Nb [Ib] 1.000 1.000 1.000 1.000 2404 Ncb [lb] N. [lb] 1563 800 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan HW Engingering Job # 18205 22/33 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 4 Project: JL Facility Solutions Aw Sub -Project I Pos. No.: 18205 Date: 10/15/2018 4 Shear load Load Vua [Ib] Capacity $ V„ [Ib] Utilization = Vua// Vn Status Steel Strength* 600 3068 20 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 600 1683 36 OK Concrete edge failure in direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value Vsteel Z Vua Variables Ase,v [in.2] refer to ICC -ES ESR -1917 ACI 318-08 Eq. (D-2) futa [psi] 0.05 115000 Calculations Vsa [Ib] 4720 Results Vsa [lb] 4) steel 4 Vsa [lb] Vua [Ib] 4720 0.650 3068 600 4.2 Pryout Strength r1 ANc 1 Vcp = kcp [I ;;) 41 ed,N W c,N W cp,N Nb] 4) Vcp 2 Vua ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 he, 1 Wec,N= 12e 51.0 3 het W ed,N = 0.7 + 0.3 1.5Ca,minh5 1.0 ef W cp,N = MAX---,(Camin 1.5het) 5 1.0 Cac Cac Nb = kb X c efs Variables kcp her [in.] 1 2.000 0.000 ec1,N [in.] ACI 318-08 Eq. (D-30) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) ec2,N [in.] c,N 1.000 Calculations ANc [in.2] 36.00 Results Vc, [Ib] 2404 Cac [in.] 3.875 kc 0.000 X Awn [in.2] 36.00 0 concrete 0.700 17 1 W ec1,N W ec2,N 1.000 1.000 m Vcp [Ib] Vua [Ib] 1683 600 Ca,min [In.] eo fc [psi] 2500 W ed,N W cp,N Nb [Ib] 1.000 1.000 2404 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan HW Engingering Job # 18205 23/33 www.hilti.us 110•11,i.r1 Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 5 Project: JL Facility Solutions Aw Sub -Project I Pos. No.: 18205 Date: 10/15/2018 5 Combined tension and shear Toads RN RV Utilization RN,v [%] Status 0.526 0.357 5/3 53 OK RNV -R +Rv<=1 6 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The D factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan HW Engingering Job #18205 24/33 www.hilti.us , Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 6 JL Facility Solutions Aw 18205 10/15/2018 7 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: df = 0.438 in. Plate thickness (input): 0.188 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according 7.1 Recommended accessories Anchor type and diameter: Kwik Bolt TZ - SS 304 3/8 (2) Installation torque: 300.000 in.lb Hole diameter in the base material: 0.375 in. Hole depth in the base material: 2.625 in. Minimum thickness of the base material: 5.000 in. to instructions for use is required. Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Properly sized drill bit Coordinates Anchor in. Anchor x y 1 0.000 0.000 c -x c,x .y 0.750 0.750 0 0 0 0 0 0 ri 1 0 0 0 c6 0 0 0 c6 0.750 0.750 c -y c•y • Torque controlled cordless impact tool (Hilti Safeset System) • Torque wrench • Hammer Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan HW Engingering Job #18205 25/33 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 7 Project: JL Facility Solutions Aw Sub -Project I Pos. No.: 18205 Date: 10/15/2018 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concem solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan HW Engingering Job #18205 26/33 www.hilti.us 1■■1111f�1 Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 1 JL Facility Solutions Aw 18205 10/15/2018 Specifiers comments: anchor at bottom, detail E/P3 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [Ib, in.Ib] Kwik Bolt TZ - SS 304 3/8 (2) her = 2.000 in., hnom = 2.313 in. AISI 304 ESR -1917 6/1/2016 1 5/1/2017 Design method ACI 318 / AC193 eb = 0.000 in. (no stand-off); t = 0.188 in. Ix x 1, x t = 1.500 in. x 6.000 in. x 0.188 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 2500, fc' = 2500 psi; h = 6.000 in. tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar sz=1:06 SAFE -'ET no Z Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan HW Engingering Job #18205 27/33 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 2 Project: JL Facility Solutions Aw Sub -Project I Pos. No.: 18205 Date: 10/15/2018 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1100 250 250 0 max. concrete compressive strain: - [%e] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 1100 [Ib] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] 3 Tension Toad Load Nua [Ib] Capacity + Nn [Ib] Utilization 13N = Nual+ N„ Steel Strength* 1100 4476 Pullout Strength* 1100 1521 Concrete Breakout Strength** 1100 1563 * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value Nsa Nua Variables Ase,ta [in.2] refer to ICC -ES ESR -1917 ACI 318-08 Eq. (D-1) futa [psi] 0.05 115000 Calculations Nsa [Ib] 5968 Results Nsa [Ib] 5968 3.2 Pullout Strength f� Npn,( = Np,2500 2500 Npn,f Z Nua Variables fc [psi] W steel 0.750 Nsa [Ib] Nua [Ib] 4476 1100 refer to ICC -ES ESR -1917 ACI 318-08 Eq. (D-1) Np,2500 [Ib] 2500 Calculations 2500 1.000 Results Npn,f, [Ib] 2340 2340 4) concrete 0.650 Npn.f, [Ib] 1521 Nua [Ib] 1100 25 73 71 Status OK OK OK Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan HW Engingering Job # 18205 28/33 14, iaI www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 3 Project: JL Facility Solutions Aw Sub -Project 1 Pos. No.: 18205 Date: 10/15/2018 3.3 Concrete Breakout Strength ANc Nth= (An1 oo) W ed,N W c,N W cp,N Nb Nth > Nua ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) A ^Nc0 = 9 het 1 WeeN=12e 51.0 3 her ed,N =0.7+0.3 (Gamin\51.0 1.5hef W co = MAX(,,— bac —n, 1.5hbac Jer) 5 1.0 Nb = kb ? Vre Variables her [In.] 2.000 Cac [In.] 3.875 Calculations AtJc [in.2] 36.00 Results Nth [Ib] 2404 ec1,N [in.] 0.000 ec2,N [In.] 0.000 kc X 17 1 ANco [in.2] ACI 318-08 Eq. (D-4) ACI 318-08 Eq. (D-1) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (D-13) ACI 318-08 Eq. (D-7) W ecl,N 36.00 m concrete 1.000 4) Nth [Ib] 0.650 1563 Gamin [in.] 00 fc [psi] 2500 ec2,N 1.000 Nua [Ib] 1100 W c,N 1.000 W ed,N 1.000 W cp,N 1.000 Nb [Ib] 2404 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan HW Engingering Job #18205 29/33 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 4 Project: JL Facility Solutions Aw Sub -Project I Pos. No.: 18205 Date: 10/15/2018 4 Shear load Load Vua [Ib] Capacity + Vn [Ib] Utilization N= v.4 Vn Status Steel Strength* 250 3068 9 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 250 1683 15 OK Concrete edge failure in direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value Vsteel > Vua Variables Ase,v [in.21 refer to ICC -ES ESR -1917 ACI 318-08 Eq. (D-2) futa [psi 0.05 Calculations V. [lb] 4720 Results Vsa [Ib] 4720 115000 W steel 0.650 Vsa [lb] Vua [Ib] 3068 250 4.2 Pryout Strengthr ANC 1 Vcp — kcl) L(ANco) W ed.N W c,N W cp,N No] vg, 2 Vua ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANc0 = 9 hef 1 Wec,N=(1+2eN <1.0 \ 3hef Wed,N = 0.7 + 0.3 \Ca,min s 1.0 1.5het 1.1 MAX Ca=min 1.5hefJ to Oac N5 =kca,hets Variables kcP hef [in.] ect,N [in.] 1 2.000 0.000 W c.N cac [in.] kc 1.000 3.875 17 Calculations ANc [in.z] 36.00 Results Vcp [Ib] 2404 ACI 318-08 Eq. (0-30) ACI 318-08 Eq. (D-2) ACI 318-08 Eq. (D-6) ACI 318-08 Eq. (D-9) ACI 318-08 Eq. (D-11) ACI 318-08 Eq. (0-13) ACI 318-08 Eq. (0-7) ecz N [in.] ca,min [in.] 0.000 1 ANcO [In.z ] W ed,N W ec2,N 36.00 1.000 1.000 fc [psi] 2500 4) concrete 4) Vcp [Ib] Vua [Ib] 0.700 1683 250 W ed,N W cp,N Nb [Ib] 1.000 1.000 2404 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan HW Engingering Job # 18205 30/33 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 5 Project: JL Facility Solutions Aw Sub -Project I Pos. No.: 18205 Date: 10/15/2018 5 Combined tension and shear Toads RN Rv i; Utilization RN,V [%] Status 0.723 0.149 5/3 63 OK RNv = + Rv <= 1 6 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The m factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan HW Engingering Job #18205 31/33 www.hilti.us Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 6 JL Facility Solutions Aw 18205 10/15/2018 7 Installation data Anchor plate, steel: - Profile: no profile Hole diameter in the fixture: df = 0.438 in. Plate thickness (input): 0.188 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according 7.1 Recommended accessories Anchor type and diameter: Kwik Bolt TZ - SS 304 3/8 (2) Installation torque: 300.000 in.Ib Hole diameter in the base material: 0.375 in. Hole depth in the base material: 2.625 in. Minimum thickness of the base material: 5.000 in. to instructions for use is required. Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Properly sized drill bit Coordinates Anchor in. Anchor x y 1 0.000 0.000 c -x c*x 0.750 0.750 0 0 ri 1 0 0 0 ri • 0 0 0 0 0 0 ri • 0.750 0.750 c -y c,y o•x • Torque controlled cordless impact tool (Hilti Safeset System) • Torque wrench • Hammer Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan HW Engingering Job #18205 32/33 www.hilti.us I Profis Anchor 2.7.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: 7 Project: JL Facility Solutions Aw Sub -Project I Pos. No.: 18205 Date: 10/15/2018 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan HW Engingering Job # 18205 33/33 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing PROPRIETARY ANCHOR MECHANICAL INSPECTION REPORT Job Number: 18-0986 Report Number: Project: Address: Inspector: JL Facility Solutions 18035 Sperry Drive, Tukwila Scott Hoobier 290525 Client: Address: Date: Permit Number: D18 0333 Rainier Industries Ltd. 18375 Olympic Avenue South, Tukwila 12/10/2018 Description/Location: Inspected the installation of (8) 3/8" diameter x 5" long Hilti KB -TZ expansion anchor bolts for attachment of awning located at northwest corner of building. The inspected work was found to be done as p..r approved project documents. Intended Use: Attachment of new awning Building Code & Year: IBC 2015 Reference Standard(s) Used: Copies to: Client Engineer Owner X Contractor Architect Building Dept. Others Comments'. Technical Responsibility: Conforms X Does Not Conform RECEIVED CITY OF TUKWILA DEC 2 4 2018 PERMIT _'' TER of c Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Foram No.: ADMIN-87-02(Rev 05/13) Anchor Style: Expansion ■ Screw ■ Sleeve 1 Drop In Anchor Size & Quantity: 3/8" (8) ESR Number: 1917 Anchor Manufacturer: Hilti Anchor Type: KBTZ Hole. Diameter: 3/8" Hole Depth: 4" Required Embedment: 3'/;' Anchor Length: 5" Concrete Thickness: Unknown Concrete Strength: Unknown Deck Base Material: Normal Weight Concrete ■ Light Weight Concrete ■ CMU ■ Brick 1 Composite Hole Cleaning: ■ Compressed Air 1 Hand Pump Other: Hand blower ORA Torque Wrench ID: 6048 Torque: 25 ft -lbs Drill Bit (ANSI B212.15): ■ Yes 0 No Weather: Partly Cloudy Ambient Temperature: 46° - 48° Reference Standard(s) Used: Copies to: Client Engineer Owner X Contractor Architect Building Dept. Others Comments'. Technical Responsibility: Conforms X Does Not Conform RECEIVED CITY OF TUKWILA DEC 2 4 2018 PERMIT _'' TER of c Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Foram No.: ADMIN-87-02(Rev 05/13) 3/1/2019 City of Tukwila Department of Community Development LUKE WALKER 18375 OLYMPIC AVE S TUKWILA, WA 98188 RE: Permit No. D18-0333 WELLS FARGO 18035 W SPERRY DRIVE Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 4/30/2019. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 4/30/2019, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D18-0333 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 ri PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0333 DATE: 10/18/18 PROJECT NAME: WELLS FARGO SITE ADDRESS: 18035 W SPERRY DRIVE X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: �-� NL\D N Building Division %)‘ 44 Public Works Fire Prevention Structural 1`6 tibia Planning Division Permit Coordinator 114 PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 10/23/18 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 11/20/18 Approved nApproved with Conditions Corrections Required n Denied n (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg D Fire ❑ Ping 0 PW ❑ Staff Initials: 12/18/2013 RAINIER INDUSTRIES LTD 0 Home Espanol Contact Safety & Health Claims & Insurance 0 Page 1 of 2 [Search L&I A -Z Index help My 1. eI Workplace Rights Trades & Licensing Washington State Department of 4) Labor & Industries RAINIER INDUSTRIES LTD Owner or tradesperson Principals CAMPBELL, SCOTT CURTICE, PRESIDENT CAMPBELL, KAREN LYNN, VICE PRESIDENT SCHOONMAKER, GEORGE W (End: 01/01/1980) SCHOONMAKER, GEORGE W, AGENT (End: 01/01/1980) Doing business as RAINIER INDUSTRIES LTD WA UBI No. 600 523 816 18375 OLYMPIC AVE S TUKWILA, WA 98188 425-251-1800 KING County Business type Corporation LL11e J Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. _........ _......_..... .............................. Meets current requirements. License specialties Awnings, Canopies, Patio Covers, Exterior Screens License no. RAINIIL066QP Effective — expiration 11/17/1994— 01/11/2019 Bond ..._... . CBIC Bond account no. LB6600 $6,000.00 Received by L&I Effective date 09/16/2002 10/01/2002 Expiration date Until Canceled Insurance Phoenix Insurance Company, The Policy no. 6300532991 $1,000,000.00 Received by L&I Effective date 12/22/2017 12/31/2016 Expiration date 12/31/2018 Insurance history Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=600523816&LIC=RAINIIL066QP&SAW= 11/1/2018 RAINIER INDUSTRIES LTD Savings !r ........... No savings accounts during the previous 6 y.__'period. �. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations .................................................... No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID 476,685-00 ................................ Doing business as RAINIER INDUSTRIES LTD Estimated workers reported Quarter 3 of Year 2018 "Greater than 100 Workers" L&I account contact T5 / MARVIN GREEN (360)902-4967 - Email: GRMB235@Ini.wa.gov Account is current. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes ................... ...... This contractor received a valid strike(s) for violation or infraction for the following L&I law(s). Learn more about contractor strikes. RCW Violation 18.27.200 Description Failure to comply with contractor registration requirements, per RCW 18.27 Contractors not allowed to bid No debarments have been issued against this contractor. Effective Date 9/8/2012 Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 12/14/2016 Inspection no. 317942802 Location 901 E Mason Lake DR Grapeview, WA 98546 Inspection results date 11/06/2012 Inspection no. 316394964 Location 3240 Carillon Pt Kirkland, WA 98033 No violations Violations Page 2 of 2 ©Washington State Dept. of Labor & Industries. Use of this site is subject to the Taws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=600523816&LIC=RAINIIL066QP&SAW= 11/1/2018