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Permit D12-266 - ACME BOWL - 2 GARAGE DOOR PARTITIONS
ACME BOWL 100 ANDOVER PK W D12-266 City oill'I'ukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /www.TukwilaWA.gov Parcel No.: 0223000020 Address: 100 ANDOVER PK W TUKW Suite No: Project Name: ACME BOWL DEVELOPMENT PERMIT Permit Number: D12-266 Issue Date: 08/28/2012 Permit Expires On: 02/24/2013 Owner: Name: OPEN FRAME LLC Address: PO BOX 654 , KIRKLAND WA 98083 Contact Person: Name: GARY LARSON Address: 100 ANDOVER PK W , TUKWILA WA 98188 Contractor: Name: M R J CONSTRUCTORS LLC Address: PO BOX 3915 , SEATTLE WA 98124 Contractor License No: MRJCOL *011CW Lender: Name: Address: Phone: 206 - 340 -2263 Phone: 206 621 -7437 Expiration Date: 04/14/2014 DESCRIPTION OF WORK: ADDITION OF (2) TWO NEW GARAGE DOOR PARTITIONS TO BE USED AS DIVIDERS BETWEEN RENTABLE AND PUBLIC LOUNGE SPACE. Value of Construction: $2,500.00 Fees Collected: $243.92 Type of Fire Protection: SPRINKLERS International Building Code Edition: 2009 Type of Construction: III -A Occupancy per IBC: 0004 Electrical Service Provided by: PUGET SOUND ENERGY * *continued on next page ** doc: IBC -7/10 D12 -266 Printed: 08 -28 -2012 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signature: I hereby certify that I have read and governing this work will be complie N N N Number: 0 Size (Inches): 0 Start Time: Volumes: Cut 0 c.y. End Time: Fill 0 c.y. Start Time: End Time: Private: Profit: N Private: Public: Non - Profit: N Public: Date: O u l V1 ed this permit and know the same to be true and correct. All provisions of law and ordinances whether specified herein or not. The granting of this permit does not p construction or the performance of work. to this permit. Signature: Print Name: e to give authority to violate or cancel the provisions of any other state or local laws regulating I am authorized to sign and obtain this development permit and agree to the conditions attached )o\.1u \MAW, Date: z/a0Dia This permit shall become null and void if the work is not commenced within 180 days from 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 DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: 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 fast building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 5: 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. doc: IBC -7/10 D12-266 Printed: 08 -28 -2012 6: All construction shall be done in conform with the approved plans and the requirem�f the International Building Code or International Residential International Mechanical Code, Washingto to Energy Code. 7: 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. 8: Manufacturers installation instructions shall be available on the job site at the time of inspection. 9: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 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. 11: ** *FIRE DEPARTMENT CONDITIONS * ** 12: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 13: Maintain sprinlder coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinlder heads. (IFC 901.4) 14: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13- 8.6.5.3.3) 15: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinlder systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2327). 16: Maintain automatic fire detector coverage per N.F.P.A. 72. Addition/relocation of walls, closets or partitions may require relocating and/or adding automatic fire detectors. 17: Maintain fire alarm system audible /visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible /visual notification devices. (City Ordinance #2328) 18: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2328) (IFC 104.2) 19: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 20: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 21: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: IBC -7/10 D12 -266 Printed: 08 -28 -2012 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No, Date Application Accepted: —�-1r2 Date Application Expires: (For office use only) t2 -z1b 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: King Co Assessor's Tax No.: 100 Andover Park West Tukwila, WA 98188 Suite Number: Tenant Name: ACME Bowl - Gary Larson PROPERTY OWNER Name: Gary Larson Name: Gary Larson City: Tukwila State: WA Zip: 98188 Address: 100 Andover park West Email: City: Tukwila State: WA Zip: 98188 CONTACT PERSON — person receiving all project communication Name: Gary Larson Address: 100 Andover park West City: Tukwila State: WA Zip: 98188 Phone: (206) 340 -2263 Fax: Email: GENERAL CONTRACTOR INFORMATION Company Name: MRJ Constructors Address: 1400 Airport Way South City: Seattle State: WA Zip: 98134 Phone: (206) 621 -7437 Fax: Phone: (206) 402 -5156 Fax: date: OL i tl 14 Contr Reg No.: p rt se ^ t Ot I 1 l I) Tukwila Business License No.: , t f4A I l - H: \Applications \Forms= ApplicationsOn Line \2011 Applications \Permit Application Revised - 8 -9 -11 docx Revised. August 2011 bh New Tenant: Floor: El Yes ®..No ARCHITECT OF RECORD Company Name: Lund Wright Opsal Company Name: Graham Baba Architects Address: 1201 1st Avenue South Suite 310 Architect Name: Jim Graham Phone: (206) 402 -5156 Fax: Address: 1429 12th AVE suite C City: Seattle State: WA Zip: 98122 Phone: (206) 323 -9932 Fax: Email: jim @grahambaba.com ENGINEER OF RECORD Company Name: Lund Wright Opsal Engineer Name: Mike Wright Address: 1201 1st Avenue South Suite 310 City: Seattle State: WA Zip: 98134 Phone: (206) 402 -5156 Fax: Email: mwright @lwo- se.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: ' Address: City: State: Zip: Page 1 of 4 BUILDING PERMIT INFORMATION — 206 -431 -3670 Valuation of Project (contractor's bid price): $ 2,500 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): Addition of (2) two new garage door partitions to be used as dividers between rentable and public lounge space. Will there be new rack storage? ❑ Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in 'Square Footage Below . • . 'Existing Interior Remodel Addition to :Existing Structure . ` . ' New Type of Construction,per IBC • • . Type of :Occupancy, per IBC 'P` floor 51,390 350 0 0 , 241 floor itik 1 Q7 3`4 :Floor • . _oors 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: Isle cimmto Compact: No CitAM(iE Handicap: ■210 Will there be a change in use? ❑ Yes r>1 No if "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: Tsi 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 `,AppIiications',Foruis- Applications On Line ',201 t Applications.Perrnit Application Revised - 8-9-11 docx Revised: August 2011 bh Page 2 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). 1 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 Signatu Print Name: Ga Larson Day Telephone: (206) 340 -2263 Mailing Address: 100 Andover Park West _ Tukwila WA 98188 RIZE Date: H.Apphcat ons \Forms- Applications On Line \20t 1 Applications \Permit Application Revised - 8- 9- 11.doca Revised, August 2011 hh City State Zip Page 4 of 4 • PUBLIC.WORKS PERMIT INFORMATION — 206 433 -0179 Scope of Work (please provide detailed information): Addition of (2) two new interior garage doors to act as moveable partitions between rentable and public lounge spaces_ 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 Septic System: ❑ On -site Septic System — For on -si . septic system, provide 2 copies of a current septic d-.ign approved by King County Health Department. ❑ .. Highline ❑ ... Valley View ❑ .. Renton ❑ ... Sewer Availability Provided ❑.. Ren .n .. Seattle Submitted with Application (mark box ❑...Civil Plans (Maximum Paper Size — ...Technical Information Report (Storm ❑ ...Bond ❑ .. Insurance which apply): 2" x 34 ") D;'nage) Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hou ❑ ...Right -of -way Use - No Disturbance ❑ ...Construction/Excavation /Fill - Right -of -way ❑ Non Right -of -way ❑ .. Geotech al Report ❑ .. Mainte nce Agreement(s) ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...San itary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑...Traffic Impact Analysis ❑ ... Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ . ight -of -way Use - Profit for less than 72 hours Right -of -way Use — Potential Disturbance ❑ .. Work in Flood Zone .. Storm Drainage ❑ .. Abandr Septic Tank ❑ .. Curb ut ❑ .. Pa ment Cut ❑ .. oped Fire Line ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. " WO # ❑ ...Water Only Meter Size WO # ❑ ...Sewer Main Extension lic ❑ Private ❑ ❑ ...Water Main Extension blic ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ..Sewer ❑ ...Sewage Treatment Monthly Service Billing to Name: ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑...Dedu• Water Meter Size Mailing Address: Water Meter Re Billin Name: Day Telephone: Mailing Address: Day Telephone: City State Zip City State Zip H' Applicatrons\Fornrs- Applications On Line ',2011 ApplicabonsWerm9 Application Revised - 8- 9- 11.docx Revised. August 2011 bh Page 3 of 4 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.TukwilaWA.gov Parcel No.: 0223000020 Address: 100 ANDOVER PK W TUKW Suite No: Applicant: ACME BOWL RECEIPT Permit Number: D12 -266 Status: ISSUED Applied Date: 08/09/2012 Issue Date: 08/28/2012 Receipt No.: R12 -02605 Payment Amount: $63.00 Initials: LAW Payment Date: 09/14/2012 10:19 AM User ID: 1632 Balance: $0.00 Payee: JOHN T DESMARAIS TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd MC Authorization No. 239961 ACCOUNT ITEM LIST: Description 63.00 Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 63.00 Total: $63.00 doc: Receiot -06 Printed: 09 -14 -2012 • City of Tukwila 1 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.TukwilaWA.gov RECEIPT Parcel No.: 0223000020 Permit Number: D12-266 Address: 100 ANDOVER PK W TUKW Status: ISSUED Suite No: Applied Date: 08/09/2012 Applicant: ACME BOWL Issue Date: 08/28/2012 Receipt No.: R12 -02546 Payment Amount: $63.03 Initials: JEM Payment Date: 09/07/2012 11:20 AM User ID: 1165 Balance: $0.00 Payee: JOHN DESMARAIS TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 00703A ACCOUNT ITEM LIST: Description 63.03 Account Code Current Pmts BUILDING - NONRES PLAN CHECK - NONRES 000.322.100 000.345.830 Total: $63.03 38.20 24.83 doc: Receiot -06 Printed: 09 -07 -2012 i • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov Parcel No.: 0223000020 Address: 100 ANDOVER PK W TUKW Suite No: Applicant: ACME BOWL RECEIPT Permit Number: D12-266 Status: PENDING Applied Date: 08/09/2012 Issue Date: Receipt No.: R12 -02325 Payment Amount: $243.92 Initials: WER Payment Date: 08/09/2012 01:45 PM User ID: 1655 Balance: $0.00 Payee: GARY LARSON TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 009686 ACCOUNT ITEM LIST: Description 243.92 Account Code Current Pmts BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE 000.322.100 000.345.830 640.237.114 Total: $243.92 145.10 94.32 4.50 doc: Receipt -06 Printed: 08 -09 -2012 INSPECTION RECORD Retain a copy with permit INSPECTION PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: Type of Inspection: Address: /0 Q M+.'%i✓Yr Q /C C.c.-- Date Called: Special Instructions: 9 ,4,1 Date Wanted: / /C) //u // Z. P.m. Requester: Phone No: _ /266 - 79' -u,5 0 `7 . pproved per applicable codes. El Corrections required prior to approval. COMMENTS: Date: NSPECTION FEE RC3QUIRED. Prig/ to next inspection. fee must be aid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. CITY OF TUKWILA BUILDING 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431.2451 INSPECTION RECORD Retain a copy with permit PERMIT NO. DIVISION (206) 431 -3670 Project; A a J ✓vl TYpe� of is AZ.— .— t n C, . Address: /00 kN,O o / "IJ• Date Called: Special Instructions: 1 �•r�' Date Wanted: . a.m. / (O — (.S�- (1----T.,: Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspdctor: Date: n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule•reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 'i%b..0- (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 V. 21,C, Project: eakE Ca4-6L.. Type of Inspection: t-PA!Yl,NJC.. CL) r / 4 r oP/o - r(mow 6 -- A p/ -9( Address: 1 hl', PC* 1 i:5U..i) ? k- c1/4.. Date Called: Special Instructions: Date Wanted:. c'Ni13iZ a.m. fpm Requester: Phone No: _ 206, -777 - 1 5 7 ElApproved per applicable codes. ❑ Corrections required prior to approval. It COMMENTS: p A • e CL) r / 4 r oP/o - r(mow 6 -- A p/ -9( o--)--( o `? J)tttu C. ► °,C' 4N 4 ( oo- , MJ r7 C - \i'r-ittn( Sim( 1 spect'• Date. / //, PECTION FEE REQIRED. PrioF to next inspection. fee must be t 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.. i INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 71P,19- 26 - -5- /89-- PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila. Wa. 98188 206 - 575 -4407 Project: EOJL Tye of Inspection: SP c', tip- -c( "-e____ c, 1,.)14.6. Address: -100 Suite #: /J t LP kJ Contact Person: Permits: Special Instructions: Phone No.: S p c..J A-4_ FlApproved per applicable codes. nCorrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: S p c..J A-4_ - .6 Pok Eck ")AA A anti o 70 -r-%e_ S pr -took c ` -Qt.. NkLi/ G.Ir)oP LJA -t�l_ , c, ,-, : vv -AcL - ---off„ f^ p 0 P . 1 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: /j, Date: /OM/ i7 Hrs.: l $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from • the City of Tukwila Finance Department. Call to schedule a reinspectign. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/1Q, f f T.F.D. Form F.P. 113 • • • • • . OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.com October 3, 2012 141EC IVED OCT 0 5 2012 COMM IY City of Tukwila Building Department 1 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188 -2544 FINAL REPORT Project: ACME Bowl Permit Number: D12 -266 Address: 100 Andover Park West, Tukwila Job Number: 12 -0542 We herewith certify that we have completed the following special inspections. To the best of our knowledge, the work inspected was in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Our knowledge is limited to our reports. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and /or details of the building. Items inspected are: 1. Epoxy- Grouted Anchor Bolt Installation 2. Reinforced Concrete (Note: 7 -day break results achieved the ultimate compressive strength requirement. The report will be mailed once the 28 -day compressive strength testing is complete.) Sincerely, OTTO ROSENAU & ASSOCIATES, INC. KQ±D1LdYWL) Kate Rubin Report Manager Email c: ACME Bowling, Billiards, & Events Attn: Gary Larson MR1 Constructors Attn: Eugene Barnes OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 12 -0542 PROPRIETARY ANCHOR ADHESIVE INSPECTION REPORT Report Number: 247696 Permit Number: D12 -266 Project: ACME Bowl Address: 100 Andover Park West Tukwila Inspector. Rick Hardy Client: ACME Bowling, Billiards & Events Address: 100 Andover Park West Tukwila, WA 98118 Date: 09/13/2012 Description /Location: Inspected the epoxy grouted installation of anchor bolts for (4 each) column base plates at footing on RAI slab located at grids D to E at 2.5 line. Intended Use: Anchor bolts for column base plates Building Code & Year: 2009 IBC Anchor Length: 10" Hole Depth: 8" Required Embedment: 8" Hole Diameter: 5/8" Concrete Thickness: 12" Concrete Strength: 4000 Base Material: ® Normal Weight Concrete ❑ Light Weight Concrete ❑ CMU ❑ Brick ❑ Composite Deck Hole Cleaning: ® Compressed Air ❑ Hand Pump ❑ Other: Compressed Air PSI: 150 Brushed: El Yes ❑ No Hole Condition: ® Dry ❑ Damp ❑ Water Saturated ❑ Submerged Drill Bit (ANSI B212.15): Yes ❑ No Approved Diamond Cored Hole: ® Yes ❑ No Adhesive Type: Hilti RE 500 SD Expiration Date: 06/2013 ICC ESR #: 2322 Weather: Indoors Ambient Temperature: 70° F Substrate Temperature: 68° F Comments Reference Standard(s) Used: Conforms x Does Not Conform Copies to: Client x Engineer x Owner x Contractor Architect x Building Dept. Others Technical Responsibility: Jeff Rabe, Project 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 Form No.: ADMIN -86 -01 (Rev 09/09) Steel Thread • Reinforcing ►4 All Bar /Dowel Size & Quantity: Anchor Size & Quantity: 5/8" (9) Rebar Manufacturer: Type of Steel (ASTM): A -36 Other: A -325 A-449 ■ • • • Rebar Grade: • 40 • 60 • Other: A -775 Other: Type of Bar: • A-615 • A -706 ■ • Special Ductile Quality (SDQ): Yes No • • Anchor Length: 10" Hole Depth: 8" Required Embedment: 8" Hole Diameter: 5/8" Concrete Thickness: 12" Concrete Strength: 4000 Base Material: ® Normal Weight Concrete ❑ Light Weight Concrete ❑ CMU ❑ Brick ❑ Composite Deck Hole Cleaning: ® Compressed Air ❑ Hand Pump ❑ Other: Compressed Air PSI: 150 Brushed: El Yes ❑ No Hole Condition: ® Dry ❑ Damp ❑ Water Saturated ❑ Submerged Drill Bit (ANSI B212.15): Yes ❑ No Approved Diamond Cored Hole: ® Yes ❑ No Adhesive Type: Hilti RE 500 SD Expiration Date: 06/2013 ICC ESR #: 2322 Weather: Indoors Ambient Temperature: 70° F Substrate Temperature: 68° F Comments Reference Standard(s) Used: Conforms x Does Not Conform Copies to: Client x Engineer x Owner x Contractor Architect x Building Dept. Others Technical Responsibility: Jeff Rabe, Project 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 Form No.: ADMIN -86 -01 (Rev 09/09) - OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 12 -0542 Project: ACME Bowl Address: 100 Andover Park West, Tukwila Inspector(s): Rick Hardy CONCRETE REPORT Report Number: RC74927 Permit Number: Client: ACME Bowling, Billiards, & Events Address: 100 Andover Park West, Tukwila Date: 9/17/2012 Description /Location: Grids D to E/2.5 four (4) each footing, as per 11/S2.1. Reinforcing as per 5 and 9/S2.1. Resteel Verified: Yes 9/17/2012 Rick Hardy (Grade 60) Mfg: Nucor Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: CalPortland (Glacier) 3350 4" 0.502 5.0% +/- 1.0% 3 Line Pump Yes Required Strength: 3000 psi at 28 days. Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1 -4 11:45 am Cubic Yards Design Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (Ibs /size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (Ibs or gal): Admixtures (specify): Actual ❑ 564# Type: 1/II 1270# 1850# 3/8" Batch Weights /Cubic Yard 283# 5.0 oz. AEA Water Slump Air % Added C 143 C 231 1.00 5 gal. 4" 5.2% Conc.Temp C 1064 72 °F Slag (lbs): Ambient Temp 70 °F RacervED OCT 0320121 D8/FMLOUNIIY f'MEt�T Truck Ticket No. No. 620 611650 Weather: Inside Date Samples Picked Up: 9/18/2012 Slump Range: 4" +/- 1" Air % Range: 5.0 +/- 1.0% Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING /PLACEMENT: Conforms: Specimen Number 1 * = Discarded Tested in general accordance to: Test Date 9/24/12 Field Cure Age (Days) 7 Does Not Conform: ❑ COMPRESSIVE TEST RESULTS Size Area Weight Max Load (in.) (Sq.ln.) (Lbs.) (Lbs.) 4 x 8 12.62 8.86 73,010 5790 Strength Fracture Type (psi) (other than cone) ASTMC39 p ASTMC617 ❑ ASTMC1231 ❑ Copies to: ❑ Client 0 Engineer Building Dept Owner MI Contractor Batch Plant ❑ Architect ❑ Others Technical Responsibility: Jeff Rabe, Project 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. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 ;ANCHOR SYSTE The latest generation of the ever - evolving TOGGLER hollow -wall anchor technology... The SNAPTOGGLE anchor is a heavy -duty hollow - wall anchor for use in walls, ceilings, or floors of materials such as gypsum board, drywall with a steel stud, concrete block, tile over drywall, etc. The anchor is pre - assembled and ready for immediate use. The ratcheting strap / locking cap assembly positions the one -piece zinc - plated (or stainless) steel anchoring channel flush against the rear of the wall. The cap slides down the straps to lock flush against the front of the wall. The straps on the outside of the wall are then easily and quickly snapped off by hand flush with the surface of the wall (no extra tools required). Holding is dependent only on a metal bolt to metal channel connection. The SNAPTOGGLE anchor complies with all existing fire codes for critical applications. Benefits compared to wing toggles: • Holds up to 2x the load • Solid metal channel resists vibration & shoc • Pre - assembled and ready for immediate us • Pre - installs without fixture or bolt • Installs in a significantly smaller hole • Automatically adjusts to thickness of wall, c FOR CODE COMPLIANC APPROVED SEP 13 2012 City of Tukwila BUIL r ING DIVISION • Does NOT spin —bolt installs with a screw gun • Uses a shorter bolt —no need to carry a wing • New plating is 7 times more corrosion - resistant • Does NOT fall behind wall when bolt is removed; fixture can be removed and reinstalled as often as desired ULTIMATE TENSILE PULL -OUT VALUES [Ib] Anchor UNC thread Drill dia. 1/2 Drywall 5/8" Drywall *1/2" with 25 gauge stud *5/8" with 25 gauge stud Concrete block 1/2" steel plate Stainless in 1/2" steel' BA 3/16 " -24 1/2" 238 356 412 462 802 9181 1,193' BB 1/4" -20 1 /2" 265 356 425 464 1,080 1,2882 1,735' BE 5/16 " -18 3/4" 270 480 439 477 1,400 1,680 2,118 BC 3/8 " -16 3/4" 275 576 466 488 1,745 1,692 2,5231 BD 1/2 " -13 3/4" 275 576 468 513 * *2,0382 2,605 3,150 ULTIMATE SHEAR [Ib] Anchor UNC thread Drill dia. 1/2" Drywall 5/8" Drywall BA 3/16 " -24 1/2" 247 298 BB 1/4 " -20 1 /2" 241 324 BC 3/8 " -16 3/4" 292 406 Failure measured as breakage of drywall portion ** Failure of block ' Stainless steel bolts used Hardened bolts used ' Stainless steel channel tested with stainless bolts in 1/2" steel plate PILE C PY perOr.%Rya pl.-9 • Industry standards recommend 1/4 of ultimate test load. • Holding strength for a SNAPTOGGLE heavy -duty hollow -wall anchor varies directly with the strength and condition of the substrate and the bolt size —and inversely with variations in hole diameter and the distance of the load from the wall • All figures in pounds. Pull -out values based on independent laboratory tests done according to U.S. Government stande (�F TUK They should be used as guides only and cannot be guaranteed. The age, condition, and capacity of the substrate must be considered. .:LP 12 2012 PERMIT CENTER N 1 Ilw-2(06 Specfu;catons � �� Description — SNAPTOGGLE Heavy -Duty Hollow -Wall Anchors (Toggle Bolts) Material — zinc - plated 1010 cold rolled steel (or 300 series stainless steel) metal channel, high- impact polystyrene straps and handle, translucent polypropylene copolymer cap Screw specification — UNC- thread machine screw (bolt) to match thread in metal channel Minimum screw length — thickness of wall or ceiling + thickness of item being fastened + 1/2" Minimum clearance behind wall — 1'/e" Minimum drywall thickness — 3/8" Maximum drywall thickness —35/8" for BA & BB anchors 21/2" for BC, BD & BE anchors 91/2" for BAL & BBL anchors Also available: • metric - threaded channels [M5, M6, M8 & M10] • RoHS- compliant channels • stainless steel channels The plastic straps and cap washer are positioning and retention elements only. They do not otherwise function as anchoring elements. Holding is dependent only on a metal bolt to metal channel connection. The SNAPTOGGLE anchor complies with all existing fire codes for critical applications. a = anchoring channel / zinc - plated cold rolled steel or 300 series stainless steel b = straps / high- impact polystyrene / locking ratchet c = cap / translucent polypropylene copolymer d = ergonomic handle / same as straps Code Bolt thread Drill Diameter Grip Range BA 3/16 " -24 ( #10 -24) 1/2" 3/8" - 35/8" BB 1/4"-20 1/2" 3/8" - 35 /8" BE 5/16 " -18 3/4" 3/8" - 212" BC 3/8 " -16 3/4" 3/8" - 21:" BD 1/2 " -13 3/4' 3/8" - 212" BAL` 3/16" -24 ( #10 -24) 1/2" 2" - 912" BBL" 1/4 " -20 1/2" 2" - 912" The same product codes with an "S" at the end indicate stainless steel, e.g., BB = 1/4"-20 thread in the zinc- plated channel • Long traps (L) for ioofing and for BBS = 1/4 " -20 thread in a stainless steel channel _ ve y thick walls or ceilings • Gently hand engage at least one thread of bolt with channel before using screw gun to avoid cross threading the bolt. • For maximum shear holding, orient channels vertically to floor. • Use hardened or stainless bolts for maximum weight load. • Enlargement of specified insertion holes size will reduce anchor effectiveness. • Remove anchor by removing bolt, inserting screwdrive and popping channel behind wall off plastic straps with a sharp blow. • All SNAPTOGGLE anchors meet the requirements of Type V anchors in Federal Specification FF -B -588 -D (superseded). • All bolts and threaded rods used with SNAPTOGGLE anchors must meet ANSI or HR 3000 standards to ensure safety and effectiveness. Installation: Instruct ons BL =T +W +1/2" [For min. W & max. W., see "Grip Range" at left] BL • C T W % NNM • C =1'/e" Drill appropriate size hole. Hold metal channel flat alongside plastic straps & slide channel through the hole. Minimum clearance behind wall: only 1' /,'. Hold ends of straps together between thumb & forefinger and pull toward you until channel rests behnd wall. Ratchet cap along straps with other hand until flange of cap is flush with wall. 2 Place thumb between straps at wall. Push thumb side to side, snapping off straps level with flange of cap. Place item over flange. Insert bolt and tighten until snug agains item, then stop. Use machine screw or bolt to match thread in metal channel. r • ^x . � - .1�r ,.rr . _.,�....., ,., ar a .rr ..:,+•r:. � • ,. -r, r� u.,, �. +s', :. � y .P.�, -.;-, . - • t +• [ -ti 4' t �'— �` il� 1 R '� Y � ! 1• 1 J u' , , qA aF. ;.. I "� , �. r . � , � . ; �.l -��• _• � >_ �� K .. � =• r��r� .�TH�E- i4� °�Y���D�U:� Y�Y� `�� O L • �� W� -aWl1 i4 LfL,�; �A�rN,C,H +OIR�S,i� ;� e ,j Se ' t ; r '�n 1 " ,°Lr'�t� r1s 1 •'ifbga �_ -.r 5. ,i:ra +t2c _�tq.r.•, ,,n„ �: �, .. is' a* F� `` tJ r }_ �. . w,s Applications, • Flat panel TV's • TV mounts • Lighting fixtures • Window treatments • Marine applications • Hand rails • Grab bars • ADA hardware • Office furniture • Heavy machinery .For maimum':holding. in • Cinder block • Tile over drywall • Concrete block • Plasterboard • Gypsum board • Composite panels • Drywall • Cement board • • • • • • Partitions • Cabinets • Shelving • Solar panels • Garage doors • • Greenboard • Plaster • Stucco • Fiberglass • Sinks • Heavy fans • DSS antennas • Reinstallations • Roofs & decking • Plywood • Steel plate • Plastic • Wood studs / beams • Strong —up to 2x the load of an old- fashioned wing toggle • Solid metal channel resists vibration and shock o bolt is centered in channel and positioned for precise installation o bolt threads never touch interior surface of hole and so can't saw through substrate • Save time —at least 6 minutes per anchor versus wing toggles • Can use a screw gun— anchor does not spin • Save money —turn a 2- person job into a 1- person job • Use a shorter bolt —no need to carrry a wing through the wall • New, patented strap design with sturdier straps and smaller ratchet interval: o adjusts more precisely and snaps off flush to wall, ceiling, or floor o does not break prematurely o pushes aside insulation • Smallest installation hole for each bolt size- o maintains integrity of wall, ceiling, or floor, strengthening the anchoring o ends the need to patch an oversized hole [a 1/4" wing toggle requires a 3/4" diameter hole: 50% larger than the 1/2" diameter hole used by the 1/4" SNAPTOGGLE anchor] • New plating is 7x more corrosion - resistant than B633 -85 Type III /SC 1 government spec high quality zinc plating [350 hours to red rust in salt spray test versus only 48 hours for government spec] • Pre - installs without the bolt to make handling of fixture easier • Reusable in the same hole— remove the bolt without losing the anchor • New ergonomic design— fingers grip straps more naturally and more easily with no slipping TOGGLER Anchor System 888.864.4537 Toll -Free Div. of Mechanical Plastics Corp. 203.857.2200 Phone 110 Richards Avenue 203.857.2201 Fax Norwalk, CT 06854 info@toggler.com USA www.toggler.com TOGGLER and typeface, logo symbol, and SNAPTOGGLE are worldwide registered trademarks of Mechanical Plastics Corp. BA, BB, BC, BD, BE, BAL, BBL, BAS. BBS, BCS, BDS, BES, BALS, BBLS, BM5 BM6, BM8, BM10, BM5L, BM6L, BM5S, BM6S. BM8S, BM10S, BMSLS, and BM6LS are worldwide trademarks of Mechanical Plastics Corp. U.S. Patent no. 6,161,999 and foreign counterparts thereof. Other patents pending. ® 2008, 2010, 2012 Mechanical Plastics Corp. SNAPTECH0412 T GGLEIt so. Cor L . _ lJ'7I 20 El TM TOGG ER oext NAPTOG G LE® Anchor Step 1 - Drill 1/2" diameter hole. Hold metal flat along plastic straps & slide channel through hole. See picture #1 Must be 1 -718" minimum clearance behind wall for channel rotation Step 2 - Hold ends of straps together between thumb and forefinger. Pull towards you until channel rests behind swim platform or deck. Ratchet plastic cap along straps with other hand until flange of cap is flush with the swim platform or deck. See picture #2 Step 3 - Place thumb between straps at swim platform or deck. Push side to side, snapping off straps level with flange. See picture #3 Step 4 - Place Weaver Davit or Quick Kit over flange. Insert bolt and tighten until snug against davits, then stop. See Picture #4. Use the bolts supplied with your Weaver Davits, Quick Kit or RBD Kit. Use the BBS SNAPTOGGLE anchors for back two bolts. For the front two use sheet metal screws. For extra strength 3MTM 5200 adhesive can be applied. For Weaver Chocks use'/ " -20 stainless steel bolts. We recommend use of two BBS SNAPTOGGLE anchors mounted on the inside corner holes of the chocks and sheet metal screws in the rest of the holes. Use of 3MTM 5200 adhesive will strengthen the application. Use of BBS SNAPTOGGLE anchors on all holes is possible. Be sure to seal all holes with sealant. Every boat is different. Please call 1- 800 - 367 -4062 for any questions. WEAVER INDUSTRIES, INC. REVIEWED FOR DE COMPLIANC APPROVED SEP 13 2012 City of Tukwila ILDING DIVISIOI U u r'�TY OF TUKV+WLA Weaver Industries, Inc. 6570 W. Boekel Rd. Rathdrum, ID 83858 (800) 367 -4062 • (208) 687 -3982 • Fax: (208) 687 -0782 SEP 12 2012 www.weaverindustries.com pip U.S. Patent number 6,161,999 and foreign counterparts thereof and U.S. Patent number 4,650,386. 'FMIT CENTER patents pending. TOGGLER and typeface, logo symbol, and SNAPTOGGLE are registered trademarks of Mechanical PIstics CoBBS is a trademark of MPC. iiSfON 2 12.---2.(oCo • C#.4•1 °1211" 004 12:/l. • • STkUCTURAt. -C-ALCUkATIONS. Acml BOWLING . . . ... ' TUKWILA, WA .• PERMIT REVISIONS - 8/30/12 - 4- - - REVIEWBD FOR 1CODE COMKIANCE I APPROI/ED SEP _0 7412 -- 1 city of Tukkella BUILDING DIVISION RE ION N01L---- 2009 INTERNATIONAL BUILDING ODE i. — 1 RECEIViD FITY OF TUKWILA AUG 3 0 012 PERMIT CEI'JTER 1 Projec t LUND WRIGHT OPSAHL TRUCTUR AL ENGINEERS 1201 1st Ave S Suite 310 Seattle, WA 98134 www Iwo-se corn lei 206.402 51S6 -15E- Date 43 - 14; I, 11 , 43; 4-/Ax e;p..-7;; LUN S T R !CTUR A ENGINE R - - - _„- Plotect C-i-)Art( (. ;2 P /.Wi /'t- (uq- 5,2,1- r\.pif 60 / ) e.) -: zt;Fe-f-'1- Q(/.0--, 41zo (r/ D j f / (ltia %v6 . ,� c r, 1 v E r R it•ett AE N Niz-n6v U,ET.K.;co..N1 Z o461 L (viz- 1,44;;IT-2K-1, --17,1 2-gii 14,0,t hci s15 p4t» t> VOL--s NoT &rem ams:-,;• Tr-tERT-17*- 44- A drE 41%. 14i-N3 ft12- U if5a cr* 4) = 7 Alf ispo rs; A- t.oi st-6-t-5-54 ePg b. 5 ep t),s (1)(40(T) zspo = 144 eP'1S (C46Act 7- 04‘45(0, IIS4S 611 6,r ") 191/4 = z s 4,S Mir.) LUND WRIGHT OPSAHL A111=1■-. STRUCTURAL ENGINEERS .__.... 1201 1st Ave. 5 Suite 31(1 Seattle. WA 98134 www Iwo-se com lel: 206 402 5156 Project No. No. r)J2'2" Date ,h, 4 PrjcU A LUND WRIGHT OPSAHL STRUCTURAL ENGINEERS P"D1-114° — 1201 1st Ave. S Suite 310 Seattle, WA 98134 www Iwo-se corn Fel: 206.402 5156 Sheei _5 Wednesday, August 29, 2012 Page 1 Multiframe4D 64-bit Version 14.02 S:\Projects\12-152-01 Acme Bowling \EngineerCalcs\Acme Bowl\Acme Section - 8-29-12 Rev.mfd C5X11 5,04 , 4 Frame Sections • W8x18 ▪ C8x11 5 Patch Material (No Material) Wednesday, August 29, 2012 Multiframe4D 64 -bit Version 14.02 Page 1 S: \Projects\12- 152 -01 Acme Bowling \Engineer \Calcs\Acme Bowl\Acme Section - 8 -29 -12 Rev.mfd a} N Load View - 1.2D +E (Combined) X Sections * W6xt8 i C8x11.5 Default Colour ■ Alt toads Wednesday, August 29, 2012 Page 1 Multiframe4D 64 -bit Version 14.02 S: \Projects \12 - 152 -01 Acme Bowling \Engineer \Calcs\Acme BowI\Acme Section - 8 -29 -12 Rev.mfd 4 Plot View - Static Case: 1.2D +E Mz' (kip -ft) �89 C+1 Wednesday, August 29, 2012 Page 1 Multiframe4D 64 -bit Version 14.02 S: \Projects \12 - 152 -01 Acme Bowling \Engineer \Calcs\Acme Bowl\Acme Section - 8 -29 -12 Rev.mfd -4 1 9834 -•- .- 0 Plot View - Static Case: EQ Mz' (kip -ft) f19 . . • • --- --STRUCTURAL CALCULATIONSi ACME BOWLING TuIVILA, WA Opy REVIEWED FOR._ CODE COLOPLIANCE APPROVED AUG 27 2012 BUILDINGF City of ukwila DIVISION 2009 INTERNATIONAL BUILDING ODE bixr: 219' RECEIVED AUG 04 2012 PERMIT QENTER LUND WRIGHT OPSAHL STRUCTURAL ENGINFERS 1201 1st Ave. 5 Suite 310 Seattle, WA 98134 www Iwo se com Tel: 206.402 5156 Designer Sheet Project No /3014/1-1/\46' Date Google ;Poulsbo Suquamish Get Google Maps on your phone - Text the word "GMAPS" to 4664 5 3 Shoreline Kenmore Wdodinvrile Cottage Lake Duvall Kingsgate Ballard rkland Redmond Silverdale Lake Marcel- Sliliwa1er Sam tt amish r 1. • c- cattle Manchest Y Pori ,I Orchard 4'1±+011: , FaILCity • 1 Y f • Snoquabme Bune SeaTac: COUgOi Main . - East Renton ' g 1; enton Hi hlonds , east.' , 40, 1-110-Meridian I Moira s dmopt' Beech"n J Lake. 4 • dMorton- Berrydate' obart r w A if Waller Su } • • - • /Quya up-- addend*°`Su�trrtj A. ACME Bowling; Billiards & Events 100 Andover Park West, Tukwila, WA (206) 340 -2263 17 reviews -r •# Enumclaw r , Buckley • South Hill Prairie __Map data 8,012 Goggle https:/ /m ap s.goog le.com /m aps ?ie= UTF8&q= acme +bowling &tb= 1 &gl= us &hq= acme +bowling &hnear =ox... Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.459998 Longitude = - 122.25332800000001 Spectral Response Accelerations Ss and 51 Ss and 51 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.423 (Ss, Site Class B) 1.0 0.487 (S1, Site Class B) pkumd Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.459998 Longitude = - 122.25332800000001 Spectral Response Accelerations SMs and SM1 SMs = FaxSs and SM1 =FvxS1 6016 SiteClassD - Fa= 1.0,Fv =1.513 %7t Period Sa ( i3 7) (sec) (g) 0.2 1.423 (SMs, Site Class D) 1.0 0.737 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.459998 Longitude = - 122.25332800000001 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1= 2/3 x SM1 Site Class D - Fa = 1.0 ,Fv = 1.513 Period Sa _..__(sec) (g) _ li 0.2 0.949 (SDs, Site Class D) V 1.0 0.491 (SD1, Site Class D) GWRN" OeM 12414#110-c pwe J& &)M, 0111V42-.1). - Z, NA cp nr A/P),,/-- ‘rrie t 7 0.49 L 6C Aie 4Pr z,� • ?S v, 94-1 fr; a 1 ei„.1,5 iit/p, (AL 451 (4'1-)�P 0 �r i s tO,`f(ziS)( -'7y •) 5 ' R50 )4 2 ( A --riL. 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[/,&,- Se-ft PATL-P-q0/4 41' a 4?°,0/4 (10/.)-es D /Mt/ (M/a4a//v46 )11. lit LUND WRIGHT OPSAHL STRUCTURAL ENGINEERS 1201 1st Ave. 5 Suite 310 Seattle, WA 98134 www Iwo-se com Tel: 206.402 5156 Project Ada6 61-a3(-1/4,0,tc, enect No Oes■gner Date Sheet Acme Garage Frame Elevation Wednesday, August 08, 2012 Page 1 Multiframe4D 64 -bit Version 14.02 C: \Users\erike \Desktop\Acme Bowl■cme Section.mfd Sections W8x18 ■ C8x11.5 Default Colour • All loads Load View - 1.2D +1.6L (Combined) Acme Garage Frame Elevation Wednesday, August 08, 2012 Page 1 Multiframe4D 64 -bit Version 14.02 C: \Users \erike\Desktop\Acme Bowl\Acme Section mfd 5 4 0 0 Plot View - Static Case: 1.2D +1.6L Mz' (Ibf -ft) 1 Acme Garage Frame Elevation Wednesday, August 08, 2012 Page 1 Multiframe4D 64 -bit Version 14.02 C:\Users \erike \Desktop\Acme Bowl\Acme Section.mfd 40.271,- 0.002,0 0.249.- 0.089,0 __ 40.249,- 0.002,0 3195 /09— Plot View - Static Case: 1.2D +1.6L Def. (in) Acme Garage Frame Elevation Wednesday, August 08, 2012 Page 1 Multiframe4D 64 -bit Version 14.02 C:\Users\erike\Desktop\Acme Bow0Acme Section.mfd Sections ® W8x18 ▪ C8x11.5 Default Colour ® All loads 143 800 556003 4 - -453 000 x Load View - 1.2D +E (Combined) C`� Acme Garage Frame Elevation Wednesday, August 08, 2012 Page 1 Multiframe4D 64 -bit Version 1402 C:lUserslerikelDesktopAAcme Bowl'Acme Section.mfd 5 . p 4 0 Plot View - Static Case: 1.2D +E Mz' (Ibf -ft) to Acme Garage Frame Elevation Wednesday, August 08, 2012 Page 1 Multiframe4D 64 -bit Version 14.02 C: \Users\erike\Desktop.Acme Bowl\Acme Section.mfd rq..0.393.:0.144,0 4615 340 4162.340 40.429, - 0.002,0 30.393,- 0.002,0 oo Plot View - Static Case: 1.2D +E Defl. (in) ox e-p I 1 39 ft7 /6A "715- 71940111(1.t> ( 9 t• • - - ; At LUND WRIGHT OPSAHL STRUCTURAL ENGINEERS _ . 'MI 1st Ave $ Suite 310 Seattle, WA 98134 www Iwo-se corn Tel 206.402 SI% Project ratZL.A) Prom t No DP.1.2Lef_ Date Sheet Acme Garage Frame Elevation Wednesday, August 08, 2012 Page 1 Multiframe4D 64 -bit Version 14.02 C: \Users \erike \Desktop\Acme Bowl\Acme Elevation.mfd 1312.800 4-453.500 1312.800 10 4- 453.500 3 5 6 1 7 x Load View - 1.2D +E (Combined) Sections ® W8x18 ■ CBx13 ■ C8x11.5 Default Colour ■ All loads 13 Acme Garage Frame Elevation Wednesday, August 08, 2012 Page 1 Multiframe4D 64 -bit Version 14,02 C:\Userslerike\DesktopWcme BowI\Acme Elevation.mfd Plot View - Static Case: 1.2D +E Mz' (lbf -ft) 1� Acme Garage Frame Elevation Wednesday, August 08, 2012 Page 1 Multiframe4D 64 -bit Version 14.02 C:tUsersterike\DesktopAAcme BowMcme Elevation.mfd 10.113, -0.002,0 $0.109,- 0.002.0 $0.113,- 0.002,0 1.109,-0.001,0 S . cod LW ;.t.kettvz 1.5c ;frx flog '1 30.069, -0.002,0 5o.069.- o.o01,o Plot View - Static Case: 1.2D +E Detl. (in) Acme Garage Frame Elevation Wednesday, August 08, 2012 Page 1 Multiframe4D 64 -bit Version 14.02 C:\Users \erike\Desktop\Acme Bowl\Acme Elevation.mfd 131 .800 131/800 9 x 40 1b 6 7 40 Load View - 1.2D +1.6L (Combined) Sections ■ W8x18 • C6x13 • C8x11.5 Default Colour ® All toads Acme Garage Frame Elevation Wednesday, August 08, 2012 Page 1 Multiframe4D 64 -bit Version 14.02 C:\Users\erike \Desktop\Acme Bowl\Acme Elevation.mfd 4 8 0 1 - Q g " 70.212 1•. 13269 125. 69.591 Plot View - Static Case: 1.2D +1.6L Mz' (Ibf -ft) c 'o 89. 26 1R 92 16. '92 1 7 1g Acme Garage Frame Elevation Wednesday, August 06, 2012 Page 1 Multiframe4D 64 -bit Version 14.02 C:\Users \erikelDesktoplAcme Bowl\Acme Elevation.mfd 73,4002,0 %,- 0.002,0 40, -0.001,0. k Plot View - Static Case: 1.2D +1.6L Defi. (in) 0,- 0.002,0 1%,-0.002,0 ,- 0.001,0 cI LUND WRIGHT OPSAHL TRUCTUR AL ENGINEERS 1201 1st Ave. 5 Suite 310 Seattle, WA 98134 www Iwo-se.com Tel: 206.402 5156 Protect .7._.(p-c _ Nogq t Deirtele. Sheet HASt- ,thEr--ig -57-4-0 ‘fir ik r- vic: coanile:criou2 — l/( R4e.. tz-4 ,Irett j. P' -f... , .- 64/ ir•,) 46.052!) Co-i -- -- • ' ,A4 fir, w0,L- Sm/L ke - --- 1fj 7` --a Pfau. ie 445 a 14Yd 4 2 r ovd, ' bUX /zx/2`' 41 19/ X ense a ICP w s d is--c rt a 1154 (h5vat•4:) 4- /P-1- 1 Qt ' /1-4-z- I 1 u 4 i iti x1ti 10, , "rP -'?�d(�r 1 tip! iN4 Di ex ,ay ,/,P-1" ti 1 i.---H- LUND WRIGHT OPSAHL S T R U C T U R A L E N G I N E E R S 1201 Is1 Ave S Sulte 310 Seattle, WA 98134 www Iwo -se com Tel: 206 402 5156 Project i /(Z -iiii Project Nn Oats Designer Sheet .2.--(;) www.hilti.us Company: Specifier: Address Phone I Fax: E -Mail: Profis Anchor 2.3.1 LWO Engineers Page: 1 EAE Project: Acme Bowling Sub- Project I Pos. No.: Garage Door Date: 8/7/2012 Specifier's comments: Upper Connection 1 Input data Anchor type and diameter: Kwik Bolt TZ = CS 1/2 (2) Effective embedment depth: her = 2.000 in., h,„m = 2:375'in. Material: Carbon Steel Evaluation Service Report: ESR 1917 Issued I Valid. 4/1/2012 1 5/1/2013 Proof: design method ACI 318 / AC193 Stand -off installation: eb = 0.000 in. (no stand -off); t = 0.750 in. Anchor plate: I, x I x t = 11.500 in. x 7.000 in. x 0.750 in.; (Recommended plate thickness: not calculated) Profile: Rectangular plates and bars (AISC); (L x W x T) = 0.250 in. x 6.000 in. x 0.000 in. Base material: cracked concrete, 2500, fe' = 2500 psi; h = 4.000 in. Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat C; D; E; or F) yes (D.3.3.5) Geometry [in.] & Loading (Ib, in.ib] Z 0 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 20032009 Hilt AG, FL-9494 Schaan Hilt is a registered Trademark of Hilli AG, Schaan www.hilti.us Company: Specifier: Address, Phone I Fax: E -Mail: Profis Anchor 2.3.1 LWO Engineers Page 2 EAE Project Acme Bowling Sub - Project I Pos. No.: Garage Door Date: 8/7/2012 2 Load case /Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: ( +Tension, - Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 769 769 0 2 0 769 769 0 3 0 769 769 0 4 0 769 769 0 5 0 769 769 0 6 0 769 769 0 max. concrete compressive strain: - [`9ao] max. concrete compressive stress: - [psi] resulting tension force in (x/y)= (0.000/0.000): 0 [lb] resulting compression force in (x/y)= (0,000 /0,000): 0 [lb] 3 Tension Toad Load N,,, [lb] Capacity +Ne (lb] Utilization 0,, = NAN„ Status Steel Strength` N/A N/A N/A N/A Pullout Strength' N/A N/A N/A N/A Concrete Breakout Strength" N/A N/A N/A N/A ' anchor having the highest loading "anchor group (anchors in tension) Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilo AG, FL -9494 Scheer Hilt is a registered Trademark of Hilt AG, Schoen • www.hilti.us Profis Anchor 2.3.1 Company: Specifier: Address: Phone I Fax: E -Mail: LWO Engineers Page: 3 EAE Project: Acme Bowling Sub - Project I Pos. No.: Garage Door Date: 8/7/2012 4 Shear Toad Load Va, [Ib] Capacity pn [Ib] Utilization (iv = Va,/4Vn Status Steel Strength* 769 3572 22 OK Steel failure (with lever arm)' N/A N/A N/A N/A Pryout Strength** 4615 4628 100 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 V „is = ESR value refer to ICC -ES ESR 1917 V51ee1 Z Ve8 ACI 318 -08 Eq. (D -2) Variables n A,e,v (in.2] fine [psi] 1 0.10 106000 Calculations V58 [Ib] 5495 Results Vss [Ib] ritsteel Vs„ [Ib] Vu„ [Ib] 5495 0.650 3572 769 4.2 Pryout Strength 1 Ark v = nep [( � c.N } tlre ttred,N tygN WcoN Nal Vua AN, see ACI 318 -08, Part D.5,2.1, Fig. RD.5.2.1(b) AN,d = 9 her 1 Wec.N = 1 + 3 he) 5 1.0 r Wed,N = 0.7 + 0.3 ( n) 51.0 1.5he, n;n 1.5her) 5 1.0 WcRN = MAX ( ca Cec ' Cac / Nb = kc Weis ACI 318 -08 Eq. (D -31) 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) Variables kcv hat (in.) ee1,N M-] eo,N (in.] ;pin (In -) 2.000 0.000 0.000 4.500 4+e,N coe ]1n.] ke x {e (psi] 1.000 5.500 17 i 2500 Calculations AN, (in.2] Aco [in.2] tyect,N ty•c2.N We.N WeP,N Nb (lb] 132,00 36.00 1.000 1.000 1 000 1.000 2404 Results Vop (Ib] Qmncrete 4traterlkacttre rlit V (lb] V„,„ (Ib] 8815 0.700 0.750 1.000 4628 4615 Input data and results must be checked tor agreement wdh the existing conditions and for plausibility) PROFIS Anchor ( c) 2003-2009 HiIb AG, FL -9494 Schwan Hob Is a registered Trademark of Hilti AG, Schaan 71, www.hilti.us Company: Specifier. Address: Phone I Fax: E -Mail: LWO Engineers EAE Profis Anchor 2.3.1 Page: 4 Project: Acme Bowling Sub - Project I Pos. No.: Garage Door Date: 8/7/2012 5 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re- distributions 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 loading! • Condition A applies when supplementary reinforcement is used. Them 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 ACI 318, Part 0.4.4(c). • 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 AC1318 or the relevant standard! An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318 -08 Appendix D, Part 0.3.3.4 this requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, Part 0.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. In lieu of 0.3.3.4 and 0.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318 -08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of D.3.3 for applications involving "non- structural components" as defined in ASCE 7, Section 13.4.2. An alternative anchor design approach to ACI 318 -08, Part D.3.3 is given in IBC 2009, Section 1908.1.9. This approach contains "Exceptions" that may be applied in lieu of 0.3,3 for applications involving "wall out -of -plane forces" as defined in ASCE 7, Equation 12.11-1 or Equation 12.14 -10. It is the responsibility of the user when inputting values for brittle reduction factors (4jnwdad6le) different than those noted in ACI 318 -08, Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318 -08, ASCE 7 and the governing budding code. Selection of (1)noedadte = 1.0 as a means of satisfying ACI 318 -08, Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level <= the design strengths calculated per ACI 318 -08, Part 0.3.3.3. Fastening meets the design criteria! Input data and results must be checked for agreement wltlr the existing conditions end for plausibility! PROFIS Anchor ( c) 200a-2008 Hilt AG, FL -9444 Schaan Hilt is a registered Trademark of Hilti AG Schwan a www.hilti.us Company: Specifier: Address: Phone 1 Fax E -Mall: LWO Engineers EAE Profis Anchor 2.3.1 Page: 5 Project Acme Bowling Sub - Project I Pos No.. Garage Door Date: 8/7/2012 6 Installation data Anchor plate. steel: - Anchor type and diameter: Kwik Bolt TZ - CS. 1/2 (2) Profile: Rectangular plates and bars (AISC); 0.250 x 6.000 x 0.000 in Installation torque: 480.001 in.lb Hole diameter in the fixture: df = 0.563 in. Hole diameter in the base material: 0.500 in. Plate thickness (input): 0.750 in. Hole depth in the base material: 2.375 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 4.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. y -4.500 Coordinates Anchor in. Anchor x y C, c„ 1 -1.250 -2.500 4.500 2 4.750 -2.500 10.500 3 -1.250 2.500 4.500 c.9 c;y Anchor x 4 4.750 2.500 10.500 5 1.750 2.500 7.500 6 1.750 -2.500 7.500 C., Cy C,y Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c) 2003 -2009 Hilti AG, FL -11494 Schaan Hilti Is a registered Trademark of Hilti AG, Schaan /2„5-- 5.750 5.750 Q3 Q 1 05 00 1 1.000 1 3.500 .1� ti, ,� A Q 6 vi 3.500 2 a 1.000 1 4.500 3.000 3.000 1.000 Coordinates Anchor in. Anchor x y C, c„ 1 -1.250 -2.500 4.500 2 4.750 -2.500 10.500 3 -1.250 2.500 4.500 c.9 c;y Anchor x 4 4.750 2.500 10.500 5 1.750 2.500 7.500 6 1.750 -2.500 7.500 C., Cy C,y Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor ( c) 2003 -2009 Hilti AG, FL -11494 Schaan Hilti Is a registered Trademark of Hilti AG, Schaan /2„5-- www.hiIti.us Company: Specifier: Address: Phone I Fax: E- Mail. 111`T1 Proffs Anchor 2.3.1 LWO Engineers Page: 6 EAE Project: Acme Bowling Sub - Project I Pos. No.. Garage Door I Date: 8/7/2012 7 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 Geared 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 musl be checked tor agreement with the existing conditions am: for plausibility' PROFIS Anchor ( c) 20032009 HrIti AG FL -9494 Schaan Hilt is a registered Trademark of Hitti AG, Schaan Since 1946 Proposal To: Attn: Phone: Email / Fax: Date: PROJECT: MRJ Constructors Brian 206 - 334 -1431 8/3/12 Acme Bowl - Tukwila NORTHWEST DOOR, INC. 9001 Pacific Ave Tacoma, WA 98444 p FXLE Per C ®p •nft PROPOSAL P►- - . _ . Submitted By: Debby Davis Contract Administrator 253 - 620 -1361 253 - 620 -1134 ddavis(northwestdoor.com Direct Line: Direct Fax: E -Mail: We propose to furnish and install for the above project, the following; (1) 7' x 9' and (1) 10' x 9' Northwest Door, Inc. model 800, aluminum doors — dark bronze anodized with 7/32 white diffused laminated glass. Doors to include 2" angle mount track, highlift hardware, solid spring shaft, full perimeter seal and inside slide lock. Track and on door hardware to be powdercoated to match the doors as best as possible and black jamb seal will be utilized in lieu of standard gray. Doors to be manual push up operation. Doors quoted are manufactured locally by an American Owned Company. ALL PRICING SUBJECT TO FIELD MEASURE VERIFICATION. Exclusions: this proposal does not include any expenses for labor or material associated with t State and local taxes, costs of bonds and permits, opening preparation, spring & operator backing, jamb and structural steel, all field wiring, wire and conduit, finish and field painting. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 7 2012 City of Tukwila B I DING DIVISION CONDITIONS 1. The above proposal is subject to withdrawal or revision if not accepted within 60 days. Quotations are subject to stenographic errors 2. When required, shop drawings will be furnished and when approved by purchaser or architect, they shall be deemed to be correct interpretation and in design and dimensions, changes made may or may not warrant additional cost. 3. The customer agrees to provide adequate access, storage facilities for the materials delivered to the job and to furnish necessary tight and power, and elevator service when available. 4. We will not be responsible for loss or damage arising from delays caused by lack of correct or complete data; by change or revision; by late approval or drawings, by fire, floods, strikes, lockouts, by accidents In plants of those furnishing us with materials; by inability to obtain skilled labor; by delays of transportation carriers or other causes beyond our control Payment to be as follows: M Net 10th, Less Retention ACCEPTANCE OF PROPOSAL: The above prices, specifications and conditions are satisfactory and are hereby accepted. You are authorized to do the work as specified. Payment will be made as outlined above. Should action be required to enforce payment, 1 / We agree to pay all costs, including but not limited to, court cost, Attorney's fees and collection agency charges, which may be incurred or expended. ORDER PROCESS WILL BEGIN UPON RECEIPT OF SIGNED PROPOSAL, PAYMENT CLARIFICATION AND FIELD MEASURE VERIFICATION. Accepted By: Date: RECEIV D CITY OF TU LA AUG 21 2012 PERMIT CENTER CORRECTION LTR# � p 12-21�(v SECTION PANEL SCHEDULE DOOR WIDTH PANELS 1 5-1/2" (DIMENSIONS ' INCLUDING GLAZING STOP) j T THE FOLLOWING SECTION(S) TO HAVE .050 SM ALUM A ALUMINUM PANELS w/ INSULATION n _— � a HINGES LOCATED ACROSS STILES & RAILS e i9 " BOTTOM 2 . ROLLER BRACKET ,` `j ,, INTERMEDIATE i TOP V �I —� ROLLER q 1/g THE FOLLOWING SECTION(S) TO BE GLAZED WITH 7/32' WHITE n _ n = z COMBINED ° ( } A DIFFUSED LAMINATED GLASS BY NW DOOR 0 V _ o �� o DUAL— DUROMETER 1�` O PVC SNAP —IN MOLDING 1.�II �w III` �� d JOINT } BOTTOM 1 EACH e INTERMEDIATE 3 EACH 1/ V 5 1/2" (DIMENSIONS INCLUDING GLAZING STOP) TOP 1 EACH _ EXTRUDED ALUMINUM '_` f FRAME A �-+ FULL WIDTH VINYL ASTRAGAL SECTION A -A INTERIOR ELEVATION OF DOOR 5 1/2 "-� EXTRUDED ALUMINUM FRAME \ 2 7/8" S _ NOTICE TO OWNER: '--.\ / \ : NOTES: EXTRUDED ALUMINUM 000R CONSTRUCTION: 6063 -T6 ALUMINUM -DARK BRONZE TO RETAIN WARRANTY, DOOR MAINTENANCE MUST OCCUR ANNUALLY OR EVERY 5,000 \ --.„, SHIPLAP JOINT CYCLES, WHICH EVER COMES FIRST. IN e/ ANODIZED FINISH. TRUSSING: DOORS TO BE REINFORCED ACCORDANCE WITH ANSI /DASMA 102. CAUTION: ���\-- GLASS LOCK: INSIDE SLIDE LOCK ANY WORK ON THESE DOORS MUST BE RUBBER VINYL DONE BY TRAINED DOOR MECHANICS ONLY. ASTRAGAL DUAL — DUROMETER MFR. RESERVES RIGHT TO MAKE PRODUCT PVC SNAP —IN MOLDING HARDWARE HARDWARE MODEL INDICATES CHANGES W/O NOTICE. TRACK SIZE. 2= 2 "/3 =3 ". �Y O o: °o m o QUANTITY HARDWARE MODEL 0 z o!= D 0 °= DOOR MODEL O ~ a o o-= O O 0 f SECTIONS W Z FULL VIEW SECTIONS N 0 SECTIONS W /PANELS TYPE PANEL SPECIAL CONDITIONS NORTHWEST ._ E1945 DOOR, INC. TACOMA. WA. 98444 USA (253) 62D -1361 JOB: Acme Bowl 1 1 2" HA 800 10' 2" 9'1" 5 3 5 7/32 N/A White Diffused Laminated Gloss G.C.: MRJ Constructors 2 1 2" HA 800 7' 2" 9'1" 5 2 5 7/32 N/A ARCH: Grohom Bobo Architects DIST: NORTHWEST DOOR INC. NOTE: DRAWING NOT TO SCALE DATE:8 /3/12 SHT: 1 OF: 2 WALL SPACE MUST BE KEPT CLEAR QF BACK ROOM ALL OBSTRUCTIONS ABOVE 000R - • OPENINGS. G,C. & ARCH. PLS. NOTE: 15" VERIFY CLEARANCES WITH MECH., SEE HEADROOM REQ. BELOW OBSTRUCTIONS ABOVE DOOR OPENING ELEC., SPRINKLER TRADES moi. MAY RESULT IN ADDITIONAL CHARGES p , O o! 11-1111 p11p111U!!IMTIMMI101111111L: —r- o 1 HIGH LIFT !I 1 i SPRING BUMPER f x 0 2 0 C0 z 2 o_ 0 = 0 z z 2 a 0 FLOOR FLOOR NOTES: FINISH: TRACK AND HWD. NOTICE TQ OWNER: GALVANIZED /POWDERCOATED, ZINC. PLATED FASTENERS TO RETAIN WARRANTY, DOOR MAINTENANCE MUST OCCUR ANNUALLY OR EVERY 5,000 TRUSSING: DOORS TO BE REINFORCED IN CYCLES, WHICH EVER COMES FIRST, I 6" MIN. ACCORDANCE WITH ANSI /DASMA 102. OPENING WIDTH SIDE ROOM CAUTION TRK ROLLER LOCK: INSIDE SLIDE LOCK. ANY WORK ON THESE DOORS MUST BE / DONE BY TRAINED DOOR MECHANICS ONLY. HARDWARE: HARDWARE MODEL INDICATES TRACK MFR. RESERVES RIGHT TO MAKE PRODUCT SIZE, 2= 273 =3 ". CHANGES WJO NOTICE. O Q oM �¢ o Q �� O =M z jr-- E= 0 M 0 Z a w,-,..; ., o3 0 Z - u..)- w o= 0 0..- -. a O O z a 0 0 Ce < 0 Lo = o: o 0 Ce < 0 0 m o! w W w w a. in ' i 0 o = SPECIAL CONDITIONS NORTHWEST .. _.!...' DOOR, INC. TACOMA, WA. 698444 USA (253) 620 -1361 Track and Hordwore to hove Powdercoot JOB: Acme Bowl 1 1 2" HA 10'0" 9'0" HIGH 50" 65" 82" YES N/A Finish to Motch Door Color os Close as Possible. G.C.: MRJ Constructors 2 1 2" HA 7'0" 9'0" HIGH 50' 65" 82" YES N/A ARCH: Grohom Bobo Architects DIST: NORTHWEST DOOR INC. NOTE: DRAWING NOT TO SCALE DATE: 8/3/12 SHT: 2 OF: 2 High Lift Floor Shaded Area to be flush v Finished Open ing Width 6x6 Tube Steel 8/20/12 Collective Fall Protection Personal Fall Protection Safety Railing Systems Safe Access Solutions Steel to Steel Connections Work Wear Accessories Kee Klamp • Kee Safety, United States Products Design Install , Compliance United States Pft About Kee News Corporate Contact Us +1 (800) 851 -5181 wwloids = Video ; Solutions • Kee Klamp Kee' 1Klamp Overview 1 Technical Details Solutions I FAQ Certifications Safety Catalog Kee Klamp ® Galvanized Steel Components Galvanized Steel Components Steel pipe is an inherently efficient structural component. It is strong, has no sharp corners, and is readily available worldwide. The difficulty in using steel pipe to form structures arises when joining. Threaded pipe must be supplied in set lengths making for zero flexibility in installation. Welding is labor intensive, requires a highly skilled workforce, and specialized equipment. The answer is KEE KLAMP components. The underlying principle is simple but highly effective: use slip -on components to create versatile and rigid tubular structures. The Kee Klamp principle has been developed and refined for more than 75 years resulting in an extensive range of components suited for any need. Kee Klamp Features • High corrosion resistance • No welding or threading • Galvanized for long lasting protection Certification Documents • 2006 - Kee Klamp TUV Certification • 2008 - Kee Klamp TUV Certification Specification Documents • Kee Klamp 3 -Part Specification Safety Documents • Kee Klamp Risk Assessment & Safe Use Document keesafety.com /products /kee_klamp 1/2 8/20/12 Kee Klamp • Kee Safety, United States • Recessed screws for a smooth look • Quick installation • Large set screws resists thread stripping • Schedule 40 Pipe sizes 1 -1/4" - 2" • The Kee Klamp Fitting The simple but effective engineering principle of the Kee Klamp fitting is the foundation of the most versatile pipe connection system available. There are many variations of fitting to suit a wide range of applications, thus providing the versatility to achieve virtually any structural configuration. Kee Klamp fittings are iron castings manufactured to the requirements of ASTM A47 -77- 32510. A range of fittings to suit eight sizes of pipe is available. Hex set screws firmly lock the pipe into the fitting. Set screws are manufactured in case hardened steel and are protected against corrosion by Kee Koat®. A Kee Klamp fitting (size 5 to 9) can support an axial load of *2000 lbs. per set screw with the set screw tightened to a torque of 29 lbs. /ft. This is normally obtained when the set screw is fully tightened using a ratchet wrench. Kee Safety components are approved by TUV, Europe's leading independent testing house. The maximum load of each fitting type is as stated on the TUV Certificate. You may download the certificate on the Certifications page. utfa :0 N1 ':i�" .Production moniU ed i. rfrtypetested;r'e• HOME ABORT KEE • NEWS • CORPORATE • CONTACT US PRODUCTS • SERVICES • COMPLIANCE • DOWNLOADS & VIDEO • SOLUTIONS keesafety.com /products /kee_Idamp 2/2 8/20/12 • Collective Fall Protection Personal Fall Protection Safety Railing Systems Safe Access Solutions Steel to Steel Connections Work Wear Accessories Kee Safety, United States United States About Kea News Corporate Contact L's +1 (800) 851 -5181 5eparnt»'g Preopdt from Pl ead- Products Designs & Install Compliance Downloads & Video Solutions !Kee Kee Klamp Overview ,I Technical Details, Solutions FAQ Certifications Safety Catalog Download Suggested 3 -Part Specification • DOWNLOAD Kee Klamp 3 -Part Spec (PDF) Kee Klamp® Technical Specifications The Kee Klamp Fitting The simple but effective engineering principle of the Kee Klamp Fitting is the foundation of the most versatile pipe connection system available. There are many variations of fittings to suit wide- ranging applications, providing the versatility to achieve virtually any structural configuration. Kee Klamp fittings are generally made from cast iron* and are manufactured to the requirements of EN 1562 & EN 1563 and galvanized to the requirements of EN ISO 1461. A range of fittings to suit eight sizes of pipe is available. A simple hexagon key is the only tool required to create a strong, rigid joint. A recessed grub screw tightened by the hexagon key, firmly locks the pipe into the fitting. The grub screw is generally manufactured in case hardened steel* and benefits from Kee Koat® protection against corrosion. This combined with the ThreadKoat® (patented) factory applied coating for the threaded recesses ensures that Kee Klamp fittings achieve longer life and better corrosion resistance. A Kee Klamp fitting (size 5 to 9) can support an abal load of *2000 Ibs (900 kg). per grub screw with the grub screw tightened to a torque of 29 lbs. ft.(39 Nm). Materials used can vary according to application. Please refer to manufacturer for detailed specification. Specifying Kee Klamp Fittings Certification Documents • 2006 - Kee Klamp TUV Certification • 2008 - Kee Klamp TUV Certification Specification Documents • Kee Klamp 3 -Part Specification Safety Documents • Kee Klamp Risk Assessment & Safe Use Document The information on fittings in this site is comprehensive, and because of the coding system we have adopted, easy to use. Diagrams are shown for each fitting showing entry of pipe, a table of dimensions and a definition of use adjacent to its appropriate Type number (10, 15, 20, 25 etc.). Alongside the Type number is a code (4, 5, 6, 7, etc.) relating to the outside diameter of the pipe for which the Kee Klamp fitting had been designed. The relationship between the Kee Klamp pipe reference and standard pipe outside diameter is explained in the aforementioned chart. keesafety.com /products /kee_klamp /specifications 1/4 .8/20/12 ' Kee Safety, United States Kee Klamp Nom. Bore' i Pipe Ref. inches (Size) Tube Pipe Dia. , Kee Klamp Dia. O.D. inches ' ID. inches O.D. inches 2 1/4 54 .59 17/32 3 3/8 .68 -73 P11/16 f 4 1/2 .84 I .87 27/32 5 3/4 1.05 i 1.09 1 6 1 1.32 I 1 38 1 -5/16 ' 7 1 -1/4 1 166 i 1.72 1 -518 8 1 -1/2 1 190 [ 1.94 ; 1 -7/8 r 9 2 [ 2.38 ' 2.41 ' 2 -3/8 I *Nominal Bore is an arbi ray elomension, because the bore varies 1 with the wall thickness of the pipe_ Example: (1) A 10 -7 is a Type 10 Kee Klamp fitting with both sockets designed to accept a pipe that has an outside diameter of 42.4mm or 1 11/16" (1 1/4" Nominal pipe Size). (2) A 25 -9 is a Type 25 Kee Klamp fitting with all three sockets designed to accept a pipe that has an outside diameter of 60.9mm or 2 3/8" (2" N.P.S.). Where more than one pipe reference is shown alongside a particular Type number, it indicates that the individual sockets are designed to accept different sizes of pipe. In a multi -digit code number the first figure relates to the 'A' socket and the second to the 'B' socket. Example (3) A 45 -76 is a Type 45 Kee Klamp fitting with 'A' socket accepting a pipe that has an outside diameter of 42.4mm or 1 11/16", and a 'B' socket accepting a pipe /pipe that has an outside diameter of 33.7mm or 1 11/32 ". While Kee Industrial Products can give a general guidance relating to the use of each Kee Klamp fitting detailed in this site, the nature of the product means that the ultimate responsibility for selecting the correct fitting for an application must lie with the customer. The customer should also ensure that the existing structure to which the Kee Klamp construction is being secured, is of sufficient strength to support both the self weight of the Kee Klamp construction and the imposed Toads applied, including wind loads, snow loads, and any other superimposed loads. Metric Beam Load Table For uneven load distributions or single spans, the required pipe size must be determined by standard bending moment calculations assuming a Kee Klamp joint to give a simply supported beam. The table shown below gives an indication only of the safe load uniformly distributed, in kg, that may be carried per shelf consisting of front and back pipes when used as continuous beams. Recommended set screwtorque: 39 Nm. At loads greater than 900 kg, consideration must be given to grub screw slip. Span keesafety.com /products /kee_Idamp /specifications 2/4 ,8/20/12 Kee Safety, United States BEAM LOAD TABLE ( lb ) KK FITTING 1 Size 5 Size 6 Size 7 Size 8 Size 9 �/4" SIZE OF PIPE i i 1" 11/4" N.B. N.B. SCH. 1 SCH. 40 ; 40 11/4" • 2" N.B. 1 N.B. N.B. GRADE OF r SCH. SCH. 40 1 SCH. 1 40 MATERIAL 40 1 SPAN [ 1658 r 829 SPAN 1' 2' 3123 1 1562 5516 2758 7669 ; 3834 113180 1' 1 6590 2' 3' 3' 3'6" ! 553 474 1041 892 1838 2556 '4393 1576 2191 ' 3766 3'6" 4' 4' 414 781 1 1379 1917 3295 4'6" 368 694 i 1226 1103 1704 H 534 2929 4'6" 5' r 332 625 2636 5' 5' 6" i 302 568 , 1003 1394 2396 5' 6" 6' 1 277 520 919 1278 2197 6' 6'6" 255 481 849 1180 2028 6'6" 7' 237 446 , 788 735 1096 ' 1883 7' 7'6" 221 1- 207 417 1 1023. 1757 7'6" 8' 390 j 690 959 1 1648 8' 9' ' 184 • 347 613 1 852 ! 1464 9' 10' 166 1 313 • 551 1 767 x1318 10' i Table reflects a safety factor of 1.67:1 Metric Upright Load Table This table gives an indication only of the safe load, in kg., that may be carried between the above restraints by single pipes to BS 1387 (ISO 65) when used as uprights. Loads listed under 'A' columns refer to those loads that are obtainable according to schematic 'A', and loads listed under 'B' columns refer to those loads that are obtainable according to schematic 'B'. Schematic 'B' details a racking system that is mechanically affixed to the surface on which it stands whereas schematic 'N details a free - standing racking system. Recommended set screw torque: 39 Nm Load A `" B Vibration Test Report TEST REPORT: Vibration of Kee Klamp Assemblies Exhaustive tests on samples of standard size 7 Kee Klamp fittings were performed by an independent research laboratory. The purpose of the test was to evaluate the use of either standard set - screws or self- locking set screws. Test Arrangement A "Tee" section test assembly was made using three 300mm lengths of galvanized 1 '/," standard pipe held together by a socket Tee fitting (Type 25 -7). The vertical leg of the test assembly was supported in a standard railing flange (Type 62 -7). The completed assembly was then rigidly attached to the vibration table. �alee keesafety.com /products /kee_klamp /specifications 3/4 8/20/12 • Kee Safety, United States The test assembly was initially assembled using standard grub screws and tested in the configuration. The standard grub screws were then replaced with self - locking grub screws and the tests repeated. Test Procedure The test was conducted on a Ling 667 kg Electromagnetic vibration table. The table was programmed to perform a resonance search between 25 and 350 Hz. The following table details the resonant frequencies that were recorded. During the resonance search amplification factors, Q, were measured at each resonant frequency, the point of reference being the end of one horizontal pipe. The table was then held at one of the resonant frequencies, set in motion with a controlled acceleration level of 4g, and run for a period of six hours. This was repeated for three more resonant frequencies in descending order of "0" factor. Resonance Frequencies Q Factor Running Time 74 1.27 Nil 106 1.27 Nil 158 1.53 6 hours 200 1.8 6 hours 221 5 6 hours 295 9 6 hours During the twenty -four hours of vibration at the four resonant frequencies above no signs of loosening with either type of set screw occurred. HOME • ABOUT KEE • NEWS • :::ORPORA'E • CON TACT US PRODUCT. S • SERVICES • COMPLIANCE • DOWNLOADS 8. VIDEC • SOLUTIONS keesafety.com /products /kee_klamp /specifications 4/4 Kee Safety SECTION 05520 HANDRAILS AND RAILINGS Display hidden notes to specifier. (Don't know how? Click Here) PART 1 GENERAL 1.1 SECTION INCLUDES A. Handrails and guardrails B. Guardrails for hatches and openings. C. Safety barriers. D. Roof edge protection. 1.2 RELATED SECTIONS A. Section 05500 - Metal Fabrications: Associated metal supports. B. Section 07400 - Membrane Roofing: Coordination of roof edge protection installation. 1.3 REFERENCES A. Americans with Disabilities Act Accessibility Guidelines (ADA). B. American National Standards Institute (ANSI) - A21.I Safety Requirements for Floor and Wall Openings, Railings and Toe Boards. C. American National Standards Institute (ANSI) - A58.I Minimum Design Loads in Buildings and Other Structures. D. American National Standards Institute (ANSI) - Al 17.1 Accessible and Usable Buildings and Facilities. E. American Society of Testing and Materials (ASTM) A47 - Standard Specification for Ferritic Malleable Iron Castings. F. American Society of Testing and Materials (ASTM) A53 - Standard Specification for 05520 -1 Pipe, Steel, Black and Hot - Dipped, Zinc - Coated, Welded and Seamless. G. American Society of Testing and Materials (ASTM) A153 - Standard Specification for Zinc Coating (Hot -Dip) on Iron and Steel Hardware. H. Occupational Safety & Health Administration (OSHA): 1910.23 - Guarding Floor and Wall Openings and Holes. 1.4 SUBMITTALS A. Submit under provisions of Section 01300. B. [ Product Data ]: Manufacturer's data sheets on each product to be used, including: 1. Preparation instructions and recommendations. 2. Storage and handling requirements and recommendations. 3. Installation methods. C. Shop Drawings: Drawings showing fabrication and installation of handrails and guardrails including plans, elevations, sections, details of components, anchor details, and attachment to adjoining units of work. D. Selection Samples: For each finish product specified, two complete sets of color chips representing manufacturer's full range of available colors and patterns. E. Verification Samples: For each finish product specified, two samples, minimum size 6 inches (150 mm) square, representing actual product, color, and patterns. 1.5 QUALITY ASSURANCE A. Railings Structural Requirements: 1. Handrail, wall rail and guardrail assemblies and attachments shall withstand a minimum concentrated load of 200 pounds (90719 g) applied horizontally or vertically down at any point on the top rail. 2. Infill area of guardrail system capable of withstanding a horizontal concentrated load of 200 pounds (90719 g) applied to one square foot (8165 g /sm) at any point in the system. Load not to act concurrently with loads on top rail of system in determining stress on guardrail. 3. Handrail assemblies and guards shall be designed to resist a load of 50 pounds per linear foot (0.73 kN /m) applied in any direction at the top and to transfer this load through the supports to the structure. B. Mock -Up: Provide a mock -up for evaluation of surface preparation techniques and application workmanship. 1. Install in areas designated by Architect. 2. Do not proceed with remaining work until workmanship and installation are approved by Architect. 3. Refinish mock -up area as required to produce acceptable work. 1.6 DELIVERY, STORAGE, AND HANDLING A. Materials to be delivered to the job site in good condition and adequately protected against damage as handrails are a finished product. B. Store products in manufacturer's unopened packaging until ready for installation. 1.7 PROJECT CONDITIONS A. Maintain environmental conditions (temperature, humidity, and ventilation) within 05520 -2 limits recommended by manufacturer for optimum results. Do not install products under environmental conditions outside manufacturer's absolute limits. B. Field Measurements: Where handrails and railings are indicated to fit to other construction, check actual dimensions of other construction by accurate field measurements before fabrication; show recorded measurements on final shop drawings. 1. Where field measurements cannot be made without delaying the railing fabrication and delivery, obtain guaranteed dimensions in writing by the Contractor and proceed with fabrication of products to not delay fabrication, delivery and installation. C. Coordinate fabrication and delivery schedule of handrails with construction progress and sequence to avoid delay of railing installation. PART 2 PRODUCTS 2.1 MANUFACTURERS A. Acceptable Manufacturer: Kee Safety, Inc., which is located at: 100 Stradtman St. ; Buffalo, NY 14206; Toll Free Tel: 800 - 851 -5181; Tel: 716 - 896 -4949; Fax: 716- 896 -5696; Email: request info; Web: www.keeklamp.com B. Substitutions: Not permitted. C. Requests for substitutions will be considered in accordance with provisions of Section 01600. 2.2 SYSTEMS A. Handrails and Guardrails: Provide pipe, fittings, and accessories as indicated or required to match design indicated on the Drawings.. 1. Fittings: Aluminum. 2. Fittings: Cast iron. 3. Handrail Pipe Size: a. 1 -1/2 inches (38 mm) industry standard - 1.90 inches (48 mm) 0 D. b. 1 -1/2 inches 0 D (38 mm). 4. Infill Panels: As indicated. Refer to Drawings. B. Guardrails for Hatches and Openings: Railing system consisting of a top rail, mid rail, and chain or swinging gate, with the hatch curb acting as the toe plate. Extend railing system to a height of at least 42 inches (1067 mm) from the finished roof deck. 1. Pipe: Galvanized pipe, 1 -1/4 inches (32 mm). 2. Pipe: Aluminum pipe 1 -1/2 inches (38 mm). 3. Base: Fixed base. 4. Base: Ground socket base. 5. Style: Three sided. 6. Style: Two sided. 7. Style: As indicated. Refer to drawings. C. Safety Barriers: Provide Kwik Kit System, including pipe railings, uprights, bases and fittings as indicated or required by drawings to match design indicated. 1. Safety barrier system with 42 inches (1067 mm) height to provide a pedestrian egress barrier to withstand a minimum load of 200 lb (90719 g) in any direction to all components per OSHA Regulation 29 CFR 1910.23. 2. Pipe: Steel, 1.90 inches (48 mm) OD. 05520 -3 3. Rails and Posts: Safety yellow powder coated finish. 4. Fasteners: 304 or 305 stainless steel. D. Roof Edge Protection: Provide freestanding KeeGuard Roof Edge Protection System, including pipe railings, uprights, bases, counterweights and fittings. 1. Freestanding counterweighted guardrail system with 42 inch (1067 mm) minimum height to provide a pedestrian egress barrier on the roof to withstand a minimum load of 200 lb (90719 g) in any direction to all components per OSHA Regulation 29 CFR 1910.23. 2. Pipe: Steel 1 -1/2 inches (38 mm) schedule 40, galvanized. 3. Rails and Posts: 1 -1/2 inches (38 mm) diameter. 4. Mounting Bases: Steel bases are galvanized and are supplied with a rubber pad on underside of the component. 5. Counterweights: Steel Counterweights are supplied with a rubber pad on the underside of the component. 6. Fasteners: Type 304 or 305 stainless steel. E. Custom Design: Provide pipe, fittings, and accessories as indicated or required by Drawings to match design indicated. 2.3 MATERIALS A. Pipe: 1. Steel Pipe: ASTM A53 Grade B seamed tube. 2. Aluminum pipe. B. Fittings, Including Elbows, Crossovers, Wall flanges, Tees, Couplings: 1. Galvanized Malleable Cast Iron: Kee Klamp structural pipe fittings, ASTM A447 with ASTM A153 galvanizing. 2. Aluminum Alloy: High grade aluminum silicon magnesium alloy. C. Finish: Polyester factory applied spray coating. D. Fasteners: Type 304 or 305 stainless steel. 2.4 FABRICATION A. Fit and shop assemble components in largest practical sizes for delivery to site. B. Upright tops shall be plugged with weather and light resistant material. C. Assemble components with joints tightly fitted and secured. Accurately form components to suit installation. PART 3 EXECUTION 3.1 EXAMINATION A. Do not begin installation until substrates have been properly prepared. B. If substrate preparation is the responsibility of another installer, notify Architect of unsatisfactory preparation before proceeding. 3.2 PREPARATION A. Coordinate post setting drawings, diagrams, templates, instructions, and directions for installation of anchorages, such as sleeves, concrete inserts, anchor bolts, and miscellaneous items having integral anchors that are to be embedded in concrete 05520 -4 and masonry construction. 1. Coordinate delivery of anchorages to project site. 2. Coordinate that blocking is in place for all mounting fasteners. B. Prepare surfaces using the methods recommended by the manufacturer for achieving the best result for the substrate under the project conditions. 3.3 INSTALLATION A. Install in accordance with manufacturer's instructions. B. Fit exposed connections accurately together to form tight joints. For all connections with Kee Klamp fittings, each set screw is to be tightened to 29 foot pounds (39 N -m) of torque. C. Perform cutting, drilling, and fitting required for installation of handrails. Set handrails and accurately in location, alignment, and elevation, measured from established lines and levels. D. Set posts plumb within a tolerance of 1/8 inch (3 mm). 3.4 PROTECTION A. Protect installed products until completion of project. B. Touch -up, repair or replace damaged products before Substantial Completion. END OF SECTION 05520 -5 .8/20/12 • Kee Safety, United States Collective Fall Protection Personal Fall Protection Safety Railing Systems Safe Access Solutions Steel to Steel Connections Work Wear Accessories United States About Kai News Corporate Contact Us +1 (800) 851 -5181 Products Design t Install Compliance Downloads 02 Video , Solutions Kee Klamp Kee' Overview Technical Details Solutions FAQ Certifications Safety Catalog Catalog Items # 10 SINGLE SOCKET TEE # 14 STRAIGHT COUPLING # 18 # A10 # 12 # Al2 SPUT SINGLE SOCKET TEE 45° SINGLE SOCKET TEE SPUT 45° SINGLE SOCKET TEE # 15 90° ELBOW # 19 INTERNAL COUPLING ADJUSTABLE SIDE OUTLET TEE # A21/26 # 25 # 16 CLAMP-ON TEE # 20 SIDE OUTLET ELBOW # 26 # 17 CLAMP -ON CROSSOVER # 21 90° SIDE OUTLET TEE # 29 keesafety.com /products /kee_klamp /catalog 1/5 8/20/12 • Kee Safety, United States SPLIT 90' SIDE OUTLET TEE/ SPLI# 30 SOCKET 30° TO 45° ADJUSTABLE CROSS # 40 FOUR SOCKET CROSS # 46 COMBINATION SOCKET TEE AND CROSSOVER # P50 MODIFIED M50 -8 WITH OFFSET SLOT THREE SOCKET TEE # 31 # A40 SPLIT FOUR SOCKET CROSS # C50 TWO SOCKET CROSS # 35 THREE SOCKET CROSS # 45 CROSSOVER # M50 30° TO 60° SINGLE SOCKET TEE # A35 SPLIT THREE SOCKET CROSS # A45 SPLIT CROSSOVER # MH50 SINGLE SWIVEL SOCKET MALE SINGE SWIVEL MALE HORIZONTAL SINGLE # C51 SOCKET MEMBER # M51 DOUBLE SWIVEL SOCKET MALE DOUBLE SWIVEL SOCKET MEMBER SWIVEL SOCKET MEMBER # MH51 MALE HORIZONTAL DOUBLE SWIVEL SOCKET MEMBER # P51 # C52 # M52 # BC53 keesafety .cam /products /kee_Idamp /catalog 2/5 a8/2I7/12 Kee Safety, United States MODIREi9AA -8 WITH CORNER SOCKET MALE C Rliff SWIVEL OBTUSE ANGLE ELBOW # C58 SWIVEL RANGE # 61 FLANGE # 65 STANDARD HORIZONTAL RAILING BASE # 69 ACUTE ANGLE ELBOW # M58 SWIVEL FLANGE PLATE # 62 STANDARD RAILING FLANGE # 66 GROUND SOCKET # 70 MODIRED M50 WITH SLOT # 59 SPIGOT FLANGE # 63 ANGLE BASE FLANGE # 67 ANGLE FLANGE # 71 MODIFIED P57 # 60 EXTRA HEAVY FLANGE # 64 STANDARD VERTICAL RAILING BASE # 68 WALL FLANGE # 72 keesafety.com /products /kee_klamp /catalog 3/5 X8/20/12 • Kee Safety, United States COLLAR #81 SINGLE SIDED CUP # 86 ANGLE TEE # 90 HOOK # 82 DOUBLE SIDED CLIP # 87 ANGLE ELBOW # 91 PGR THREE SOCKET TEE PGR TWO SOCKET CROSS # 95 # 97 • PGR INTERNAL SPIGOT SET SCREWS EYE FITTING # 83 PIN FITTING # 88 THREE SOCKET ANGLE TEE # 92 PGR ELBOW # 98 RACHET AND BIT SET SHEETING CUP # 84 MALLEABLE PLUG # 89 TWO SOCKET ANGLE CROSS # 93 PGR TEE # 99 ALLEN WRENCH keesafety.com /products /kee_klamp /catalog 4/5 • 8 /1EJ•12 r;t•• 1 .3. s..:1! i 1 _ Kee Safety, United States # 100 PLASTIC SET SCREW CAP # 118 COVER FLANGE # 351 RIDGE RTTING # 105 SHEETING CLIP W/O HARDWARE # 121 CORNER CROSSOVER # 97ATD ANTI -THEFT DEVICE # 114 SWIVEL TEE # 145 CROSSOVER COUPLING # 115 WALL FLANGE # 350 EAVES RTTING HOME • ABCt.T 4EE • NEWS • CORPORATE • :ONTAC-',iS PROCLCTS • SERV'CES • C.DMPIJANCE DOWNLOADS 5 VIDEO SOLuT1ONS keesafety.com /products /kee_Idamp /catalog 5/5 • City of Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director August 17, 2012 Gary Larson ACME Bowl 100 Andover Pk W Tukwila, WA 98188 RE: Correction Letter #1 Development Permit Application Number D12 -266 ACME Bowl -100 Andover Pk W Dear Mr. Larson, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time the Fire, Planning, and Public Works Departments have no comments. BuildinE Department: Allen Johannessen at 206 -433 -7163 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431 -3670. Sincerely, —‘;da Bill Rambo Permit Technician encl File No. D12 -266 W:\Penmt Center\Correction Letters \2012\D12 -266 Correction Letter #l.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 • Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Date: August 16, 2012 Project Name: ACME Bowl Permit #: D12 -266 Plan Review: Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Provide the door manufacturers specification/installation manual. Provide architectural details to show how the door shall be attached to the new framework. 2. Provide construction specifications and details for the new guard rail shown on the plan. Should there be questions concerning the above requirements, contact the Building Division at 206- 431 -3670. No further comments at this time. oPERMtT COORD CON PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -26.6 DATE: 09/1.2/12 PROJECT NAME: ACME BOWL SITE ADDRESS: __ 100 ANDOVER PK W Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 2 after Permit Issued DEPARTMENT : Bui ing ivision II PV Public Works AWN NIk 1i "ti Fire Preve Lion Structural J1(L NIp 09115.12_ Planning Division ❑ Permit Coordinator n DETERMINATION OF COMPLETENESS: (Tues., Thurs.) I�I Incomplete I I Complete DUE DATE: 09/13/12 Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route n Structural Review Required n No further Review Required, REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Notation: DUE DATE: 10/11/12 Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: Permit Center Use Only • CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: • PERIA1 WORD COPY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D12 -266 DATE: 08 -30 -12 PROJECT NAME: ACME BOWL SITE ADDRESS: 100 ANDOVER PK W Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 1 After Permit Issued B ing Division 67 i�� Public orks A o �O I - N 0[ -o14 Fire Prevention Plannin Division 9 Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 09-04 -12 Not Applicable Comments: Permit Center' Use • Only. "`° 3:`: INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Approved with Conditions Notation: REVIEWER'S INITIALS: DATE: DUE DATE: 10-02 -12 Not Approved (attach comments) I I Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 VERM11T COORD COPS PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -266 DATE: 08/21/12 PROJECT NAME: ACME BOWL SITE ADDRESS: 100 ANDOVER PK W Original Plan Submittal X Response to Correction Letter # 1 Response to Incomplete Letter # Revision # after Permit Issued DEPARTMENTS: / ENTS: , Building Division I L Fire Prevention Planning Division Public Works ❑ Structural ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete n Complete l)k DUE DATE: 08/23/12 Not Applicable ❑ Comments: Peimft Center Use Only . INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required n No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 09/20/12 Approved n Approved with Conditions ixf Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only • • , CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: • PEW CO COPY • PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -266 PROJECT NAME: ACME BOWL SITE ADDRESS: 100 ANDOVER PK W X Original Plan Submittal Response to Correction Letter # DATE: 08 -09 -12 Response to Incomplete Letter # Revision # After Permit Issued EPA'TME TS: P1 4 6_"'0.. 2, Lidding Division �d- ublic s �- VZ Fire Pre ehtion Structural L1 Planning ivision Permit Coordinator 71 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete n DUE DATE: 08-14 -12 Not Applicable n Comments: Permit Center Use:Only., INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ LETTER OF COMPLETENESS MAILED: Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route xi Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 09 -11 -12 Not Approved (attach comments) DATE: Permit Center Use Only • ei 1 CORRECTION LETTER MAILED: (J rk / - I Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: • Documents/routing slip.doc 2 -28 -02 PROJECT NAME: SITE ADDRESS: I IA 6 Ais AINU PERMIT NO: ORIGINAL ISSUE DATE: g REVISION LOG REVISION DATE RECEIVED STAFF INITIALS STAFF INITIALS ISSUED DATE STAFF INI IALS 11. r l�L ,--- Wit_ i Summary of Revision: Summary of Revision: S-}.- LA-vrrr�,[ d,�.¢,4 -c•; I r Vim vx e_t / . �{- WY',, -. i Vt durg¢, 2 a ran Received by: .SoN1 DccIAARNS _ Received by: \Qu (`Tc ,rZN5 REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 2 A 1 r l�L ,--- (9//(///;,_ A') Summary of Revision: l � up N 4t iv, A, t t(, t `r . Received by: .SoN1 DccIAARNS (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) • City of Tukwila Department of Community Development 6300 Southcentcr Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Web site: http: / /www.TukwilaWA.gov REVISION SUBMITTAL QITV OF ¶UKWIL* S ` 12 2012 oeRMIT OENTEP Revision submittals must be .submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: / !Z Z012 Plan Check/Permit Number: I, ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # NI Revision # after Pcrmit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: A ( 4 gbUlLlt l(q Project Address: /00 4 \DQJF(2_ rii- -tL 141 Contact Person: 6pf12-1 L,+14 Phone Number: 2b1; 3H p - ZZ(o 3 Summary of Revision: 417bi TI`O■ " ItNSTkLLATtt 3 dF F.vvvt..AtA t- p t-A A-iZT P N ENTRY Sheet Number(s): A Z. 0t SfEG SKfETS "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 2 `t Entered in Permits Plus on .0gi%j /2- II:,AppL..101a, for in,- Appli,aion, Ou Lia02.010 Appla.a100.d7 -20111 - R..vi,wu Runmmal.do,. Revised. May 2011 City of Tukwila • REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 9815X Phone: 206 -431 -3670 Web site: http: / /www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 5/30/20 it. Plan Check/Permit Number: 17 IL - Z C0 C0 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # [Sr Revision # / after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: ACME /3001. Project Address: ibo A14 po t!G CZ- -,,4?- K 14/Fs r Contact Person: 4,4R.' 1_4 t.\ Phone Number: 2O4,- SqI) -2z 1, 3 Summary of Revision: A LTEI/WTiaki TO S rRU T u R�t-c., 5 YS rEvM e mew 1A•Rdf (.TE ASR S f4DQITtON ° NVW 41,A1-i z,M CM L-bO1 E Asr4. RECEIVED 01TV OF MOIRA Aug 30 2012+ PERMIT CENTEP Sheet Number(s): A2. 62 I S? , S Li $ STl -O C l'Ai�c S "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on 9 0(0 2- I \AppliL,o,maFn .. •�nri a, „rn \20I0.\ppl J , v- 2Ol0 -R .,, sin„« ido, Revised. May 2011'1 • • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: //www.ci.tukwila,wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 8/21/20 }2. Plan Check/Permit Number: D 12-266 ❑ Response to Incomplete Letter # Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: ACME Bowl Project Address: 100 Andover Pk W Contact Person: .4U4- NN Phone Number: ZDlO. 32L• `IQ'32 Summary of Revision: 14- w t= ) rlsE s A- Tvrkter; SliDf5 'hell- Vc»rt- SC'aErdiLS ,$ pf ie rihN C) 11'044 2 : PL64,3 f SEe upokrEs To 4 vAf t', EAI L iZ6-v ) 5 rari --(6p. Al-so sF,S p-edis.ims To sHEFT A2,02 Sheet Number(s): A 2. Z Afl Ac P 5}'i. S "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: './ Entered in Permits Plus on A17--t I� \applicationslforms- apptications on line\revision submittal Created: 8 -13 -2004 Revised: Contractors or Tradespeople Printer Friendly Page • General /Specialty Contractor A business registered as a construction contractor with LEI to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name M R J CONSTRUCTORS LLC UBI No. 601593013 Phone 2066217437 Status Active Address Po Box 3915 License No. MRJCOL *011CW Suite /Apt. License Type Construction Contractor City Seattle Effective Date 2/16/1999 State WA Expiration Date 4/14/2014 Zip 981243915 Suspend Date County King Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status MRJCOD'055CW M R J CONSTRUCTORS Et DEV LLC Construction Contractor General Unused 2/16/1995 2/5/1999 Archived MRJCOD•077CW M R J CONSTRUCTORS Et DEV CO Construction Contractor General Unused 2/16/1993 2/5/1995 Archived Business Owner Information Name Role Effective Date Expiration Date HOGGER, ROLF A Cancel Date 01/01/1980 Bond Amount HOGGER, MARTIN R 6 01/01/1980 790559C ELSTON, JEFF J Until Cancelled 01/01/1980 Bond Information Page 1 of 2 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 6 DEVELOPERS SURETY Et INDEM CO 790559C 01/02/2008 Until Cancelled $12,000.0002/11 /2008 5 FIRST NATIONAL INS 6146548 02/05/2002 Until Cancelled 02/05/2008 $12,000.0001/22 /2002 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 18 Ironshore Specialty Ins Co AGS0023900 04/07/2012 04/07/2013 $1,000,000.0004 /24/2012 17 QBE Specialty Insurance Compan GXG00852 04/07/2012 04/07/2013 $1,000,000.00 04 /09/2012 16 QBE SPECIALTY INS CO R /OGXG00638 04/07/2011 04/07/2012 $1,000,000.00 04 /06/2011 15 QBE SPECIALTY INSURANCE CO GXG00638 04/07/2010 04/07/2011 $1,000,000.00 04/07/2010 14 QBE SPECIALTY INSURANCE CO GXG00184 04/07/2008 04/07/2010 $1,000,000.00 04 /06/2009 13 AMERICAN SAFETY INDEMNITY CO ESL0010780605 04/07/2007 04/07 /2009 $1,000,000.00 03/21/2008 12 AMERICAN SAFETY INS CO ESL00107804 04 04/01/2004 04/01/2008 03/30/2007 $1,000,000.00 03/29/2007 https://fortress.wa.gov/lni/bbip/Print.aspx 08/28/2012 1 _ tii%(!--`k 'MAMMA \1 1 2.0 AREA OF WORK NO CHANGE OF USE NO CHANGE TO OCC. O 0 O 0 O 0 •1 1• (E) 51,390 SF BOWLING ALLEY & RESTAURANT IJ� u odi7o II II db Lb l ode db ENTRY r J twi Z O 0 0 O 00roo 0 Acme Bowl - Floor Plan Scale: 1/16" = 1' -0" SEPARATE PERMIT REQUIRED FOR: Mechanical Electrical Plumbing Gas Piping City of Tukwila BOLDING DIVISION GENERAL NOTES �w`�ir�h.ToNr / 1. CODES: ALL WORK SHALL CONFORM TO THE 2009 ?MIR BUILDING CODE, AND BY TUKWILA MUNICIPAL CODE AND ALL OTHER GOVERNING LAWS, CODES, ORDINANCES AND REGULATIONS. 2. DO NOT SCALE DIMENSIONS FROM DRAWINGS. USE CALCULATED DIMENSIONS ONLY. NOTIFY THE ARCHITECT IMMEDIATELY IF ANY CONFLJCTS EXIST. 3. ALL DIMENSIONS ARE TO FACE OF FRAMING AND CONCRETE WALLS UNLESS NOTED OTHERWISE. 4. CONTRACTOR SHALL VERIFY ALL CONDITIONS PRIOR TO INITIATING THE WORK. NOTIFY THE ARCHITECT OF ANY DISCREPANCIES. 5. VERIFY ALL ROUGH —IN DIMENSIONS FOR EQUIPMENT. PROVIDE All BUCK —OUT, BLOCKING, BACKING, AND JACKS REQUIRED FOR INSTALLATION. 6. ALL WOOD IN CONTACT WITH CONCRETE IS PRESSURE TREATED. 7. SERVICE WATER PIPES IN UNHEATED SPACES TO BE INSULATED. 8. PROVIDE FIRE — STOPPING AT ALL INTERSECTIONS BETWEEN CONCEALED WALL AND HORIZONTAL SPACES, SUCH AS SOFFIT OR CEILING, 9. PROVIDE DRAFT — STOPPING IN CONCEALED SOFFIT SPACES WHERE REQUIRED 10. ALL INSULATION MATERIALS SHALL HAVE FLAME — SPREAD RATING NOT TO EXCEED 25 AND A SMOKE— DEVELOPED RATING NOT TO EXCEED 450. 11. CLEAR DEBRIS FROM ALL VENTILATION DRILL HOLES AND NOTCHES. 12. REMOVE ALL UPC STICKERS AND LABELS FROM PIPING, HANGERS ETC, UNLESS REQUIRED BY CODE PRIOR TO INSTALLATION Permit N©. approval is subject to errors and o;niss'or►s, construction documents doe; !,c,, ; , e ot any adopted code Ot old Tian Field Copy and conditions is aci no° City Of Tukwila BUILDING DIVISION REPLACE (E) PENDANT LIGHT FIXTURES, TYP OF (6) HANGING BOWLING PIN ART PEICE PER 3/A2.01, TYP OF (24) RANDOMLY SPACED AS INDICATED. O 0 0 0 0 0 0 0 0 0 0 0 4 4 0 4 cz 0 MIN 0 101 -8' Acme Bowl - partial RCP Scale: 1/4" = 1' -0" O REVIEWED FOR CODE COMPLIANCE APPROVED SEP 13 2012 L City T kwila BUILDIN (VISION SNAPTOGGLE ANCHOR W/ HANGER BOLT & EYELET CONNECTION W C3) 4 1/2' (E) " GWB CEILING LOOP CABLE THROUGH EYELET AND SWAGE END ' STEEL AIRCRAFT CABLE LOOP CABLE THROUGH EYELET AND SWAGE END EYELET CONNECTION. SCREW & GLUE INTO B.O. BOWLING PIN WD BOWLING PINS (3.5 LBS EA) ?EJISION N0.? Acme Bowl - PIN DETAIL Scale: 1 1/2" = 1' -0" f------ REVISIONS ___ No change, shall ho made to the scope of work without prior approval of Tukwila Building Division. L'!OTE: Revisions will require a new plan submittal and may include additional plan review fc.es 6 f 1429 - 12th Avenue Seattle, Washington 98122 206 323.9932 • BUILDING PERMIT CITY OF TUKWILA ACME BOWL 100 ANDOVER PARK WEST TUKWILA, WA 98188 Project No. ML-1,,,L.) SEP 12 2012 PERMIT CEIN`I°ER Date: Revision: 09.12.2012 Scale: AS NOTED Sheet contents: Floor Plan A2.01 2 CC z w (N) GARAGE DOOR PARTITIONS (N) STEEL SUPPORT PER STRUCTURAL, TYP. (N) RAILING AT 36" A.F.F Acme Bowl - Door Elevation, Typ. Scale: N.T.S. • .J nr.e .r.... L _18 REVIEWED FOR CODE COMPLIANCE APPROVED SE? 0 7 2012 City of- KAM SION 3 Acme Bowl - Railing Detail, Typ. Scale: 12 " =1' -0" WD COUNTER KEE KLAMP RAILING FITTING: 62 -7 36" HIGH HAND RAIL BEYOND. FROM 1" SJILL TUBE AND KEE KLAMP COMPONENTS 1' -6" KEE KLAMP RAILING FITTINGS: 26 -7, 21 -7 KEE KLAMP RAILING FITTING: 62 -7 NOSING PER IBC 2009:1009.4.5 (E) CONC SOG (N) PLATFORM PER IBC 2009 410.4: - " ENGINEERED WD FLOORING - " PLYWOOD - 2X6 FIRE - RETARTAND TREATED WD FRAMING 0 24" 0.C. W/ BLOCKING AS REQ'D - (E) CONC SOG 1, -0" 1, -0" Acme Bowl - Wd Counter Scale: 12 " =1' -0" TO BILLIARDS & BOWLING Au/ uIAuu►uii„ VIANVWVI (E) CLR OPENING WO REMOVE (E) CASEWORK AND PATCH (E) FLOOR Floor Plan (E) EXISTING (N) NEW <ey (E) WALLS OF TENANT SPACE I (N) STRUCTURE FOR GARAGE DOORS SEPARATE PERMIT REQUIRED FOR: L Mechanical Electrical umbing - Gas Piping ,1., _...,��;ila VISION (E) RESTAURANT AREA OF WORK r- ( 1 cik FIN FLOOR EL 0' -0" L (N) RAILING 0 36" A.F.F (UPPER) -34" HIGH HANDRAIL FROM 14" STEEL PIPE. LOCATE <30" FROM c• OF STEP CONSTRUCT FROM STANDARD KEE KLAMP SYSTEM FITTINGS, TYP 0 (4) LOCATIONS (N) STEEL BEAM AB/. PER STRUCT (N) STEEL SUPPORTS PER STRUCTURAL, TYP. (E) STAIR DN: 3 RISERS o 6" (N) GARAGE DOORS ABOVE FIN FLOOR EL + 1' -6" 1 7 (E) RESTAURANT (E) GUARDRAIL 0 42" A.F.F. (1) RISER 066" (N) WD COUNTER ON KEE KLAMP RAIL SYSTEM (1) RISER 6 ". PER IBC 2009: 1 003.5 EXCEPTION 2 (1) RISER 0 sr — J REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. t;: ""';T : Revisions will require a new plan submittal :rid may include additional plan review fees. TO BAR, BILLIARDS & BOWLING FREE COPY Permit No. pa 1 PI?rl review approval is subject to errors and omissions. 'royal of construction documents does not authorize violation of any adopted code or ordinance. Recent of approved Field Copy and conditions is acknowledged: By Date:, City Of Tukwila BUILDING DIVISION (E) 21+ BAR & LOUNGE REVISIONN01: 1 (E) BAR (N) PLATFORM \otes 1. (E) BUILDING IS FULLY SPRINKLERED. 2. (E) BUILDING IS TYPE IIA CONSTRUCTION Acme Bowl - Detail Plan Scale: 1/4" = 1' -0" C; C) RECEIVED CITY OF TUKWILA AUG 3 0 2012 PERMIT CENTER bI2Zb x � ^Qom} ffi Y tic 1429 -12th Avenue Seattle, Washington 98122 206 323.9932 7272 REGISTERED ARC -TECT AME EDW - 0 GRAHAM STAT •F - ASHINGTON BUILDING PERMIT CITY OF TUKWILA ACME BOWL 100 ANDOVER PARK WEST TUKWILA, WA 98188 Project No. Date: Revision: A 08.30.2012 Scale: AS NOTED Sheet contents: Detail Plan Sheet: A2 • 02 GENERAL REQUIREMENTS SUMMARY OF WORK Project consists of new construction as shown on these Contract Documents used in coordination with the Architectural and other discipline's documents. Drawings indicate general and typical details of construction. Typical details and general notes shall apply even if not specifically denoted on plans, UNO. Where conditions are not specifically indicated similar details of construction shall be used, subject to review and approval by the Architect and the SER. DOCUMENTS Structural Documents shall be used in conjuction with Architectural Documents for all bidding and construction. Existing structural information, designated as (E) on the structural drawings, has been compiled from information furnished by various sources and is not necessarily field- verified by the engineer. Dimensions relating to existing structures are intended for use as guidelines only; all dimensions shall be field- verified by the contractor prior to start of construction. Notify the Architect of any discrepancies. These Contract Documents and any materials used in preparation of them, including calculations, are the exclusive property of the SER and can be reproduced only with the permission of the SER. WARRANTY The SER has used that degree of care and skill ordinarily exercised under similar circumstances by members of the profession in this locale and no other warranty, either expressed or implied, is made in connection with rendering professional services. OWNER RESPONSIBILITY The owner shall retain a Special Inspector to perform the special inspection requirements required by the building official and as outlined in the Special Inspection section below. GOVERNING CODE All design and construction shall conform to the 2009 International Building Code and local jurisdiction amendments. Reference to ASTM and other standards shall refer to the latest edition designated by IBC Chapter 35. Refer to the specifications for information in addition to that covered by these structural notes and drawings. DEFINITIONS The following definitions are used throughout these structural notes: IBC - Governing code, including local amendments SER - Structural Engineer of Record per these Contract Documents UNO - unless noted otherwise DESIGN CRITERIA BUILDING CATEGORY Structural Occupancy Category 11 Importance factors for snow, wind and seismic are listed with the loading criteria. LIVE LOADS Mechanical equipment weights furnished by manufacturer LATERAL LOADS - EARTHQUAKE Numbering below is per IBC Section 1603.1.5: 1. Importance Factor = 1.0 2. Mapped Spectral Response Accelerations: 3. Site Class = C; FA = 1.0; Fv = 1.513 4. Spectral Response Coefficients: Sos = 0.948 g; 5. Seismic Design Category = D 6. Basic Seismic Force Resisting System is: Vertical Elements: Ordinary Steel Moment 7. Design Base Shear =1.79 kips 8. N/A 9. Response Modification Factor (R) = 1.5 10. Analysis Procedure = Equivalent Lateral Force Ss= 1.423 g; Si= 0.487g Additional Items: Building Location: 47.4599° N, - 122.2533° W Frame Height = 16 feet Soi= 0.491g Frame; Procedure CONTRACTOR PERFORMANCE REQUIREMENTS Contractor shall verify all dimensions and all conditions at the job site, including building and site conditions before commencing work, and be responsible for same. All discrepancies shall be reported to the Architect before proceeding with work. Any errors, ambiguities and /or omissions in the contract documents shall be reported to the Architect immediately, in writing. No work is to be started before correction is made. Contractor - initiated changes shall be submitted in writing to the Architect for review and acceptance prior to fabrication or construction. Changes shown on shop drawings only will not satisfy this requirement. Contractor shall be responsible for all safety precautions and the methods, techniques, sequences or procedures required to perform the contractor's work. The Structural Engineer has no overall supervisory authority or actual and /or direct responsibility for the specific working conditions at the site and /or for any hazards resulting from the actions of any trade contractor. The Structural Engineer has no duty to inspect, supervise, note, correct, or report any health or safety deficiencies to the owner, contractors, or other entities or persons at the project site. The contractor shall provide temporary bracing as required until all permanent connections and stiffening have been installed. The contractor is responsible for the strength and stability of all partially completed structures including but not limited to concrete or masonry walls, steel framing and erection aids. The contractor shall at his discretion employ the aid of a licensed structural engineer to design all temporary bracing and shoring necessary to complete the work described in these contract documents. The contractor shall be responsible for all required safety standards, safety precautions and the methods, techniques, sequences or procedures required in performing his work. For concrete construction refer to IBC 1906.2 "Removal of Forms, Shores, and Reshores ". The contractor shall coordinate with the building department for all building department required inspections. Do not scale drawings. Use only field verified dimensions. When electronic plan files are provided for the contractor's detailing convenience, it shall be noted that the electronic files are not guaranteed to be dimensionally accurate. The contractor uses them at his own risk. The published paper documents are the controlling Contract Documents. Electronic files of detail sheets and notes will not be provided. CONCRETE CAST -IN -PLACE CONCRETE Concrete materials shall conform to the following: Portland cement: Type 1, ASTM C150 Normal weight aggregates: ASTM C33 Sand equivalent: ASTM C33 Water: Potable per ASTM C94 Air entraining admixtures: ASTM C260 CONCRETE STRENGTH REQUIREMENTS TABLE Location Strength c f (psi) Max Agg. Size (inch) Min Cement or Max W/C Ratio (with air entrainment) FOUNDATIONS, GRADE BEAMS, STEM WALLS 3,000 1" PER DESIGN NOTE: ALL STRENGTHS AT 28 DAYS AND NORMAL WEIGHT CONCRETE, UNO CONCRETE COVER FOR REINFORCING STEEL TABLE Reinforcing Bar Location Min Concrete Cover UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" NOTE: WHERE A THICKNESS OF COVER REQUIRED FOR FIRE PROTECTION IS GREATER THAN THAT SPECIFIED IN THIS SCHEDULE, THE GREATER THICKNESS Stall BE USED. GROUTING STEEL BASE PLATES Nonshrink grout for base plates shall be an approved nonshrink cementitious grout containing natural aggregates delivered to the job site in factory prepackaged containers requiring only the addition of water. The minimum 28-day compressive strength shall be at least 6000 psi, UNO. Grouts shall meet ASTM C1107. Approved grouts include: Master Builders' "Master Flow 713 ", Sika Corporation's "Sikagrout 212 ", Burke Company's "Nonferrous Nonshrink Grout ", W.R. Meadows CG -86 Construction Grade Grout, or approved equal. Grout shall be mixed, applied, and cured strictly in accordance with the manufacturer's published recommendations. ANCHORAGE Post - installed anchors shall not be installed without prior approval of engineer of record unless noted otherwise on the plans. EXPANSION BOLTS Expansion bolts into concrete and concrete masonry units shall be "Kwik Bolt 17" as manufactured by the Hilti Corporation. Install in strict accordance with ICC Report No. ESR -1917, including minimum embedment requirements. Bolts into concrete masonry or brick masonry units shall be into fully grouted cells. Substitutes proposed by contractor shall be submitted for review with ICC Reports indicating equivalent or greater load capacities. Special inspection is required for all expansion bolt installation. STRUCTURAL STEEL REFERENCE STANDARDS Steel construction shall conform to the latest editions of the AISC Specifications and Codes. "Specification for Structural Steel Buildings" ANSI /AISC 360 (latest edition), "Specification for Structural Joints Using ASTM A -325 or A-490 Bolts" AISC 348 (latest edition) and "Code of Standard Practice for Steel Buildings and Bridges" AISC 303 (latest edition) amended by the deletion of paragraph 4.4.1. STRUCTURAL STEEL MEMBERS Structural Steel shall conform to the following requirements (unless otherwise shown on plans): STRUCTURAL STEEL MEMBER SPECIFICATIONS TABLE Type of Member ASTM Specification Fy ROLLED WIDE - FLANGE SHAPES A992 50 ksi PLATES, CHANNELS, ANGLES A36, GRADE 36 36 ksi COMMON BOLTS A307, GRADE A - STRUCTURAL FRAMING BOLTS A325, TYPE 1 - THREADED RODS A36 36 ksi ANCHOR RODS (HOOKED, HEADED, THREADED & NUTTED) F1554, GRADE 36 (LINO) 36 ksi HEX NUTS A563 - FLAT CIRCULAR WASHERS F436 - SQUARE OR RECTANGULAR BEVELED WASHERS F436 - COMPRESSIBLE- WASHER -TYPE DIRECT - TENSION INDICATORS F959 - BOLTS All A -325N connection bolts, not part of the Seismic Load Resisting System (SLRS), need only be tighten to snug -tight (ST) conditions, defined as the tightness that exists when all plies in a joint are in firm contact. This may be attained by a few impacts of an impact wrench or the full effort of a man using an ordinary spud wrench. All bolt holes shall be standard size, unless noted otherwise. All ASTM A -307 bolts shall be provided with lock washers under nuts or self - locking nuts. WELDING All welding shall be in conformance with AISC and AWS standard and shall be performed by AWS /WABO certified welders in accordance with AWS D1.1. Only Prequalified welders, as defined by AWS, shall be used. Shop drawings shall show all welding with AWS D1.4 symbols. Welds shown on the drawings are the minimum sizes. Increase weld size to AWS minimum sizes, based on plate thickness. Minimum welding shall be 3/16" UNO. All welds shall be made using low- hydrogen electrodes with minimum tensile strength of 70 ksi and a Charpy V -Notch (CVN) toughness of at least 20 foot - pounds at -20° Fahrenheit. Low hydrogen SMAW electrodes shall be used within 4 hours of opening their hermetically sealed containers, or shall be re -dried per AWS D1.1. Electrodes shall be re -dried no more than one time, and electrodes that have been wet shall not be used. Field welds shown are engineer's recommendation. Contractor is responsible for actual welds used to support specific means and methods. INSPECTIONS INSPECTIONS BY BUILDING OFFICIAL The building official, upon notification, shall make structural inspections as required by local ordinance. The inspection by the building official per IBC Section 109 will be separate from and in addition to the special inspection and structural observation mentioned subsequently. SPECIAL INSPECTIONS A Special Inspector shall be hired by the owner to perform the following special inspections per IBC Section 1704. See the specifications for additional requirements for special inspection and testing. The architect, structural engineer, and building department shall be furnished with copies of all inspection reports and test results. Special Inspections and Testing in accordance with IBC Chapter 17 are required for the following items: • Steei construction per 1704.3 and Table 1704.3 • Special cases (1704.13): Drilled -in concrete anchors shall have periodic special inspection. This shall include visual observation of drilled hole, spacing, edge distances and tension testing of 50% of anchors shown on structural drawings. For epoxy or cement grouted dowels or anchors: inspector shall observe drilled holes after cleaning and observe installation of grout and anchors See IBC Chapter 17: "Structural Tests and Special Inspections" for more detailed requirements. STRUCTURAL OBSERVATION Construction observation by the SER is for general conformance with design aspects only and is not intended in any way to review the Contractor's construction procedures. The SER has no overall supervisory authority or actual and /or direct responsibility for the specific working conditions at the site and /or for any hazards resulting from the action of any trade contractor. The SER has no duty to inspect, supervise, note, correct, or report any health or safety deficiencies to the owner, contractors, or other entities or persons at the project site. The contractor shall provide the SER adequate notice to schedule appropriate site visits for structural observation. Structural observation means the visual observation of the structural system for general conformance to the Contract Documents at significant construction stages and at completion of the structural system. Structural observation does not include or waive the responsibility for the inspection required by Section 110 or other sections of the IBC. The owner shall employ a registered design professional to perform structural observation when required by IBC 1710. Observed deficiencies shall be reported in writing to the Architect, special inspector, and contractor. The contractor shall respond to these items in writing indicating how they have been resolved. At the end of the project, the structural observer shall submit to the building official a written statement that the site visits have been made and identify any reported deficiencies that, to the best of the structural observer's knowledge, have not been resolved. STRUCTURAL STEEL Verification and Inspection Frequency Referenced Standard IBC Reference Continuous Periodic MATERIAL VERIFICATION OF STRUCTURAL STEEL X ACI 318: 6.1.1 IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. X ASTM A6 or A568 1708.4 MANUFACTURERS' CERTIFIED MILL TEST REPORTS. X INSPECTION OF SIEEL FRAME DETAILS FOR COMPLIANCE WITH APPROVED CONSTRUCTION DOCUMENTS: 1904.2.2, 1913.2-3 INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES. X DETAILS SUCH AS BRACING AND STIFFENING. 1913.9 X X 1704.3.2 MEMBER LOCATIONS. 1913.10 X APPUCATON OF JOINT DETAILS AT EACH CONNECTION. X INSPECTION OF WELDING STRUCTURAL STEEL: SINGLE -PASS FILLET WELDS S 5/16 ". X AWS D1.1 1704.3 STAIR AND RAILING SYSTEM WELDS. X CONCRETE (SEE IBC 1704.4 FOR EXCEPTIONS) Verification and Inspection Frequency Referenced Standard IBC Reference Continuous Periodic INSPECTION OF FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED. X ACI 318: 6.1.1 INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES. X ACI 318: 5.9, 5.10 1913.6 -8 VERIFICATION OF USE OF REQUIRED DESIGN MIX. X ACI 318: Ch,4, 5.2-5.4 1904.2.2, 1913.2-3 INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES. X ACI 318: 5.11 -5.13 1913.9 AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORMANCE OF SLUMP AND AIR CONTENT TESTS, AND DETERMINATION OF CONCRETE TEMPERATURE. X ACI 318: 5.6, 5.8 ASTM C 172, C . SEATTLE DPD DR 20 -2006 1913.10 INSPECTION OF ADHESIVE ANCHOR INSTALLATIONS AND POST- INSTALLED MECHANICAL ANCHOR INSTALLATIONS. X ICC REPORT FOR SPECIFIED PRODUCT SHEET INDEX S1.1 Structural General Notes S2.1 Elevation, Section, and Details REVIEWED FOR CODE COMPLIANCE APPROVED SEP 0 7 2012 City of Tukwila BUILDING DIVISION REVISION HO.LL RECEIVED CITY OF TUKWILA AUG 3 0 2012 PERMIT CENTER Engineer's Stamp 0 r-i m 1) ate+ u7 s 0 N 0) C N V▪ ) r1 e--1 0 N M r-I 00 rn 0 bD c ut ca 41 4a cv v N E 0 0) 0 Project Title • 0 U Project Information Project No. Checked By Issue MAW Permit Set / 4 \ Permit Revisions Sheet Title 08-08 -2012 08-30 -2012 Structural General Notes Sheet Number (E) SLAB ON GRADE W8x18 COL TYP (4) LOCATIONS Plan STAIRS PER ARCH I .4" CONC WALL W/ #3 BARS 12" OC EW 13 HOOKED DOWELS TO MATCH & LAP WALL VERT REINF EPDXY TO (E) SLAB W/ 6" MIN EMBED, TYP Scale: 1/2" =1' -0" CHANNEL PER ELEVATION 11i w/ (4) X0 MB CHANNEL CONN PER 4/S2.1 COL PER ELEVATION 1J5" GAGE 1ki' Channel to Column Flange Connection Scale: 1-1/2" =1' -0" (E) EDGE OF SLAB WHERE OCCURS Section A COLUMN PER ELEVATION STIFF R TOP & BOT Ow- CHANNEL PER ELEVATION Channel to Column Web Connection Scale:1 -1/2" =11-0" HARDWOOD SOLID SHIM W COL PER PLAN ft Y4 W/ (2) Xi "o FLATHEAD SCREW COUNTERSUNK W/ HIS THREADED INSERT IN HILTI RE -500SD EPDXY (8" MIN EMBED) (2) "0 A325 BOLTS SHEAR TAB It % TOP OOFF STEEL FRAME `r 2 10' -0' 4' -1Q1i" 7-0" / C8x11.5 0 COL PER ELEVATION W8x18 COL (2) )rib A307 BOLTS COL FLANGE TO PLATE (DRILL & TAP) W8x18 COL W8x18 COL W8x18 COL HARDWOOD SOLID SHIM C8x11.5 C8x11.5 Connection at Upper Slab Scale:1 -1/2" =11-0" COL PER ELEVATION CONTR TO SAW CUT (E) SLAB & FILL PRIOR INSTALLATION OF GARAGE DOOR TOP ESTEEL FRAME r2 SEINED FOR COD COMPLIANCE PROVED SEP 0 7 2012 Citiof Tukwila BUILD NG DIVISION REVISION NO1L 13 HOOPS 06 "OC STAIRS PER ARCH (E) SLAB ON GRADE (4" MIN, CONTR VF() I I- (4) 13 VERTS ERECTION AID: RAT SLAB & LEVEl1NG BOLTS AS REQ'D BY CONTRACTOR 111 =i I I: —Illi- iii' �il= Section Elevation Scale:1 -1/2" = 1' -0" Scale:1 /2" = 1'-0" Scale: 1/2" =1' -0" TOP OF AN UPPER SLAB TOP OF ak LOWER SLAB sir b (x- ze6 RECEIVED CITY OF TUKWILA AUG 3 0 2012 PERMIT CENTER GHT OPSAHL Engineer's Stamp Project Title Project Information Project No. Checked By MAW Issue Permit Set 08-08 -2012 A\ Permit Revisions 08-30 -2012 Sheet Title Elevation, Section & Details Sheet Number S2.1 SYMBOLS LEGEND 1 GRID LINE 2 ROOM REFERENCE 3 DOOR REFERENCE 4 WINDOW REFERENCE 5 EXTERIOR ELEVATION 6 WALL SECTION 7 DETAIL REFERENCE (SECTION) 8 DETAIL REFERENCE (PLAN) 9 ELEVATION REFERENCE KITCHEN ( 001 ) ROOM NAME ROOM NUMBER 10 INTERIOR ELEVATION REFERENCE 11 ASSEMBLY REFERENCE 12 REVISION REFERENCE EL. 112' -1 1/4" T.O. CONCRETE 1 REFERENCE DOOR NUMBER REFERENCE WINDOW SCHEDULE SYMBOLS KEY DRAWING NUMBER SHEET NUMBER DRAWING NUMBER SHEET NUMBER DRAWING NUMBER SHEET NUMBER DRAWING NUMBER SHEET NUMBER ELEVATION LOCATION DRAWING NUMBER SHEET NUMBER SEE SHEET A0.20 ONLY MOST RECENT REVISION SHOWN CLOUDED. 6 FOR PREVIOUS REVISIONS REMAIN. DATE OF REVISIONS INDICATED AT RIGHT MARGINS. 1.4k AA WOOD BLOCKING SHIM FINISH WOOD BATT INSULATION RIGID INSULATION CONCRETE MASONRY UNIT PLYWOOD VENEER STONE imy///; \\//x / / \ CONCRETE STEEL ALUMINUM WOOD FRAMING (CONTINUOUS) FIREBRICK EARTH GRAVEL PROJECT TEAM OWNER/ TENANT GARY LARSON ACME BOWL, LLC. 100 ANDOVER PARK W TUKWILA, WA 98188 PH: 206.340.2263 ARCHITECT GRAHAM BABA ARCHITECTS 1429 12TH AVE. SUITE C SEATTLE, WA 98122 PHONE: (206) 323 -9932 CONTACT: MELISSA GLENNI EMAIL: melissaOgrahambaba.com ANDOVER PARK WEST CONTRACTOR MRJ CONSTRUCTORS 1400 AIRPORT WAY S, SEATTLE WA, 98134 PHONE: 206.621.0784 CONTACT: BRIAN GIBSON EMAIL: bgibsonOmrjconstructors.com I PROJECT DESCRIPTION ADDITION OF (2) TWO (N) INTERIOR GARAGE DOOR PARTITIONS TO ACT AS A DMDER BETWEEN RENTABLE AND NON— RENTABLE SPACE. NO CHANGE TO OCCUPANCY OR USE I SEPARAT REQUii•= ED Mechanical Electrical Plumbing Gas Piping City of Tukwila ,43G D Vf PROPERTY LINE SITE INFORMATION ADDRESS: OWNER: AREA OF WORK: PARCEL #: ZONING: LEGAL DESCRIPTION: 100 ANDOVER PARK W TUKWILLA, WA 98188 GARY LARSON ACME BOWL, LLC. 100 ANDOVER PARK W TUKWILA, WA 1,307 SF 0223000020 TUC ANDOVER INDUSTRIAL PARK #1 POR LOT 1 OF TUKWILA BLA L05 -025 REC 20050928900006 POR BEING LOT 2 OF ANDOVER INDUSTRIAL PARK #1 LESS W 10 FT SD BLA DAF — LOTS 1 & 2 OF ANDOVER INDUSTRIAL PARK #2 LESS W 10 FT OF LOT 2 & LOT 2 OF ANDOVER INDUSTRIAL PARK #1 W 10 FT PL 450' T (E) PARKING FOR ADJ. BUSINESSES TO /TH NORTH/ \/ /, / / 40' -0" J Acme Bowl - Site Plan Scale: 1/32" = 1' -0" 21' -7" 14' -6" ENTv R`t z bl AREA OF WORK 375 SF ADJACENT TENANT 1250 SF o rJ s 100 ANDOVER PARK W (E) 51,390 SF BOWLING ALLEY & RESTAURANT NO CHANGE OF USE NO CHANGE TO OCCUPANCY ADJACENT TENANT 2020 SF, TYP. (E) PARKING LOT T SE RVICE PROPERTY LINE SthtVICE J 0 1 PL 450' TO ADJ. BUSINESSES TO THE WEST GENERAL NOTES 1. CODES: ALL WORK SHALL CONFORM TO THE TUKWILA BUILDING CODE, AND BY TUKWILA MUNICIPAL CODE AND ALL OTHER GOVERNING LAWS, CODES, ORDINANCES AND REGULATIONS. 2. DO NOT SCALE DIMENSIONS FROM DRAWINGS. USE CALCULATED DIMENSIONS ONLY. NOTIFY THE ARCHITECT IMMEDIATELY IF ANY CONFLICTS EXIST. 3. ALL DIMENSIONS ARE TO FACE OF FRAMING AND CONCRETE WALLS UNLESS NOTED OTHERWISE. 4. CONTRACTOR SHALL VERIFY ALL CONDITIONS PRIOR TO INITIATING THE WORK. NOTIFY THE ARCHITECT OF ANY DISCREPANCIES. 5. VERIFY ALL ROUGH —IN DIMENSIONS FOR EQUIPMENT. PROVIDE ALL BUCK —OUT, BLOCKING, BACKING, AND JACKS REQUIRED FOR INSTALLATION. 6. ALL WOOD IN CONTACT WITH CONCRETE IS PRESSURE TREATED. 7. SERVICE WATER PIPES IN UNHEATED SPACES TO BE INSULATED. 8. PROVIDE FIRE— STOPPING AT ALL INTERSECTIONS BETWEEN CONCEALED WALL AND HORIZONTAL SPACES, SUCH AS SOFFIT OR CEILING, 9. PROVIDE DRAFT— STOPPING IN CONCEALED SOFFIT SPACES WHERE REQUIRED 10. ALL INSULATION MATERIALS SHALL HAVE FLAME — SPREAD RATING NOT TO EXCEED 25 AND A SMOKE — DEVELOPED RATING NOT TO EXCEED 450. 11. CLEAR DEBRIS FROM ALL VENTILATION DRILL HOLES AND NOTCHES. 12. REMOVE ALL UPC STICKERS AND LABELS FROM PIPING, HANGj~tS ETC, UNLESS REQUIRED BY CODE PRIOR TO INSTALLATION DRAWING INDEX A1.01 GENERAL INFO & SITE PLAN A2.01 FLOOR PLAN A2.02 DETAIL PLAN S1.1 STRUCTURAL NOTES S2.1 STRUCTURAL DRAWINGS REVIEW Ei FOR CODE COMPLIANCE APPROVED AUG 2 7 2012 FILE COPY Permit No.. Pa-2-Lke Plan review approval is subject to errors and omissions, , 3.t .l of construction documents does not ,,, {oration of any adopted code or ordinance. Rec: ipt pproved Field Copy nditions is acknowledged: By Date: City Of Tukwila BUILDING DIVISION REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Builclino Division. q r 7, a new plan submittal p!an >. EE /E. AUG 09 2012 ? RMIT CEto 1429 - 12th Avenue Seattle, Washington 98122 206 323.9932 BUILDING PERMIT CITY OF TUKWILA ACME BOWL 100 ANDOVER PARK WEST TUKWILA, WA 98188 Project No. Date: Revision: Scale: Sheet contents: AS NOTED General Information & site plan Sheet: A1.01 PL 450' TO ADJ. BUSINESSES TO THE WEST GENERAL NOTES 1. CODES: ALL WORK SHALL CONFORM TO THE TUKWILA BUILDING CODE, AND BY TUKWILA MUNICIPAL CODE AND ALL OTHER GOVERNING LAWS, CODES, ORDINANCES AND REGULATIONS. 2. DO NOT SCALE DIMENSIONS FROM DRAWINGS. USE CALCULATED DIMENSIONS ONLY. NOTIFY THE ARCHITECT IMMEDIATELY IF ANY CONFLICTS EXIST. 3. ALL DIMENSIONS ARE TO FACE OF FRAMING AND CONCRETE WALLS UNLESS NOTED OTHERWISE. 4. CONTRACTOR SHALL VERIFY ALL CONDITIONS PRIOR TO INITIATING THE WORK. NOTIFY THE ARCHITECT OF ANY DISCREPANCIES. 5. VERIFY ALL ROUGH —IN DIMENSIONS FOR EQUIPMENT. PROVIDE ALL BUCK —OUT, BLOCKING, BACKING, AND JACKS REQUIRED FOR INSTALLATION. 6. ALL WOOD IN CONTACT WITH CONCRETE IS PRESSURE TREATED. 7. SERVICE WATER PIPES IN UNHEATED SPACES TO BE INSULATED. 8. PROVIDE FIRE— STOPPING AT ALL INTERSECTIONS BETWEEN CONCEALED WALL AND HORIZONTAL SPACES, SUCH AS SOFFIT OR CEILING, 9. PROVIDE DRAFT— STOPPING IN CONCEALED SOFFIT SPACES WHERE REQUIRED 10. ALL INSULATION MATERIALS SHALL HAVE FLAME — SPREAD RATING NOT TO EXCEED 25 AND A SMOKE — DEVELOPED RATING NOT TO EXCEED 450. 11. CLEAR DEBRIS FROM ALL VENTILATION DRILL HOLES AND NOTCHES. 12. REMOVE ALL UPC STICKERS AND LABELS FROM PIPING, HANGj~tS ETC, UNLESS REQUIRED BY CODE PRIOR TO INSTALLATION DRAWING INDEX A1.01 GENERAL INFO & SITE PLAN A2.01 FLOOR PLAN A2.02 DETAIL PLAN S1.1 STRUCTURAL NOTES S2.1 STRUCTURAL DRAWINGS REVIEW Ei FOR CODE COMPLIANCE APPROVED AUG 2 7 2012 FILE COPY Permit No.. Pa-2-Lke Plan review approval is subject to errors and omissions, , 3.t .l of construction documents does not ,,, {oration of any adopted code or ordinance. Rec: ipt pproved Field Copy nditions is acknowledged: By Date: City Of Tukwila BUILDING DIVISION REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Builclino Division. q r 7, a new plan submittal p!an >. EE /E. AUG 09 2012 ? RMIT CEto 1429 - 12th Avenue Seattle, Washington 98122 206 323.9932 BUILDING PERMIT CITY OF TUKWILA ACME BOWL 100 ANDOVER PARK WEST TUKWILA, WA 98188 Project No. Date: Revision: Scale: Sheet contents: AS NOTED General Information & site plan Sheet: A1.01 (E) 51,390 SF BOWLING ALLEY & RESTAURANT AREA OF WORK NO CHANGE OF USE NO CHANGE TO OCC. Acme Bowl - Floor Plan Scale: 1/16" = 1' -0" GENERAL NOTES 1. CODES: ALL WORK SHALL CONFORM TO THE 2009 TUKWILA BUILDING CODE, AND BY TUKWILA MUNICIPAL CODE AND ALL OTHER GOVERNING LAWS, CODES, ORDINANCES AND REGULATIONS. 2. DO NOT SCALE DIMENSIONS FROM DRAWINGS. USE CALCULATED DIMENSIONS ONLY. NOTIFY THE ARCHITECT IMMEDIATELY IF ANY CONFLICTS EXIST. 3. ALL DIMENSIONS ARE TO FACE OF FRAMING AND CONCRETE WALLS UNLESS NOTED OTHERWISE. 4. CONTRACTOR SHALL VERIFY ALL CONDITIONS PRIOR TO INITIATING THE WORK. NOTIFY THE ARCHITECT OF ANY DISCREPANCIES. 5. VERIFY ALL ROUGH —IN DIMENSIONS FOR EQUIPMENT. PROVIDE ALL BUCK —OUT, BLOCKING, BACKING, AND JACKS REQUIRED FOR INSTALLATION. 6. ALL WOOD IN CONTACT WITH CONCRETE IS PRESSURE TREATED. 7. SERVICE WATER PIPES IN UNHEATED SPACES TO BE INSULATED. 8. PROVIDE FIRE — STOPPING AT ALL INTERSECTIONS BETWEEN CONCEALED WALL AND HORIZONTAL SPACES, SUCH AS SOFFIT OR CEILING, 9. PROVIDE DRAFT — STOPPING IN CONCEALED SOFFIT SPACES WHERE REQUIRED 10. ALL INSULATION MATERIALS SHALL HAVE FLAME — SPREAD RATING NOT TO EXCEED 25 AND A SMOKE — DEVELOPED RATING NOT TO EXCEED 450. 11. CLEAR DEBRIS FROM ALL VENTILATION DRILL HOLES AND NOTCHES. 12. REMOVE ALL UPC STICKERS AND LABELS FROM PIPING, HANGERS ETC, UNLESS REQUIRED BY CODE PRIOR TO INSTALLATION [-_,..... E / E. 171T L*) DE COMPL:ANC.. AUG 2 7 2012 City �. !f it.?� �J� Tt,il°L``'w, 1) b .ECE 7 E AUG 09 2012 �RMIT CENTEE. 1429 - 12th Avenue Seattle, Washington 98122 206 323.9932 BUILDING PERMIT CITY OF TUKWILA ACME BOWL 100 ANDOVER PARK WEST TUKWILA, WA 98188 Project No. Date: Revision: Scale: AS NOTED Sheet contents: Floor Plan Sheet: A2 .01 (N) GARAGE DOOR PARTITIONS (N) STEEL SUPPORT PER STRUCTURAL, TYP. (N) RAILING AT 36" A.F.F Acme Bowl - Door Elevation, Typ. D oor P a� Key (E) EXISTING (N) NEW I (E) WALLS OF TENANT SPACE (N) STRUCTURE FOR GARAGE DOORS TO BILUARDS & BOWLING /V NV (E) RESTAURANT 0' v" 4 I2" KIf Kt,ke4P *ZS- 1- r3 Low pr-- —18" sst ] � te4QWP szo Acme Bowl - Railing Detail, Typ. Scale: 12 " =1' -0" REVIEWED CODE COMP, IA, ,E APPROVED AUG 2 7 2012 City of Tukvima BUILDING DIVISION (N) STEEL BEAM ABV. PER STRUCT (N) STEEL SUPPORTS PER STRUCTURAL, TYP. (N) GARAGE DOORS ABOVE a FIN FLOOR EL 0' -0" FIN FLOOR EL + 1' -6" (E) RESTAURANT (E) GUARDRAIL 0 42" A.F.F. TO BAR, BILLIARDS & BOWLING L Acme Bowl - Detail Plan Scale: 1/4" = 1' -0" (E) 21+ BAR & LOUNGE Fr- (E) BAR R��j�V ILA cm AUG 212012 PERMIT CENTER }� � 1 � 21.p(p, CORRECT PI LTR# c3o P6 1 rte' 1429 -12th Avenue Seattle, Washington 98122 206 323.9932 7272 REGiSTEREO AROTECT 1 AME - EDW - D GRAHAM SLAT •F ASHINGTON BUILDING PERMIT CITY OF TUKWILA ACME BOWL 100 ANDOVER PARK WEST TUKWILA, WA 98188 Project No. Date: Revision: A 08.21.2012 Scale: AS NOTED Sheet contents: Detail Plan Sheet: A2.02 GENERAL REQUIREMENTS SUMMARY OF WORK Project consists of new construction as shown on these Contract Documents used in coordination with the Architectural and other discipline's documents. Drawings indicate general and typical details of construction. Typical details and general notes shall apply even if not specifically denoted on plans, UNO. Where conditions are not specifically indicated similar details of construction shall be used, subject to review and approval by the Architect and the SER. DOCUMENTS Structural Documents shall be used in coniuction with Architectural Documents for all bidding and construction. Existing structural information, designated as (E) on the structural drawings, has been compiled from information furnished by various sources and is not necessarily field - verified by the engineer. Dimensions relating to existing structures are intended for use as guidelines only; all dimensions shall be field- verified by the contractor prior to start of construction. Notify the Architect of any discrepancies. These Contract Documents and any materials used in preparation of them, including calculations, are the exclusive property of the SER and can be reproduced only with the permission of the SER. WARRANTY The SER has used that degree of care and skill ordinarily exercised under similar circumstances by members of the profession in this locale and no other warranty, either expressed or implied, is made in connection with rendering professional services. OWNER RESPONSIBILITY The owner shall retain a Special Inspector to perform the special inspection requirements required by the building official and as outlined in the Special Inspection section below. GOVERNING CODE All design and construction shall conform to the 2009 International Building Code and local jurisdiction amendments. Reference to ASTM and other standards shall refer to the latest edition designated by IBC Chapter 35. Refer to the specifications for information in addition to that covered by these structural notes and drawings. DEFINITIONS The following definitions are used throughout these structural notes: IBC - Governing code, including local amendments SER - Structural Engineer of Record per these Contract Documents UNO - unless noted otherwise DESIGN CRITERIA BUILDING CATEGORY Structural Occupancy Category II Importance factors for snow, wind and seismic are listed with the loading criteria. LIVE LOADS Mechanical equipment weights furnished by manufacturer LATERAL LOADS - EARTHQUAKE Numbering below is per IBC Section 1603.1.5: 1. Importance Factor = 1.0 2. Mapped Spectral Response Accelerations: Ss = 1.423 g; Si = 0.487 g 3. Site Class = C; FA = 1.0; Fv = 1.513 4. Spectral Response Coefficients: Sos = 0.948g; Sol = 0.491 g 5. Seismic Design Category = D 6. Basic Seismic Force Resisting System is: Vertical Elements: Ordinary Steel Moment Frame; 7. Design Base Shear = 1.79 kips 8. N/A 9. Response Modification Factor (R) = 1.5 10. Analysis Procedure = Equivalent Lateral Force Procedure Additional Items: Building Location: 47.4599° N, - 122.2533° W Frame Height = 16 feet CONTRACTOR PERFORMANCE REQUIREMENTS Contractor shall verify all dimensions and all conditions at the job site, including building and site conditions before commencing work, and be responsible for same. All discrepancies shall be reported to the Architect before proceeding with work. Any errors, ambiguities and /or omissions in the contract documents shall be reported to the Architect immediately, in writing. No work is to be started before correction is made. Contractor - initiated changes shall be submitted in writing to the Architect for review and acceptance prior to fabrication or construction. Changes shown on shop drawings only will not satisfy this requirement. Contractor shall be responsible for all safety precautions and the methods, techniques, sequences or procedures required to perform the contractor's work. The Structural Engineer has no overall supervisory authority or actual and /or direct responsibility for the specific working conditions at the site and /or for any hazards resulting from the actions of any trade contractor. The Structural Engineer has no duty to inspect, supervise, note, correct, or report any health or safety deficiencies to the owner, contractors, or other entities or persons at the project site. The contractor shall provide temporary bracing as required until all permanent connections and stiffening have been installed. The contractor is responsible for the strength and stability of all partially completed structures including but not limited to concrete or masonry walls, steel framing and erection aids. The contractor shall at his discretion employ the aid of a licensed structural engineer to design all temporary bracing and shoring necessary to complete the work described in these contract documents. The contractor shall be- responsible for all required safety standards, safety precautions and the methods, techniques, sequences or procedures required in performing his work. For concrete construction refer to IBC 1906.2 "Removal of Forms, Shores, and Reshores ". The contractor shall coordinate with the building department for all building department required inspections. Do not scale drawings. Use only field verified dimensions. When electronic plan files are provided for the contractor's detailing convenience, it shall be noted that the electronic files are not guaranteed to be dimensionally accurate. The contractor uses them at his own risk. The published paper documents are the controlling Contract Documents. Electronic files of detail sheets and notes will not be provided. CONCRETE CAST -IN -PLACE CONCRETE Concrete materials shall conform to the following: Portland cement: Type 1, ASTM C150 Normal weight aggregates: ASTM C33 Sand equivalent: ASTM 03 Water: Potable per ASTM C94 Air entraining admixtures: ASTM C260 CONCRETE STRENGTH REQUIREMENTS TABLE Location Strength fc (psi) Max Agg. Size (inch) Min Cement or Max W/C Ratio (with air entrainment) FOUNDATIONS, GRADE BEAMS, STEM WALLS 3,000 1" PER DESIGN NOTE: ALL STRENGTHS AT 28 DAYS AND NORMAL WEIGHT CONCRETE, UNO CONCRETE COVER FOR REINFORCING STEEL TABLE Reinforcing Bar Location Min Concrete Cover UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" NOTE: WHERE A THICKNESS OF COVER REQUIRED FOR FIRE PROTECTION IS GREATER THAN NAT SPECIFIED IN THIS SCHEDULE, THE GREATER THICKNESS SHALL BE USED. GROUTING STEEL BASE PLATES Nonshrink grout for base plates shall be an approved nonshrink cementitious grout containing natural aggregates delivered to the job site in factory prepackaged containers requiring only the addition of water. The minimum 28 -day compressive strength shall be at least 6000 psi, UNO. Grouts shall meet ASTM C1107. Approved grouts include: Master Builders' "Master Flow 713 ", Sika Corporation's "Sikagrout 212 ", Burke Company's "Nonferrous Nonshrink Grout ", W.R. Meadows CG -86 Construction Grade Grout, or approved equal. Grout shall be mixed, applied, and cured strictly in accordance with the manufacturer's published recommendations. ANCHORAGE Post - installed anchors shall not be installed without prior approval of engineer of record unless noted otherwise on the plans. EXPANSION BOLTS Expansion bolts into concrete and concrete masonry units shall be "Kwik Bolt 17" as manufactured by the Hilti Corporation. Install in strict accordance with ICC Report No. ESR -1917, including minimum embedment requirements. Bolts into concrete masonry or brick masonry units shall be into fully grouted cells. Substitutes proposed by contractor shall be submitted for review with ICC Reports indicating equivalent or greater load capacities. Special inspection is required for all expansion bolt installation. STRUCTURAL STEEL REFERENCE STANDARDS Steel construction shall conform to the latest editions of the AISC Specifications and Codes. "Specification for Structural Steel Buildings" ANSI /AISC 360 (latest edition), "Specification for Structural Joints Using ASTM A -325 or A -490 Bolts" AISC 348 (latest edition) and "Code of Standard Practice for Steel Buildings and Bridges" AISC 303 (latest edition) amended by the deletion of paragraph 4.4.1. STRUCTURAL STEEL MEMBERS Structural Steel shall conform to the following requirements (unless otherwise shown on plans ): STRUCTURAL STEEL MEMBER SPECIFICATIONS TABLE Type of Member ASTM Specification FY ROLLED WIDE- FLANGE SHAPES A992 50 ksi PLATES, CHANNELS, ANGLES A36, GRADE 36 36 ksi COMMON BOLTS A307, GRADE A - STRUCTURAL FRAMING BOLTS A325, TYPE 1 - THREADED RODS A36 36 ksi ANCHOR RODS (HOOKED, HEADED, THREADED & NUTTED) F1554, GRADE 36 (LINO) 36 ksi HEX NUTS A563 - FLAT CIRCULAR WASHERS F436 - SQUARE OR RECTANGULAR BEVELED WASHERS F436 - COMPRESSIBLE- WASHER -TYPE DIRECT- TENSION INDICATORS F959 - BOLTS AR A -325N connection bolts, not part of the Seismic Load Resisting System (SLRS), need only be tighten to snug -tight (ST) conditions, defined as the tightness that exists when all plies in a joint are in firm contact. This may be attained by a few impacts of an impact wrench or the full effort of a man using an ordinary spud wrench. All bolt holes shall be standard size, unless noted otherwise. All ASTM A -307 bolts shall be provided with lock washers under nuts or self - locking nuts. WELDING Alt welding shall be in conformance with AISC and AWS standard and shall be performed by AWS/WABO certified welders in accordance with AWS D1.1. Only Prequalified welders, as defined by AWS, shall be used. Shop drawings shall show all welding with AWS D1.4 symbols. Welds shown on the drawings are the minimum sizes. Increase weld size to AWS minimum sizes, based on plate thickness. Minimum welding shall be 3/16" UNO. All welds shall be made using low- hydrogen electrodes with minimum tensile strength of 70 ksi and a Charpy V -Notch (CVN) toughness of at least 20 foot - pounds at -20° Fahrenheit. Low hydrogen SMAW electrodes shall be used within 4 hours of opening their hermetically sealed containers, or shall be re -dried per AWS D1.1. Electrodes shall be re -dried no more than one time, and electrodes that have been wet shall not be used. Field welds shown are engineer's recommendation. Contractor is responsible for actual welds used to support specific means and methods. INSPECTIONS INSPECTIONS BY BUILDING OFFICIAL The building official, upon notification, shall make structural inspections as required by local ordinance. The inspection by the building official per IBC Section 109 will be separate from and in addition to the special inspection and structural observation mentioned subsequently. SPECIAL INSPECTIONS A Special Inspector shall be hired by the owner to perform the following special inspections per IBC Section 1704. See the specifications for additional requirements for special inspection and testing. The architect, structural engineer, and building department shall be furnished with copies of all inspection reports and test results. Special Inspections and Testing in accordance with IBC Chapter 17 are required for the following items: • Steel construction per 1704.3 and Table 1704.3 • Special cases (1704.13): Drilled -in concrete anchors shall have periodic special inspection. This shall include visual observation of drilled hole, spacing, edge distances and tension testing of 50% of anchors shown on structural drawings. For epoxy or cement grouted dowels or anchors: inspector shall observe drilled holes after cleaning and observe installation of grout and anchors See IBC Chapter 17: "Structural Tests and Special Inspections" for more detailed requirements. STRUCTURAL OBSERVATION Construction observation by the SER is for general conformance with design aspects only and is not intended in any way to review the Contractor's construction procedures. The SER has no overall supervisory authority or actual and /or direct responsibility for the specific working conditions at the site and /or for any hazards resulting from the action of any trade contractor. The SER has no duty to inspect, supervise, note, correct, or report any health or safety deficiencies to the owner, contractors, or other entities or persons at the project site. The contractor shall provide the SER adequate notice to schedule appropriate site visits for structural observation. Structural observation means the visual observation of the structural system for general conformance to the Contract Documents at significant construction stages and at completion of the structural system. Structural observation does not include or waive the responsibility for the inspection required by Section 110 or other sections of the IBC. The owner shall employ a registered design professional to perform structural observation when required by IBC 1710. Observed deficiencies shall be reported in writing to the Architect, special inspector, and contractor. The contractor shall respond to these items in writing indicating how they have been resolved. At the end of the project, the structural observer shall submit to the building official a written statement that the site visits have been made and identify any reported deficiencies that, to the best of the structural observer's knowledge, have not been resolved. STRUCTURAL STEEL Verification and Inspection Frequency Referenced Standard IBC Reference Continuous Periodic MATERIAL VERIFICATION OF STRUCTURAL STEEL X ACI 318: 6.1.1 IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS. X ASTM A6 or A568 1708.4 MANUFACTURERS' CERTIFIED MILL TEST REPORTS. X INSPECTION OF STEEL FRAME DETAILS FOR COMPLIANCE WITH APPROVED CONSTRUCTION DOCUMENTS: 1904.2.2, 1913.2 -3 INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES. X DETAILS SUCH AS BRACING AND STIFFENING. 1913.9 X X 1704.3.2 MEMBER LOCATIONS. 1913.10 X APPUCATON OF JOINT DETAILS AT EACH CONNECTION. X INSPECTION OF WELDING STRUCTURAL STEEL SINGLE -PASS FILLET WELDS S 5/16 ". X AWS D1.1 1704.3 STAIR AND RAILING SYSTEM WELDS. X CONCRETE (SEE IBC 1704.4 FOR EXCEPTIONS) Verification and Inspection Frequency Referenced Standard IBC Reference Continuous Periodic INSPECTION OF FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED. X ACI 318: 6.1.1 INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPUCATION TECHNIQUES. X ACI 318: 5.9, 5.10 1913.6 -8 VERIFICATION OF USE OF REQUIRED DESIGN MIX. X ACI 318: Ch.4, 5.2 -5.4 1904.2.2, 1913.2 -3 INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES. X ACI 318: 5.11 -5.13 1913.9 AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORMANCE OF SLUMP AND AIR CONTENT TESTS, AND DETERMINATION OF CONCRETE TEMPERATURE. X ACI 318: 5.6, 5.8 ASTM C172, C31 SEATTLE PD DR 20 -2006 1913.10 INSPECTION OF ADHESIVE ANCHOR INSTALLATIONS AND POST- INSTALLED MECHANICAL ANCHOR INSTALLATIONS. X ICC REPORT FOR SPECIFIED PRODUCT SHEET INDEX S1.1 Structural General Notes S2.1 Elevation, Section, and Details COu: - - -) AUG APP 2 2q12 City of TukWMis L;lMO DIVISION (o AUG 09 2012 r1E j',1iT CE ITE , GHT OPSAHL 0 z Engineer's Stamp w w z w E 0 a) 6 LD L 0 d- to 0 N Project Title • bO +-1 V) Project Information Project No. Checked By Issue MAW Permit Set Sheet Title 08 -08 -2012 Structural General Notes Sheet Number 51.1 SHEAR TAB It y4 w/ (2) )¢ °0 STD HOLES, LOCATE PER MFR RECOMMENDATIONS Shear Tab Plate COL PER ELEVATION Scale: 1-1/2" = 1' -0" (6) X"o HILTI KWIK BOLT 17 w/ 2' EMBED CLR Connection at Upper Slab Scale: 1 -1/2" = 1' -0" EDGE OF SLAB COL PER ELEVATION CONTR TO SAW CUT (E) SLAB & ALL PRIOR INSTALLATION OF GARAGE DOOR BASER X' NS GROUT CONTR TO VERIFY THAT (E) WALL EXTENDS BELOW BOT OF (N) FTC Base Plate and Footing 1 l 1„ (4) %i "o AB w/ or EMBED 1' 0` x 1' -O' x 6' CONC FOOTING (3) 14 EA WAY AT BOT Scale: 1-1/2" = 1' -0" R w/ (4) )¢"0 MB Channel to Column Flange Connection Scale: 1 -1/2" = 1' -0" 4' -O" C8x11.5 W8 COL LOCATE TABS PER ARCH L 1 I -111 =1 I 1 11 -I I I I l -I i t 0 -1 CHANNEL CONN PER 4/S2.1 COL PER ELEVATION 1)5` GAGE 1)i' Section A TOP_OOFF ,_ STEEL FRAME `f TOP OF UPPER SLAB TOP OF LOWER SLAB 9' / 10' -0' STIFF R TO COL COLUMN PER ELEVATION STIFF R TOP & BOT CHANNEL PER ELEVATION Channel to Column Web Connection (2) 7A"o A325 BOLTS SHEAR TAB R 3� Scale: 1 -1/2" = 1' -0" 4' -0' 7-0' W8x18 COL C8x11.5 I 0 W8x18 COL C8x11.5 r o� 0 Elevation 11i= 111— H I (E) SLAB ON GRADE (4' MIN, CONTR VFY) !1! 1 1!! 111 liili) II1— illlli 111 11 III 111 II 11 HI li1 Ili III Iil III III Ili 11 ill ill W8x18 COL C8x11.5 0 C8x11.5 W8x18 COL 0 0 0 1 —! I I I I! 111 1 I —I III1 -1 i 11 1— 1 I 1 -1 11 =1 I =1 1 I ! I II I i ( - 1 I — I -1 � � � 1 1 1 = 1 I l i I I I i I l i l III 1 1 11 1 III 1 1 I I I 1 1 1 - 1 1 I I I 1 i i i 1 1 1 — I 1 1 1 1 1 I i I I I 1 1 1 I I I =I II I I I —III III -1(1 -1 11 =1 I I— CODE COMP! E ROVFO AUG 2 7 2012 City of Tu vw xa BUILDING DIVISION 10 TOPOFOF STEEL FRAME `r TOP OF UPPER SLAB 4. TOP OF LOWER SLAB Scale: 1/2" = 1' -0" GENE'i AUG 09 2012 ER,MIT CEN"T,E GHT OPSAHL 0 z J Engineer's Stamp O E -4 0 W m ; c� Nc o z O w p o 3 N � 3 QJ 1-n > r-I a�; to cu ) p V N N 3 Project Title CIO •— 4—' Q) OL co CO CL S— . CD .010 Q3 0 E , t6 ( Q CD .§ °1- Project Information Project No. Checked By MAW Issue Permit Set 08 -08 -2012 Sheet Title Elevation, Section & Details Sheet Number S2.1