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HomeMy WebLinkAboutPermit D11-030 - WESTFIELD SOUTHCENTER MALL - THE BUCKLE - STORAGE RACKSBUCKLE 681 SOUTHCENTER MALL Di 1-030 wq City oftukwila 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 DEVELOPMENT PERMIT Parcel No.: 9202470010 Address: 681 SOUTHCENTER MALL TUKW Suite No: Project Name: BUCKLE, THE Permit Number: D11 -030 Issue Date: 03/09/2011 Permit Expires On: 09/05/2011 Owner: Name: WESTFIELD PROPERTY TAX DEPT Address: PO BOX 130940 , CARLSBAD CA 92013 Contact Person: Name: DIRK GRAY Address: 126 MCMAKIN RD , BARTONVILLE TX 76226 Contractor: Name: ROYAL SEAL CONSTRUCTION INC Address: 124 MCMAKIN RD , BARTONVILLE TX 76226 Contractor License No: ROYALSC093RJ Phone: 940 399 -9440 Phone: 817 491 -6400 Expiration Date: 01/15/2012 DESCRIPTION OF WORK: INSTALLATION OF MOBILE PIPP SYSTEM (STORAGE RACKING) Value of Construction: $10,000.00 Fees Collected: $464.52 Type of Fire Protection: International Building Code Edition: 2009 Type of Construction: IIB Occupancy per IBC: 0019 Electrical Service Provided by: * *continued on next page ** doc: IBC-7/10 D11 -030 Printed: 03 -09 -2011 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: N Start Time: Volumes: Cut 0 c.y. Size (Inches): 0 End Time: Fill 0 c.y. Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N Permit Center Authorized Signature: Date: 15-9' t l I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this pe 't: Signatures Date: 3 " 1 \ Print Name: 1 ` �� 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: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 5: 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. doc: IBC -7/10 D11-030 Printed: 03 -09 -2011 6: ** *FIRE DEPARTMENT CONDITIONS * ** • 7: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 8: Install mechanical stops on the shelving or in the tracks so that when the shelves are pushed together, a minimum 6 inch transverse flu space is maintained between the shelving units at 4 ft. intervals. Contact Al Metzler @ 206 - 575 -4407 if there are questions. 9: 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) 10: 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 sprinkler systems and all modifications to sprinlder 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. 2050). 11: Clearance between ignition sources, such as light fixtures, heaters and flame- producing devices, and combustible materials shall be maintained in an approved manner. (IFC 305.1) 12: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.2.1) 13: Aisles leading to required exits shall be provided from all portions of the building and the required width of the aisles shall be unobstructed. (IFC 1013.4) 14: 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 #2051) 15: 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 #2051) (IFC 104.2) 16: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 17: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand -held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand -held extinguishers shall not be less than 4 inches (102 min). (IFC 906.7 and IFC 906.9) 18: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 19: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 20: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4 -3, 4 -4) 21: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 22: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 23: 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 D11 -030 Printed: 03 -09 -2011 CITY OF TUK Community Develo nt Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci.tukwila.wa.us Building Per.io. Mechanical Permit No. DU —(A? Plumbing/Gas Permit No. Public Works Permit No. Project No. f 10 -Web (For office use only) 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 lX �1 Site Address: L-�i� C� to I f Tenant Name:ebu.0 Y, Property Owners Name: Mailing Address: S�acx, E-S52- King Co Assessor's Tax No.: 1 /' v 2-Zil — t C O Suite Number: `92 Floor: New Tenant: Yes .. No City State Zip CONTACT PERSON - who do we contact when your permit is ready to be issued Name: j 4_, et V Cry Day Telephone: q go- 5ac:;\ - a y4 l7 Mailing Address: 12J Yin(m i ,. l2A r.•‘oN 0 ale-- J� '?b zz City State Zip E -Mail Address: Fax Number: GENERAL CONTRACTOR INFORMATION - (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Namerlacil EP13 -90u41- cat off. Mailing Address: 12 rnC (Y\ e.T)Prr kit I tl( — 1bZZ<o �1 City State Zip Contact Person: C.a. LI tr\--bpt.-1 Day Telephone: B."1- `kckl, - t403 E -Mail Address: ` c - C'o ` • cow- • Fax Number: Expiration Date: Contractor Registration Number: ARCHITECT OF RECORD - All plans must be stamped by Architect of Record Company Name: Mailing Address: City Contact Person: Day Telephone: E -Mail Address: Fax Number: State Zip ENGINEER OF RECORD - All plans must be stamped by Engineer of Record Company Name: e.JCA t {7 S� t N.16 r :,-1 I Mailing Address: !SS 1.1 6 e-r'e- Gave. 5. A old City «r-1 R -iio i State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: H:\Applications\Forms- Applications On Line\2010 Applications \7 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 1 of 6 BUILDING PERMIT INFORMATION — 206 - 431 -3670 Valuation of Project (contractor's bid p'): $ V31000 Existing'6uilding Valuation: $ Scope of Work (please provide detailed information): T ,444, 116A-ik4-1 . ,-,0 pp St4-erY-\ Will there be new rack storage? ❑ ....Yes ❑ ..No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If 'yes', attach list of materials and storage locations on a separate 8 -1 /2 "x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms- Applications On Line\2010 Applications17 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC l' Floor rd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If 'yes', attach list of materials and storage locations on a separate 8 -1 /2 "x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms- Applications On Line\2010 Applications17 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 2 of 6 PLUMBING AND GAS PIPING PER. INFORMATION — 206 - 431 -3670 PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: Valuation of Plumbing work (contractor's bid price): $ Valuation of Gas Piping work (contractor's bid price): $ Scope of Work (please provide detailed information): Building Use (per Int'1 Building Code): Occupancy (per Int'l Building Code): Utility Purveyor: Water: Sewer: Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Bathtub or combination bath/shower Bidet Clothes washer, domestic Dental unit, cuspidor Dishwasher, domestic, with independent drain Drinking fountain or water cooler (per head) Food -waste grinder, commercial Floor Drain Shower, single head trap Lavatory Wash fountain Receptor, indirect waste Sinks Urinals Water Closet Building sewer and each trailer park sewer Rain water system — per drain (inside building) Water heater and/or vent Industrial waste treatment interceptor, including trap and vent, except for kitchen type grease interceptors Each grease trap (connected to not more than 4 fixtures - <750 gallon capacity) Grease interceptor for commercial kitchen ( >750 gallon capacity) Repair or alteration of water piping and/or water treatment equipment Repair or alteration of drainage or vent piping Medical gas piping system serving 1 -5 inlets/outlets for a specific gas Each additional medical gas inlets /outlets greater than 5 Backflow protective device other than atmospheric -type vacuum breakers 2 inch (51 mm) diameter or smaller Backflow protective device other than atmospheric -type vacuum breakers over 2 inch (51 mm) diameter Each lawn sprinkler system on any one meter including backflow protection devices Atmospheric -type vacuum breakers not included in lawn sprinkler backflow protections (1 -5) Atmospheric -type vacuum breakers not included in lawn sprinkler backflow protections over 5 Gas piping outlets H:\Applications\Forms - Applications On Line\2010 Applications \7 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 5 of 6 PERMIT APPLICATION NOTES — .cable to all permits in this application III 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. Building and Mechanical Permit 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). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDI Signat OWN AU . • RIZED AGENT: Print Name: Date: 2 -8- l Day Telephone: Mailing Address: IDate Application Accepted: City << Date Application Expires: 03 State Zip H:1Applications\Forms- Applications On Line \2010 Applieations17 -2010 - Permit Application.doc Revised: 7 -2010 bh Staff Initials: Page 6 of 6 • 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:/lwww.ci.tukwila.wa.us RECEIPT Parcel No.: 9202470010 Permit Number: D11-030 Address: 681 SOUTHCENTER MALL TUKW Status: PENDING Suite No: Applied Date: 02/08/2011 Applicant: BUCKLE, THE Issue Date: Receipt No.: R11 -00238 Payment Amount: $464.52 Initials: JEM Payment Date: 02/08/2011 01:29 PM User ID: 1165 Balance: $0.00 Payee: ROYAL SEAL CONSTRUCTION, INC. TRANSACTION LIST: Type Method Descriptio Amount Payment Check 8011 464.52 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE 000.322.100 000.345.830 640.237.114 Total: $464.52 278.80 181.22 4.50 doe: Receipt -06 Printed: 02 -08 -2011 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION RECORD Retain a copy with permit 1 11 -o307 PERMIT NO. Project: (3 21C° 1.4 Le-- Type of Inspection: 1 +v A L Address: (e, sl 1411A- 1l Date Called: Special Instructions: Date Wanted: -3 - 3 1-- )% a.m. p.m. Requester: Phone No: ®.Approved per applicable codes. Corrections required prior to approval. COMMENTS: PP ✓ •1"-% p fv1IG° c( tor: AA 1 tA�t. -. .00 REINSPECTIO FEE REQUIRED(Prior to inspection, fee must be id at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Date: 3 -31 —II Receipt No.: Date: per.°°'.` •t' , ►. ,. '..."{ i 4iL-s s.'4L."5... 00' .F_ 9 "►'•} :�. .. • :,... ; ; =; 01 AN"SPECTION.-RY ..C. R i. ,1;.00: . L-.: Retain a copy with permit 1)11- 0;30 INSPECTION NO. PERMIT NO. i/� CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100,. Tukwila k WA 98188 - (206) 431 -3670 . Permit Inspection Request Line (206) 431 -2451 Project: Pii1e.1< LE. Type of Inspection: rR14itA i (. Address: (81 INN ALL Date Called: Special Instructions: Date Wanted: ._ Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. OM NITS: 1 nsp Date: INSPECT! • N FEE REQ (RED. Prior to xt inspection, fee must be paid at 6300 Southcenter Suite 100. all to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit - 3( 3 7m1 030 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project: "I,H-' c.Ele Type of Inspection: .--N-y.l. 0. (_,.. Address: / (s'B( Suite #: S, C 4Ac l 1 Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: • Permits: Occupancy Type: Inspector: Sl Date: A 3‘ l \ Hrs.: $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 ECLIPSE ENGINEERING INC. FILE COPY Permit No. Structural Calculations Steel Storage Racks By Pipp Mobile Storage Systems, Inc. Pipp P.O. #079014 The Buckle #296 Southcenter 2800 Southcenter, Space E552 Tukwila, WA 98188 Prepared For: Pipp Mobile Storage Systems, Inc. 2966 Wilson Drive NW Walker, MI 49544 REVIEWED FOR CODE COMPLIANCE =D mumD FEB 17 2011 City of Tukwila BUILDING nivlslfw 11 Please note: The calculations contained within justify the seismic resistance of the shelving racks, the fixed and mobile base supports, and the connection to the existing partition walls for both lateral and overturning forces as required by the 2009 International Building Code. These storage racks are not to the general public. CITY FEB 0 8 2011 PERMIT CENTER 155 NE REVERE AVENUE., SUITE A. BEND, OR 97701 PHONE: (541) 389-9659 FAX: (541) 312 -8708 S`T'U WWW.ECLIPSE-ENGINEERING.COM \S.O` U' \tea Eclipse Engineering, Inc. THE BUCKLE #296 1/10/2011 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE Pipp Mobile STEEL STORAGE RACK DESIGN kips:= 1000•Ib 2009 IBC & ACSE -7 - 15.5.3 lb plf := ft Design Vertical Steel Posts at Each Corner : Shelving Dimensions: psf •= lb — Total Height of Shelving Unit - ht := 8.00•ft ft2 lb Width of Shelving Unit - w := 4.00.ft pcf := 3 Depth of Shelving Unit - d := 2.50.ft ft Number of Shelves - N := 6 lb ksi := 1000• — Vertical Shelf Spacing - S:= 19.20•in in2 Shelving Loads: Maximum Live Load on each shelf is 50 Ibs: Weight per shelf - Load in psf - Design Live Load on Shelf - Dead Load on Shelf - Wt1:= 50•Ib Wtj = 50Ib W LLj .= w dd LLj = 5 • psf LL := LLj LL = 5. psf DL := 1.50. psf Section Properties of Double Rivet 'L' Post : Modulus of Elasticity of Steel - E := 29000• ksi Steel Yield Stress - F Y := 33 • ksi Section Modulus in x and y - SX := 0.04•in3 Moment of Inertia in x and y - IX := 0.06•1n4 Full Cross Sectional Area - Ap:= 0.22.in2 Length of Unbraced Post - Effective Length Factor - Lx = 19.20.in Kx:= 1.0 L1:= 19.20•in Ky =1.0 Section Properties Continued: Density of Steel - psteel := 490•pcf Weight of Post - Wp := psteel•Ap•ht Vertical DL on Post - Pd := DL•w•.25d•N + Wp Vertical LL on Post - Pi := LL•w•.25•d•N Total Vertical Load on Post - Pp := Pd + Pi b:= 1.5•in h := 1.5•in ry := 0.47.in r, := 0.47.in t:= 0.075. in he = 1.42•in be = 1.42•in Lt := 19.20 • in Kt:= 1.0 Wp= 5.9889•Ib Pd = 28.4889Ib P� = 75Ib Pp= 103.4889•Ib 1 Eclipse Engineering, Inc. THE BUCKLE #296 1/10/2011 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE Floor Load Calculations : Weight of Mobile Carriage: Wc:= 90•Ib Total Load on Each Unit: W := 4.Pp+ We W = 503.9556Ib Area of Each Shelf Unit: A,,:= w•d Au= 10ft2 Floor Load under Shelf: PSF := PSF = 50.3956• psf Au NOTE: SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING Find the Seismic Load using Full Design Live Load : ASCE -7 Seismic Design Procedure: Importance Factor - IE := 1.0 Determine Ss and S1 from maps - Ss:= 1.451 S1 := 0.498 Determine the Site Class - Class D Determine Fa and F„ - Fa := 1.000 F„ := 1.502 Determine SMS and SM1 _ SMS Fa•Ss SM1 = Fv•S1 SMS = 1.451 SMI = 0.748 Determine SDS and SDI _ SDS —3 • SMS SDI 3'SM1 SDS = 0.967 SDI = 0.499 Structural System - Section 15.5.3 ASCE -7: 4. Steel Storage Racks R := 4.0 Rp:= R Total Vertical LL Load on Shelf - W1:= LL•w•d Total Vertical DL Load on Shelf - 1/0:= 2 ap := 2.5 W p Wd := DL•w•d + 4• N Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height - Height of Rack Attachment - Seismic Base Shear Factor - Vt Shear Factor Boundaries - hr := 45.0•ft z:= 25.0•ft O.4•ap SDS z 1 +2 —� Rp hr Ip Vtmin =0.3SDS•Ip Vtm,ix := 1.6 • SDS • Ip Vt := if(Vt> Vtmax, Vtmax, Vt) Vt := if(Vt <Vtmin, Vtmin, Vt.) Cd := 3.5 Ip := 1.0 WI = 50lb Wd = 18.9926lb (0' -0" For Ground floor) Vt = 0.5105 Vtmin = 0.2902 Vtmax = 1.5477 Vt = 0.511 2 Eclipse Engineering, Inc. THE BUCKLE #296 1/10/2011 Consulting Engineers Seismic Loads Continued : For ASD, Shear may be reduced Seismic DL Base Shear - DL Force per Shelf : Seismic LL Base Shear - LL Force per Shelf : 0.67 * LL Force per Shelf : TUKWILA, WA v V p := t = 0.3647 1.4 Vtd := Vp•Wd•N = 41.561b Fd := Vp• Wd = 6.931b Vd:= Vp•WI•N = 109.41b F1:= Vp•W1 = 18.23 Ib F1.67 := 0.67•Vp•W1= 12.221b Force Distribution per ASCE -7 Section 15.5.3.3: Operating Weight is one of Two Loading Conditions : Condition #1: Each Shelf Loaded to 67% of Live Weight Cumulative Heights of Shelves - H1:= 0.0.5 + 1.0.S + 2.0.5 + 3.0.5 + 4.0•S + 5.0.5 HZ = . Total Moment at Shelf Base - H := H1 Mt:= H•Wd+ H•0.67•Wl Vertical Distribution Factors for Each Shelf - Total Base Shear - Vtotal := Vtd + 0.67.Vd Wd.O.O.S + W1.0.67.0.0•S C1:= M =0 t F1 C1.(40124) = 0 Wd•2.0•S+ WI.0.67.2.0•S C3 := M = 0.133 t F3 := C3. (Moto,) = 15.311b Wd•4.0•S+ WI.0.67.4.0•S C5 .- M = 0.267 t F5 C5'(Vtotal) = 30.631b Wd•6.0•S+ W1.0.67.6.0.S C7 :- M = 0.4 t F7 = C7.(Vt3tal) = 45.941b Wd•8.0.5+ Wi•0.67.8.0.5 C9:- M = 0.533 t Fg := C9• (Vtotal) = 61.261b Rolf Armstrong, PE H = 24 ft Mt = 1259.81b.ft Vtota1 = 114.85Ib Wd• 1.0•S + W1.0.67.1.0.5 C2 := M = 0.067 t F2:= C2•(Vtotal) = 7.661b Wd•3.0•S+ Wi•0.67.3.0•S C4 .- M = 0.2 t F4 := C4 (Vtotal) = 22.971b Wd•5.0•S+ W1.0.67.5.0.5 C6:- M = 0.333 t F6 C6'(Vtotal) = 38.281b Wd•7.0.S + WI.0.67.7.0•S C8 .- M = 0.467 t F8 C8•(Vtotal) = 53.6Ib Wd•9.0•S + W1.0.67.9.0.5 C10 := M = 0.6 t Flo C1o.(Vtotal) = 68.911b Wd•10.0•S+ WI 0.67.10.0 S Wd•11.0•S+ Wl 0.67 11.0 S C12 :- C11:= M = 0.667 t Mt = 0.733 3 Eclipse Engineering, Inc. THE BUCKLE #296 1/10/2011 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE Fit := Cll•(Vtotal) = 76.571b F12:= C12•(Vtotal) = 84.231b Wd•12.0•S+ W1.0.67.12.0.S Wd•13.0•S+ W1.0.67.13.0.S C14 .— M = 0.867 t F14:= C14'(Vtotal) = 99.54Ib C13 .— M = 0.8 t F13 := C13.(Vt0ta) = 91.881b Cl +C2 +C3 +C4 +C5 +C6 =1 Force Distribution Continued : Condition #2: Top Shelf Only Loaded to 100% of Live Weight Total Moment at Base of Shelf - Total Base Shear - Coefficients Should total 1.0 Mta := 5.0•S• Wd + 5.0•S•WI Vtotal2 := Vtd + Fl Mta = 551.91b.ft Vt0tal2 = 59.791b Wd•0.0•S+ 0.W1.0.0.S Wd•5.0.S+ W1.5.0 .S Cia ` — 0 Cita = 1 Mt, Mt, Fla := Cia •(Vtotal2) = 0 Flla := Clla•(Vtotal2) = 59.791b Condition #1 Controls for Total Base Shear By Inspection, Force Distribution for intermediate shelves without LL are negligible. Moment calculation for each column is based on total seismic base shear. Column at center of rack is the worst case for this shelving rack system. Column Design in Short Direction : M5:= 4.2 •(Vtd + Vtl) = 30.191b.ft Bending Stress on Column - fbx := Ms. SX 1 = 9.06• ksi Allowable Bending Stress - Fb := 0.6•Fy= 19.8•ksi Bending at the Base of Each Column is Adequate Deflection of Shelving Bays - worst case is at the bottom bay 3 0 .— (Vtd + Va) S — 0.0512.in S = 375.2106 12•E•I, A /1t:= 0 (N — 1) = 0.2559•in Da := 0.05• ht= 4.8. in if (At < Oa , "Deflection is Adequate" "No Good") = "Deflection is Adequate" Moment at Rivet Connection: M Shear on each rivet - Vr := 5 — 242 Ib 1.5 in dr2.3.14 dr := 0.25 • in Ar :_ — 0.0491 • in2 V 4 Steel Stress on Rivet - f„ := r = 4.9229•ksi Ar 4 Eclipse Engineering, Inc. THE BUCKLE #296 1/10/2011 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE Allowable Stress on Rivet - F„r:= 0.4.80•ksi = 32•ksi RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST Find Allowable Axial Load for Column : Allowable Buckling Stresses - IC 2 E — 171.51 • ksi vex.x Kx Lx 2 rx Distance from Shear Center to CL of Web via X -axis Distance From CL Web to Centroid - Distance From Shear Center to Centroid - Polar Radius of Gyration - Torsion Constant - Warping Constant - Shear Modulus - vex vex.x = 171.51 • ksi 2 t, hc . b 2 ec :_ 4•Ix xc:= 0.649•in — 0.51 xo =xx +ec 2 2 2 r0:= rx + ry + xo J: = 1 -3 2bt3 +ht3) t•b •h 2 3•b•t+ 2•h•t G" 12 ( 6•b•t+ h.t ) G := 11300•ksi 1 vt := [GJ+ 2 Ap' ro ec= 1.2706.in )cc= 0.6115.in xo= 1.8821.in r0= 1.996•in 3 = 0.00063 • i n4 Cw= 0.0339•in6 at = 38.1886.ksi xo 2 p:= 1— — p= 0.1109 ro Fet := 21p [(vex + vt) — J (veX + vt)2 — 4• (3•vex'vt] Fet = 31.7677•ksi Elastic Flexural Buckling Stress - Fe := if(Fet < (Tex. Fet, vex) Fe = 31.7677 -ksi Allowable Compressive Stress - Fn i Fe > 2 , Fy 1 — 4 F = , Fe F„ = 24.43 • ksi e Factor of Safety for Axial Comp. - Sin := 1.92 5 Eclipse Engineering, Inc. THE BUCKLE #296 1/10/2011 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE Find Effective Area - Determine the Effective Width of Flange - Flat width of Flange - Flange Plate Buckling Coefficient - Flange Slenderness Factor - Effective Flange Width - Determine Effective Width of Web - Flat width of Web - Web Plate Buckling Coefficient - Web Slenderness Factor - Effective Web Width - Effective Column Area - Nominal Column Capacity - Allowable Column Capacity - Check Combined Stresses - Pax (K 1x)2 Pa Pcrx Magnification Factor - 71" 2. E.Ix wf := b - 0.5•t kf := 0.43 1.052 wf Fn Xf _ jf t E 0.22 1 Pf:= 1 - Xf %f wf = 1.4625.in Xf = 0.908 pf = 0.8345 be := if(Xf> 0.673,pf -wf ,wf) be= 1.2204•in ww := h - t kw := 0.43 1.052 ww Fn xw:_ F„„ 0.22 1 Pw := 1 - — %w Xw he := if(Xw> 0.673,Pw•ww,ww) Ae := t• (he + be) Pn:= Ae.Fn Pn Pa. 12, Pcrx= 5x :1041b Pcr = 465851b Sta Pp a := 1 - Pcr ww= 1.425•in x,„,,= 0.8847 Pw = 0.8492 he = 1.2102. in Ae = 0.1823•in2 Pn = 44531b Pa = 23201b a = 0.9957 Cm = 0.85 Combined Stress: Pp + Cm•fbx - 0.4351 MUST BE LESS THAN 1.0 Pa Fb•a Final Design: 'L' POSTS WITH I3EAM BRACKET ARE ADEQUATE FOR REQD COMBINED AXIAL AND BENDING LOADS NOTE: Pp is the total vertical load on post, not 67% live load, so the design is conservative 6 Eclipse Engineering, Inc. THE BUCKLE #296 1/10/2011 Consulting Engineers TUKWILA, WA STEEL STORAGE RACK DESIGN PER 2009 IBC & ASCE -7 SECTION 15.5.3 Find Overturning Forces : Total Height of Shelving Unit - Ht := 8.00.ft Depth of Shelving Unit - d := 2.50.ft Number of Shelves - N := 6 Height to Top Shelf Center of G - Height to Shelf Center of G - Nor) := Ht (N +1) hc:= 2 Rolf Armstrong, PE Width of Shelving Unit - w := 4.00•ft WORST CASE Vertical Shelf Spacing - S := 19.20-in htop = 8 ft he = 5.6.ft From Vertical Distribution of Seismic Force previously calculated - Controlling Load Cases - Weight of Rack and 67% of LL - Seismic Rack and 67% of LL - W := (Wd + 0.67.%)•N V := Vtd + 0.67•Vd Ma:= F1.0.0•S + F2.1.0•S + F3.2.0•S + F4.3.0•S + F5.4.0•S + F6.5.0•S Mb:= 1 Overturning Rack and 67% of LL - Weight of Rack and 100% Top Shelf - Wa := Wd•N + W1 Seismic Rack and 100% Top Shelf - Va := Vtd + Fl Overtuming Rack and 100% Top Shelf - Ma := Vtd•hc+ Fi htop Controlling Weight - We := if(W> Wp, W , Wp) Controlling Shear - Vc := if(V > Va, V, Va) Controlling Moment - Mot := if(M > Ma, M , Ma) Tension Force on Column Anchor - T := Mot - 0.60 Wc d 2 T:= if(T <0•Ib,0•Ib,T) V Shear Force on Column Anchor - V :_ —` 2 USE: HILTI KWIK BOLT TZ ANCHOR (or USE 3/8 "4) x 2" embed installed per the per side of shelving unit Allowable Tension Force - Allowable Shear Force - Combined Loading - Ta := 1006.1b Va:= 999•Ib —r . .. --.,.,..0.,.;._2•:3•.1 • • Ta ~ • ` .v. • W = 314.95561b V = 114.85461b M := Ma = 6741b•ft Wa = 163.95561b Va = 59.78961b Ma = 378.61b•ft We = 314.956Ib Vc = 114.8551b Mot = 673.811b.ft T = 175.041b T = 175.03891b V = 57.41b equivalent) - requirements of Hilti For 2500psi Concrete MUST BE LESS THAN 1.20 7 Eclipse Engineering, Inc. THE BUCKLE #296 1/10/2011 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE STEEL ANIT -TIP CLIP AND ANTI -TIP TRACK DESIGN Tension (Uplift) Force on each side - T = 175.03886Ib Connection from Shelf to Carriage = 1/4" diameter bolt through 14 ga. steel: Capacity of #12 screw (smaller than 1/4" diam. bolt) in 16 ga. steel (thinner than 14 ga. posts and clips) - Zz := 349.1b if(T < 2•4, "(2) 1/4" Bolts are Adequate" , "No Good ") = "(2) 1/4" Bolts are Adequate" Use 3/16" Diameter anti -tip device for connection of carriage to track Yield Stress of Angle Steel - Fy := 36•ksi Thickness of Anti -tip Head - t := 0.090•in Width of Anti -tip Rod + Radius - br := 0.25•in Width of Anti -tip Head - ba := 0.490•in ba — br Width of Anti -tip Flange - I.a 2 La = 0.12•in Tension Force per Flange leg - -11 := 0.5.T Ti = 87.51941b Bending L M1:= 2 Ti La g Moment on Leg - MI = 0.437597•ft•Ib ba Section Modulus of Leg �2 eg - SI := 6 S1= 0.0007•in3 M1 Bending Stress on Leg - fb := � fb= 7.9383•ksi f b Ratio of Allowable Loads - — 0.294 MUST BE LESS THAN 1.00 0.75•Fy Width of Anti -Tip track - L:= 5.1•in Thickness of Aluminum Track - tt:= 0.25•in Average Thickness Spacing of Botts - Stb := 22.5•in Section Modulus of Track - Design Moment on Track - for continuous track section Bending Stress on Track - Allowable Stress of Aluminum - St := 0.0921 in3 T•Stb M := 8 fb = 7 Fb := 21 • ksi St= 0.0921.in3 M = 411b•ft fb = 5.3452 • ksi ANTI -TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE 8 Eclipse Engineering, Inc. THE BUCKLE #296 1/10/2011 Consulting Engineers TUKWILA, WA Connection from Steel Racks to Wall Seismic Analysis Procedure per ASCE -7 Section 13.3.1: Average Roof Height - hr = 45ft Height of Rack Attachments - zb := z + ht = 33 ft Seismic Base Shear Factor - Shear Factor Boundaries - Seismic Coefficient - Number of Shelves - Weight per Shelf - Total Weight on Rack - Seismic Force at top and bottom Connection at Top: Standard Stud Spacing - Width of Rack - Number of Connection Points - on each rack Rolf Armstrong, PE Ib psi := — in 2 At Top for fixed racks connected to walls 0.4.ap•Sps Zb Vt:= 1 + 2•— Rp hr Ip Vtmin := 0.3 • Sps• Ip Vtmax := 1.6 Sps• Ip Vt := if ( Vt > Vtmax • Vtmax , Vt) Vt:= if(Vt < Vtmin. Vtmin, Vt) Vt = 0.5965 N =6 Wtf := 50.1b WT:= 0.667.4. Pp 0.7.Vt.WT Tv .– Force on each connection point - Capacity per inch of embedment - Required Embedment - For Steel Studs: Pullout Capacity in 20 ga studs - per Scafco 2 Sstud := 16-in w =4ft N ` floor w Sttud Tv F`. N c Ib Ws := 135.- in Fc ds. Ws T20:= 84•Ib Vt = 0.5965 Vtmin = 0.2902 Vtmax = 1.5477 Vt = 0.597 WT = 276.10841b Tv = 57.6467Ib Nc = 3 Fc = 19.2156Ib ds = 0.1423 • in For #10 Screw - per Scafco MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS. EXPANSION BOLT IS ADEQUATE BY INSPECTION AT THE BASE 9 Conterminous 48 States 2005 ASCE 7 Standard Latitude = 47.466 Longitude = - 122.281 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (g) 0.2 1.451 (Ss, Site Class B) 1.0 0.498 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 47.466 Longitude = - 122.281 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 =FvxS1 Site Class D - Fa = 1.0 ,Fv = 1.502 Period Sa (sec) (g) 0.2 1.451 (SMs, Site Class D) 1.0 0.748 (SM1, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 47.466 Longitude = - 122.281 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2 /3xSM1 Site Class D - Fa = 1.0 ,Fv = 1.502 Period Sa (sec) (g) 0.2 0.968 (SDs, Site Class D) Fasteners (Screws and Welds) Screw Table Notes ffSCAFC13 e Steel Sind Menufarturing Co. 1. Screw spacing and edge distance shall not be Tess than 3 x D. (D = Nominal screw diameter) 2. The allowable screw values are based on the steel properties of the members being connected, per AISI section E4. 3. When connecting materials of different metal thicknesses or yield strength, the lowest applicable values should be used. 4. The nominal strength of the screw must be at least 3.75 times the allowable Toads. 5. Values include a 3.0 factor of safety. 6. Applied Toads may be multiplied by 0.75 for seismic or wind loading, per AISI A 5.1.3. 7. Penetration of screws through joined materials should not be less than 3 exposed threads. Screws should be installed and tightened in accordance with screw manufacturer's recommendations. Allowable Loads for Screw Connections (Ibs /screw) Mils oesign'(In) 18 27 3D 0.0188 0.0283 0.0312 33 • 0.0346 43 •0.0451 54 0.0566 68 0.0713 33 33 33 ropertles DI a' 01216 in) Eu ksl Shea ►: '? PuIlou 45 45 45 33 '45 • • 33 33 45' 33 45 .1*y' .°1 I ,.':18k- Dla,'t30.1s4 Shear P. • 28017:41:,:11•124•Tr 394Y::::�I 55 • ' 151 76 14+:177? i 84' ' 109.• •-•;370 • •••137- 66 39 121 59 141 65 164 ' 244; 72. 94 118• 60 111 129 151 224 .. 33 50 55 61 .79 557 156 523 173 Weld Table Notes 1. Weld capacities based on AISI, section E2. 2. When connecting materials of different metal thickness or tensile strength (Fu), the lowest applicable values should be used. 3. Values include a 2.5 factor of safety. 4. Based on the minimum allowance load for fillet or flare groove welds, longitudinal or transverse loads. 5. Allowable loads based on E60xx electrodes 6. For material less than or equal to .1242" thick, drawings show nominal weld size. For such material, the effective throat of the weld shall not be Tess than the thickness of the thinnest connected part. Allowable Loads For Fillet Welds And Flare Groove Welds 43 54 0.0568 0.0451 81oe11Proaeit 1 Yield 33 33 45 45 609 764 '.68.• .0.07.14 •4o1017.,. • "33' . 45- • • " 983 1373 118 0.1242 33 45 1677 54 0.0566 88 0.0713 50 65 50 65 1104 1390 '97 ;0.1017' 118 • 0:1242-, 50 65• 50 65. 1983 2422 48 Page 11 of 14 ESR -1917 TABLE 9 -KB -TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC TENSION (ASD), NORMAL - WEIGHT CRACKED CONCRETE, CONDITION B (pounds)'" 3 Nominal Anchor Diameter Embedment Depth h• (In.) Concrete Compressive Strength Pc = 2,500 pal Pc = 3,000 pal Pc = 4,000 psi Pc = 6,000 pal Carbon steel Stainless steel Carbon meet Stainless steel Carbon steel Stainless steel Carbon steel Stainless steel 3/8 2 1,006 1,037 1,102 1,136 1,273 1,312 1,559 1,607 1/2 2 1,065 1,212 1,167 1,328 1,348 1,533 1,651 1,878 31/4 2,178 2,207 2,386 2,418 2,755 2,792 3,375 3,419 5/8 31/8 2,081 2,081 2,280 2,280 2,632 2,632 3,224 3,224 4 3,014 2,588 3,301 2,835 3,812 3,274 4,669 4,010 3/4 3 3/4 2,736 3,594 2,997 3,937 3,460 4,546 4,238 5,568 4 3/4 3,900 3,900 4,272 4,272 4,933 4,933 6,042 6,042 For SI: 1 Ibf = 4.45 N, 1 psi = 0.00889 MPa For pound -Inch units: 1 mm = 0.03937 Inches 'Values are or single anchors with no edge distance or spacing reduction. For other cases, calculation of Rd as per ACI 318-05 and conversion to ASO in accordance with Section 4.2.1 Eq. (5) is required. 2Values are or normal weight concrete, For sand - lightweight concrete, multiply values by 0.60. Condition B applies where supplementary reinforcement In conformance with AC1 318-05 Section D.4.4 Is not provided, or where pullout or pryout strength govems. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. TABLE 10 -KB-TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC SHEAR LOAD (ASD), (pounds)' Nominal Anchor Diameter Allowable Steel Capacity, Seismic Shear Carbon Steel Stainless Steel 3/8 999 1,252 1/2 2,839 3,049 5/8 4,678 5,245 3/4 6,313 6,477 For SI: 1 Ibf = 4.45 N 'Values are or single anchors with no edge distance or spacing reduction due to concrete failure. 08 -01 -2011 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director DIRK GRAY 126 MCMAKIN RD BARTONVILLE TX 76226 RE: Permit No. D11 -030 681 SOUTHCENTER MALL TUKW Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and /or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 09/27/2011. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period, , provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 09/27/2011, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, 'D.,(0 Bill Rambo Permit Technician File: Permit File No. D11 -030 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 OPERMITCOORDCOPY • PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D11 -030 DATE: 02/08/11 PROJECT NAME: THE BUCKLE SITE ADDRESS: 681 SOUTHCENTER MALL X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # after Permit Issued DEPARTMENTS: OL �. Building 'vision Public Works /)c 2,.-1'441 ire Prevention ❑ Structural Planning Division ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete I, Comments: Incomplete n DUE DATE: 02/10/11 Not Applicable '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 Structural Review Required n REVIEWER'S INITIALS: No further Review Required n DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 03/10/11 Not Approved (attach comments) E DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 Contractors or Tradespeople Peter Friendly Page • Page 1 of 1 General /Specialty Contractor A business registered as a construction contractor with Lai 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 ROYAL SEAL CONSTRUCTION INC UBI No. 601234119 Phone 8174916400 Status Active Address 124 Mcmakin Rd License No. ROYALSC093RJ Suite /Apt. License Type Construction Contractor City Bartonville Effective Date 12/11/1991 State TX Expiration Date 1/15/2012 Zip 76226 Suspend Date County Out Of State Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Business Owner Information Name Role Effective Date Expiration Date CORPORATION SERVICE COMPANY Agent 10/01/2009 8 COLLEY, KENNETH EUGENE President 12/11/1991 Until Cancelled COLLEY, SCOTT A Secretary 12/11/1991 MERCHANTS BONDING SMITH, DONNA LEA Secretary 01/08/2010 12/05/2005 COLLEY, ROBIN C Treasurer 12/11/1991 C T CORPORATION SYSTEM Agent 01/01/1980 10/01/2009 MITCHELL, JAMES S President 01/01/1980 10/01/2009 Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Dat( 8 WA INTERNATIONAL INS CO S903115903 12/05/2005 Until Cancelled 7 MERCHANTS BONDING WA5418 01/10/2002 Until Cancelled 12/05/2005 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 Amo 18 NATL FIRE INS OF HARTFORD 2048294069 01/10/2011 01/11/2012 $1,000, https://fortress.wa.gov/lni/bbip/Print.aspx 03/09/2011 ;SAN 10 2011 W a0 0 w w ❑ W cn W ❑ W W cc CHECKED z 11 -01 -123 1 -10 -2011 SHEET 1 3/ REVISIONS > > j2rr 1 � 10 ti U 1 f g U e/49 > \��, I �NOTE: I No changes shall be made to thQ scope of work without prior approval of Tukwila Building Division. Revisions wilt require a new plan submittal and may include additional plan review fees. f ill' U 13 U Ut i \ 6 01.1, J Q E��I�G pST / P 1 3/32" � u Q Q f' Q UJ 0 S� I:��I0G ./ PAST ''`d 1 � / ! f 1 I 1 1 I I I I `td. 4 4 1/ 4"0 x 1" SCREW g n I) g © Jam/ �'` if c� I ! (' d.. d d �e . .. \ /. �p �U 1 I ID N t� !� cn• t� ! 1/4 "0 RIVET ASTM A345 -79 1/ � 56 1 / 4 SCR '/� o-8 \ ��� z II � F all \� • Intl ! c „ 1 /4 "0 RIVET ASTM A345 -79 14 GA, "T" POST COL. B.PL. "L" POST COL. B.PL. SHELVING LOAD ON T -POST L— POST NOTE: REFERENCE CALCULATIONS FOR RIVET CONNECTION CAPACITY. DOUBLE RIVET 1y/16 DOUBLE RIVET 14 GA. 14 GA. 2 -3/8 "G ANCHOR BOLTS 1 -3/8 "0 ANCHOR BOLT — 50 p s f 2" EMB. (SEE NOTE N0. 3) 2" EMB. (SEE NOTE NO. 3) SLAB — LOW PROFILE POST (1 "DRB" BEAM (2J "DRBLP BEAM" (3) BASE PLATE (FIXED UNITS) _...-- _.____.,... -.__._ Le 188—_ NOTE: THE SHELVING SHALL BE ATTACHED TO THE EXISTING WALL STUDS AND 1" THICK PLASTIC BRAKE SPACER SEPARATE 4+TE PERMIT REQUIRED FOR' ectrical l �Elecirical �Plurnbing <. . seas Piping x. . of Tukwila !' ' � DIVISION POST -REF. DTL 1 — 4 4 4 0 •^ �� O Q 4 0 �� 14 GA x 1 1 /2 x 1 1/2" ANGLE CLIPS © EA POST WITH (2)-1/4"0 TEK SCREWS CONCRETE SLAB. NO NEW STUDS OR STUD WALLS ARE REQUIRED. EXISTING WALL COVER -1 � "0 EXISTING STUD WALL - - j a� $ i MIN. 1" A 1 /4 BOLT TYP. IN a 0 Q 4 O 0 I ^� I TRACK ANTI -TIP EMBED. STEEL PLAN VIEW Egi. GE REPSSGPRRIP \ GUIDE STUD WALL POST -REF. DTL 2 4 4 4 40 4 4 0 Q Q Q Q • . CORNER BRACE #10 TEK SCREW AT EACH WALL STUD SHELF BEAM r BIDE �� « <; :;:s: 1.75 -TYP. I „I -REF. DETAIL 2 FOOTBRAKE ®..;;.,. PRESS WITH FOOT To SET 0 ,LIBBER STOP g g 410 .,.r Ai ® LI PRESS WITH FOOT To RELEASE SHELVING POST CONNECTED TO CARRIAGE ” POST WITH 2 1 4 0 TEK SCREWS PER P 1. 8 I x'500 EMBED EMBED. al _ _ RUBBER STOP TOP SCREW. \�I PLAN VIEW - WOOD STUD WALL EXISTING WALL �.,/ J. �-� � Q' �� I ' 4 Q ,, Q O O. COVER ' i \\ �T� I I OO I � � WALLING STUD - t41 O ANTI TIP TRACK SHELVING Q POST ;:T1::;;: -- BOTTOM SCREWS O 0 FRONT VIEW SIDE VIEW ® EA POST WITH TEK SCREWS : / (2)-1/4"0 \ 1�P�� FOR STANDARD V- GROOVE S � AND FLAT TRACKS ONLY: E� Q o -- I FOR (1) ROW OF UNITS. I� 3/8 "x3" HILTI TZ ANCHORS 2" EMB. ON TRACK. MIN. 24" O.C. li— I OTE: EXISTING STUD WALL MAY BE 2x WOOD STUDS OR MIN. 20 GA. LIGHT GAGE STUDS. I 1 3 1/4" 0 x 2" LONG 'HILTI' SLEEVE ANCHORS © 22.5" o.c. ANTI -TIP & GUIDE CONN. 5.81 CARRIAGE AND TRACK ASSEMBLY (g WALL CONNECTION e FOOT BRAKE NOTE: FIXED /MOBILE RETAIL SHELVES SHALL BE RESTOCKED BY HAND. USE A FORKLIFT OR OTHER MECHANIZED LOADER TO STOCK DO NOT NOTE: FOR 2 15" WIDE SHELVES. O NOTES: EARTHQUAKE DESIGN DATA - 1. DESIGN OF STEEL STORAGE SHELVING AS SHOWN BY THESE DRAWINGS AND a) Seismic importance factor, IE = 1.0, and CALCULATIONS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE IBC 2009 EDITION occupancy category II - Not open to the public 2. STEEL FOR ALL SHAPES FY =36 KSI. ASTM A570 -85 GR.36 EXCEPT AS NOTED b) Mapped spectral response accelerations, 3. ALL ANCHORS HILTI KWIK BOLT TZ ESR -1917 OR APPROVED EQUAL ) b Pp p p Ss = 1.451 and Si = 0.498 4. EXISTING FLOOR SLAB = MIN. 2-1/2" THICK STRUCTURAL SLAB OVER c) Site class = D 1-1/2” CORRUGATED METAL DECK. CONCRETE STRENGTH, F'c, =� 3000 PSI d) Spectral response coefficients, 5. STORAGE SHELVING CAPACITY 50 # /LEVEL SDS = 0.967 and SD1 = 0.499 6. ALL SHELVING INSTALLATIONS AND SHELVING MANUFACTURED IN CONFORMITY WITH e) Seismic design category = E THIS STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A f) Basic seismic- force - resisting system(s) - PERMANENT PLAQUE EACH NOT LESS THAN 50 SQUARE INCHES IN AREA SHOWING Non - building structures, steel storage racks. THE MAXIMUM PERMISSIBLE UNIT LOAD OF 50 # /LEVEL 7. ALL SHELVING SHALL BE IN COMPLIANCE WITH THE RMI g) Design base shear = 115 lb. h) Seismic response coefficient(s), Fp = 0.511 8. THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MINIMUM OF 18 INCHES .. BETWEEN THE TOP OF THE STORED MATERIAL AND THE CEILING i) Response modification factor(s), R = 4.0 Analysis procedure SPRINKLER DEFLECTOR. 1) Analy i procedur used ASCE section 15.5.1 9. THE SHELVING RACKS WILL NOT BE OPEN TO THE PUBLIC. k) Redundancy factor used p =1.0 RACKS BACK TO BACK, ATTACH RACK POSTS W/ 1/4 "0 BOLTS © 24" O.C. 48" 36" 36" 30" 5' -2 9/2 uti w ��••,. r x 5i ,�, 3 i- "I II , FiIA 1 # 1 /Mo " - "' — NM, ���„,,, „,�,,,,�,,,,�„*,,,,,,,,,,,,,I ow, s YAlt. OUI•� l L _ _ _i € - :.- ..._.:: ": �� _..._.,. - _: 1 � ,,, :... �= ..- "- -,, • 3r2 x x x6 }; _ - µ __ i ANa„io i_• . "'AK. oD.. € I ° ° won � U�.., m t "" .{ _ _ g 3(Fx -48."-' _ 30" .r: 36" ,30 "x36',. RK113 , iiA, "1 tiAxtG: i3,� 'A - - - HAD Rte µ -• _.._ :- Y'- _.. ". ; - $' WALL SIDS- A 24' ?:�:� $,- 3 � .._ ._j , _ ' I"'�10,4 34"H, x 24'D. MONTER TOP .- MALL5• 48" 48" 15" 15" 15" O3 TYP. U.N.O. © '�{ -N� Q TYP s $ $Havi 6..; � .E I EF ,..' '5 >< �tE31� I L' G M � ,� :3 ` � SHU. N 24" 0.C" °"''r - Q3 TYP - 2 � �� TYP. U.N.O. - - 0 :_ ; °A of ....,, �, "� ‘ ..._ 0 "Th Fa: TIONARY , SYSTEM - p ;.P U.N.O. -.- I -.- : A`� _. ..- (#s i � ....,...� _.,�., 3t1 "x " ' x c rte* PY Permit No. Dit's OW, 3Q" x 3S" 3€3'x36' „ -' [ \ ` c i1 PI n revew approval is subject to errors and omissions. ',proval of construction documents does not authorize i � �r;olation of any adopted code or ordinance. Receipt n i a roved-Fi Id and conditions is acknowledged: Pp pY 9 REVIEVIIED FOi CODE COMPLIANCE , , FEB 1 2011 l � b REAM. A City of Tukwila art 1 UKWILn BUILDING I�IUISIQN FEB, 0 8 2011 — — — 3 x 4(. 3A "x36' 30' x 3 i' • 3k -� . .. _ 30' 488- STS + h6 t 31'1' x 36" 3£3'x36' ° C E By Y — Date: - - i : °; n `.tr [ - ... W 1.4-1.:„.....-- 30'x36' 3Q' x 36 Mt INSTALLED BY t 1 T.G.C. 4j - M 4 ©� 0 ,�,..._• City Of lUkwiia PERMIT CE R BUILDING DMSION �/ oso O 0 — — 0 4 .. """.., , " `�~;..v,...,, i iX 1SEii5 ,--4,: �` £ ` s _ - -ice r A2 A6t?, f .. 61td ViNG . V }TANG Rica aSPAGE BOX . UNIT Eta. 2 jA9° FREE- STANDING ` °' I ' °'`' _ "� , i3 T.G.C. R£) : Jn ' "" FIXED SHELVING SIDE VIEWS MOBILE SHELVING SIDE VIEW PARTIAL FLOOR PLANS & SHELVING RACK LAYOUT W a0 0 w w ❑ W cn W ❑ W W cc CHECKED z 11 -01 -123 1 -10 -2011 SHEET 1