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Home My WebLink AboutPermit D13-257 - J CREW - TENANT IMPROVEMENTJ CREW 535 SOUTHCENTER MALL EXPIRED 06/07/2014 D13-257 City oftukwila • 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 DEVELOPMENT PERMIT Parcel No.: 9202470010 Address: 535 SOUTHCENTER MALL TUKW Suite No: Project Name: J CREW Permit Number: D13-257 Issue Date: 10/31/2013 Permit Expires On: 04/29/2014 Owner: Name: WESTFIELD PROPERTY TAX DEPT Address: PO BOX 130940 , CARLSBAD, CA 92013 Contact Person: Name: GARY PALMER Address: PO BOX 23534 , EUGENE, OR 98492 Contractor: Name: J D BUILDERS Address: PO BOX 2458 , CAPISTRANO BEACH, CA 98624 Contractor License No: JDBUI**037JLT Lender: Name: SELF FUNDED - J CREW Address: 770 BROADWAY, 14TH FLOOR , NEW YORK, NY 10003 Phone: 541-603-4191 Phone: 714 240-1340 Expiration Date: 03/01/2015 DESCRIPTION OF WORK: INSTALL RACKING TYPICAL TO TENANT IMPROVEMENT INCLUDING MOBILE AND FIXED RACKING SYSTEMS. Value of Construction: $0.00 Fees Collected: $476.90 Type of Fire Protection: SPRINKLERS International Building Code Edition: 2012 Type of Construction: III -B Occupancy per IBC: 0019 Electrical Service Provided by: PUGET SOUND ENERGY **continued on next page** doc: IBC -7/10 D13-257 Printed: 10-31-2013 Public Works Activities: 7,hannelization / Striping: N :.urb Cut / Access / Sidewalk / CSS: N ?ire Loop Hydrant: Flood Control Zone: iauling: :,and Altering: i,andscape Irrigation: 'loving Oversize Load: N N Number: 0 Size (Inches): 0 Start Time: Volumes: Cut 0 c.y. Start Time: End Time: Fill 0 c.y. End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non -Profit: N Nater Main Extension: Private: Public: Nater Meter: N Permit Center Authorized Signature: Date:/�D 31-13 IS [ 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. rhe granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating :onstruction or the perform ce of work. I am authorized to sign and obtain this development permit and agree to the conditions attached :o this permit. Signature: Print Name: JJ45&.-' mhI Aim Date: lo -7(_/3 Phis 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 Dr abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: I: ***BUILDING DEPARTMENT CONDITIONS*** No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the 3uilding Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to ;tart of any construction. These documents shall be maintained and made available until final inspection approval is ;ranted. I: When special inspection is required, either the owner or the registered design professional in responsible charge, ;hall employ a special inspection agency and notify the Building Official of the appointment prior to the first Duilding 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 ;hall be submitted to the Building Official. The final inspection report shall be prepared by the approved special nspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. ioc: IBC -7/10 D13-257 Printed: 10-31-2013 6: All construction shall be done in conformanr the approved plans and the requiremen-the International Building Code or International Residential Co ternational Mechanical Code, Washington Energy Code. 7: Manufacturers installation instructions shall be available on the job site at the time of inspection. 8: 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. 9: ***FIRE DEPARTMENT CONDITIONS*** 10: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 11: Install mechanical stops between mobile shelving so that when shelving is rolled together, a minimum 6 inch transverse flue space is maintained every 4 ft. along the length of the track. If there are questions, contact Al Metzler at 206-971-8718. 12: 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) 13: 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 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). 14: 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) 15: 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) 16: Nominal 6" transverse flue spaces between loads and at rack uprights shall be maintained in single row, double row, and multiple row racks. Random variations in the width of flue spaces or in their vertical alignment shall be permitted. (NFPA 13-12.3.1.13) 17: Contact The Tukwila Fire Prevention Bureau to witness, all required inspections and tests. (City Ordinances #2327 and #2328) 18: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 19: 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 D13-257 Printed: 10-31-2013 • 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. 1) 3 ;_S 7 Project No. Date Application Accepted: Date Application Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 535 Southcenter Mall Tenant Name: J Crew King Co Assessor's Tax No.: Suite Number: 676 Floor: 1 New Tenant: j Yes El „No PROPERTY OWNER Name: Westfield Address: 11601 Wiltshire Blvd, 11th Floor City: Los Angeles State: CA Zip: 98025 CONTACT PERSON — person receiving all project communication Name: Gary Palmer, Property Service Address: Address: PO Box 23534 City: Bend State: OR Zip: 97701 City: Eugene State: OR Zip: 97492 Phone: (514) 603-4191 Fax: Email: psconsultants@sbcglobal.net Phone: GENERAL CONTRACTOR INFORMATION Company Name: TBD Address: Company Name: City: Bend State: OR Zip: 97701 Phone: (541) 389-9659 Fax: (541) 312-8708 City: State: Zip: Phone: Fax: City: State: Contr Reg No.: Phone: Exp Date: Tukwila Business License No.: H:SApplimtionsirorms-Applications On L nei2011 Applications SPamd Application Revised - SA -I 1 dnac Revisal: Augua 2011 bh ARCHITECT OF RECORD Company Name: Eclipse Engineering Inc Engineer Name: Rolf Armstrong Company Name: City: Bend State: OR Zip: 97701 Phone: (541) 389-9659 Fax: (541) 312-8708 Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: Eclipse Engineering Inc Engineer Name: Rolf Armstrong Address: 155 N Revere Ave City: Bend State: OR Zip: 97701 Phone: (541) 389-9659 Fax: (541) 312-8708 Email: www eclipse-engineering.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: J Crew Address: 770 Broadway, 14th Floor City: New York State: NY Zip: 10003 Page 1of4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 10,000 Describe the scope of work (please provide detailed information): Install racking typical to retail TI including mobile and fixed racking systems Existing Building Valuation: $ 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? D 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. HAApplieaiwslForms-Applications On L ne12011 Applicu1mns1P'amd Application Revised - 8-9-11.docx Revised: August 2011 en Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1n Floor 2,538 IIB M 2nd Floor Yd Floor Floors thru Basement Accessory Structures 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? D 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. HAApplieaiwslForms-Applications On L ne12011 Applicu1mns1P'amd Application Revised - 8-9-11.docx Revised: August 2011 en 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 105.32 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED A ... Signature: 6. Pik/1„ .01 1), j � � G �J Date: Who /3 Gary Palmer, Property Service Day Telephone: (514) 603-4191 Print Name: Mailing Address: PO Box 23534 H:1AppliezionslPonms-Appli®timts On r.ine12011 ApplicationaPerinit Application Revised - 8-9-1 I.docx Revised: Aag is 2011 bh Eugene OR 97492 City State Zip Page 4 of 4 • • wq� City of Tukwila \yam 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.: 9202470010 Permit Number: D13-257 Address: 535 SOUTHCENTER MALL TUKW Status: APPROVED Suite No: Applied Date: 08/06/2013 Applicant: J CREW Issue Date: Receipt No.: R13-03028 Initials: User ID: WER 1655 Payment Amount: $249.85 Payment Date: 10/31/2013 04:16 PM Balance: $0.00 Payee: TOP RISE CONSTRUCTION TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 111867 ACCOUNT ITEM LIST: Description 249.85 Account -Code Current Pmts BUILDING - NONRES STATE BUILDING SURCHARGE 000.322.100 640.237.114 Total: $249.85 245.35 4.50 Printorl• 1n_31_9M3 r • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-43 1-3670 Fax: 206-431-3665 Web site: http://www.TukwilaWA.ov RECEIPT Parcel No.: 9202470010 Permit Number: D13-257 Address: 535 SOUTHCENTER MALL TUKW Status: PENDING Suite No: Applied Date: 08/06/2013 Applicant: J CREW Issue Date: Receipt No.: R13-02301 Initials: User ID: WER 1655 Payment Amount: $227.05 Payment Date: 08/06/2013 02:11 PM Balance: $353.80 Payee: GARY PALMER (PHONE) TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 015001 ACCOUNT ITEM LIST: Description 227.05 Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 227.05 Total: $227.05 a,...• oe..ejnr_na Printed: 08-06-2013 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit hit 13 - /56 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188. 206-575-4407 Project: ''--- cc. --_,2) Type of Inspection: /6-4-(z - /A c Address: Suite #: 53s- sc "WV/ Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: )/e.S Hrs.: Fire Alarm: yes Hood & Duct: N0 -A.-c‘4 fr,-,.,4-1 - 0,Z -7;: .,,30,77,-- .%e „1/ Pre -Fire: A/c) .Ar• . .�� - pyo/ — /a/, NI/41r4'/,€ .��, 2-sw .5 &,-.e /0,. . Pte% . .i,h,,,„(7 s4 4.n — Needs Shift Inspection: yob Sprinklers: )/e.S Hrs.: Fire Alarm: yes Hood & Duct: N0 Monitor: ' t7 Ger-d/0, Pre -Fire: A/c) Permits: Occupancy Type: /"l Inspector c--,"--3 Date: //Ah Hrs.: / 0 $100.00,REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 FILE COPY ECLIPSE ri—%14 ENGINEERING INC. August 22, 2013 City of Tukwila Department of Community Development Attn: Allen Johannessen 6300 Southcenter Blvd., Suite #100 Tukwila, WA 98188 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 0 4 2013 Re: J Crew — Westfield Southcenter Mall — Space #676 Tukwila, WA City of Tukwila EEI Project Number: 13-07-244 BUILDING DIVISION Tukwila Permit Application Number = D13-257 To Allen: AUG 222013 This letter was prepared, in an effort to assist your review, with our responses to the building department comments that were recently created by the Tukwila Department of Community Development. Please note that Eclipse Engineering, Inc. is only re -submitting structural details for the shelving racks. All other submittal requirements shall be provided by the project architect or their consultants. Revisions to the Calculations and Plans: 1) We have updated our plans and calculations to show compliance with the 2012 International Building Codes with the Washington State Amendments and current local City of Tukwila codes. 2) We have added the specification of special inspections for the post -installed anchors per the referenced ICC/ES report. Eclipse Engineering, Inc. has only reviewed the structural components within our scope of services, and we do not take any responsibility for any other portion of the project or plan submittal. Please feel free contact us with any questions on this portion of the project — (541) 389-9659. Sincerely, Eclipse Engineering, Inc. Nick Bumam, PE Project Engineer CORRECTION LTR#_t___ b13% -)s7 Enclosed: shelving calculations, detail sheet. RECEIVED CITY OF TUKWILA AUG 2 8 2013 PERMIT CENTER O� 9` 1t)C4T-U 155 NE REVERE AVENUE, SUITE A, BEND, OR 97701 /o �\ 1 S��LU�/��NS PHONE: (541) 3891659 FAX: (541) 312-8708 WWW.ECLIPSE-ENGINEERING.COM ' . , ECLIPSE ENGINEERING INC. Structural Calculations Steel Storage Racks By Pipp Mobile Storage Systems, Inc. PIPP P.O. #104060 5.0. #317784 J. Crew #807 Westfield Southcenter Mall 535 Southcenter Mall - Space #676 Tukwila, Washington 98188 Prepared For: Pipp Mobile Storage Systems, Inc. 2966 Wilson Drive NW Walker, MI 49544 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 2012 International Building Code with Washington State Amendments and current local City of Tukwila codes. These storage racks are not accessible to the general public. 155 NE REVERE AVENUE, SUITE A, BEND, OR 97701 PHONE: (541) 389-9659 FAX: (541) 312-8708 WWW.ECLIPSE-ENGINEERING.COM Eclipse Engineering, Inc. J. CREW #807 8/22/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE Pipp Mobile STEEL STORAGE RACK DESIGN 2012 IBC & ASCE 7-10 - 15.5.3 Design Vertical Steel Posts at Each Corner : plf := Ib•ft 1 Shelving Dimensions: psf := Ib•ft 2 Total Height of Shelving Unit - ht := 10.00.ft pcf := Ib•ft 3 Width of Shelving Unit - w := 4.00.ft ksi := 1000•Ib•in 2 Depth of Shelving Unit - d:= 2.(1.25.ft) kips := 1000•Ib Number of Shelves - N := 10 Vertical Shelf Spacing - S := 13.33.in Shelving Loads: Maximum Live Load on each shelf is 50 lbs: Weight per shelf - Load in psf - Design live Load on Shelf - Dead Load on Shelf - Wu := 2•(50•Ib) Wtj LLj :_ — w•d LL := LLj DL:= 1.50.psf Section Properties of Double Rivet 'L' Post : Modulus of Elasticity of Steel - E := 29000.ksi Steel Yield Stress - Fy := 33 • ksi Section Modulus in x and y - Sx := 0.04.in3 Moment of Inertia in x and y - IX := 0.06•in4 Full Cross Sectional Area - Ap := 0.22.in2 Length of Unbraced Post - Effective Length Factor - Wtj = 100lb LLj = 10. psf LL= 10.psf b:= 1.5•in h:= 1.5•in r := 0.47•in rX := 0.47•in t:= 0.075•in h� := 1.42•in b� := 1.42•in L.„:= S= 13.33•in Ly:= S= 1333.in Lt:= S= 13.33•in Kx := 1.0 Ky := 1.0 Kt := 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•.125d•N + Wp Vertical LL on Post - P1:= LL•w•.125•d•N Total Vertical Load on Post - Pp := Pd + PI Wp = 7.49•Ib Pd = 26.24Ib P1= 1251b Pp = 151.24•Ib 1 Eclipse Engineering, Inc. Consulting Engineers Floor Load Calculations : Weight of Mobile Carriage: Total Load on Each Unit: Area of Each Shelf Unit: J. CREW #807 TUKWILA, WA We := 90•Ib W := 8.Pp + Vic A„ := w•(d + 1.5in) Floor Load under Shelf: PSF := A PSF = 124.psf Au NOTE: SHELVING LIVE LOAD IS CONSISTENT WITH 200 psf ALLOWABLE FOR SLAB LOADING 8/22/2013 Rolf Armstrong, PE W = 1299.89lb Au = 10.5 ft2 Find the Seismic Load using Full Design Live Load : ASCE-7 Seismic Design Procedure: Importance Factor - Determine Ss and Si from maps - Determine the Site Class - Determine Fa and Fv - Determine SMS and SM1 _ Determine Sps and SDI _ IE := 1.0 SS := 1.426 Class D Fa := 1.000 SMs := Fa • Ss SMs = 1.426 2 SDS -•SMS SDs = 0.951 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 - 120 := 2 ap := 2.5 WP Wd := DL•w•d + 8• N Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height - hr := 20.0•ft Height of Rack Attachment - z := 0 ft Seismic Base Shear Factor - Shear Factor Boundaries - 0.4.ap SDs Vt:— C1+2•h r RP Ip Vin := 0.3•Sps•Ip Vtmax:= 1.6•Sm. Ip Vt := if (Vt > Vtmax , Vtmax . Vt) Vt := if (Vt < Vtmin , Vtmin , Vt) Si := 0.488 Fv := 1.512 SM1 := Fv•Si SMi = 0.7379 2 SDI 3 •SM1 SDI = 0.492 Cd := 3.5 Ip := 1.0 WI= 100lb Wd = 20.99 lb (0'-0" For Ground floor) Vt = 0.238 Vtmin = 0.285 Vtmax = 1.521 Vt = 0.285 2 Eclipse Engineering, Inc. J. CREW #807 8/22/2013 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 Rolf Armstrong, PE Vt := t = 0.204 p 1.4 Vtd := Vp•Wd•N = 42.76lb Fd := Vp•Wd = 4.28Ib Vtl := Vp•WI•N = 203.711b F1 := Vp•WI = 20.37Ib F1.67:= 0.67•Vp•W1= 13.65 lb 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•S + 1.0•S + 2.0•S + 3.0•S + 4.0•S + 5.0•S + 6.0•S + 7.0•S + 8.0•S + 9.0•S H2 := 0 Total Moment at Shelf Base - H := H1 + H2 Mt:= H•Wd + H 0.67•Wl Vertical Distribution Factors for Each Shelf - Total Base Shear - Vtotal Vtd + 0.67•Vtl Wd •0.0.S + W1.0.67.0.0•S C1:= M = 0 t F1 C1.(Vtotal) = 0 Wd •2.0.S + W1.0.67.2.0•S C3:= M — 0.044 t F3 C3•(Vtotal) = 7.97Ib Wd•4.0•S + W1.0.67.4.0•S C5:— M — 0.089 t F5 C5•(Vtotal) = 15.93Ib Wd •6.0•S + W1.0.67.6.0•S C7:= M — 0.133 t F7 C7•(Vtotal) = 23.9 lb Wd•8.0•S+W10.678.0S C9:—— 0.178 Mt F5 Cg•(Vtotal) = 31.87Ib Wd • 10.0•S + W1.0.67.10.0•S C11 := frit — 0.222 H = 49.99ft Mt= 4398.34ft•lb Vtotai = 179.25 lb Wd•1.0.S+ W1.0.67.1.0.5 C2:— M = 0.022 t F2 C2•(Vtotal) = 3.98lb Wd•3.0•S+ W1.0.67.3.0•S C4:— M — 0.067 t F4:= C4•(Vtotal) = 11.951b Wd•5.0•S+ W1.0.67.5.0•S C6:=— 0.111 Mt F6 C6•(Vtotal) = 19.92Ib Wd•7.0•S + WI.0.67.7.0.S C8:— = 0.156 C10 :— Mt F8 C8•(Vtotal) = 27.88Ib Wd•9.0•S+ WI.0.67.9.0•S — 0.2 Mt Flo := C10•(Vtotal) = 35.85 lb Wd•11.0•S+ W1.0.67.11.0•S C12:= — 0.244 Mt 3 Eclipse Engineering, Inc. Consulting Engineers J. CREW #807 TUKWILA, WA 8/22/2013 Rolf Armstrong, PE F11 := Cil'(Vtotal) = 39.83 lb F12 := C12'(Vtotal) = 43.82 lb Wd • 12.0.S + WI.0.67.12.0.S C13 :_ — 0.267 C14 :— Mt Mt F13 := C13.(Vtotal) = 47.8lb F14 := C14'(Vtotal) = 51.78 lb C1+C2+C3+C4+C5+C6+C7+C8+C9+Cio= 1 Force Distribution Continued : Wd•13.0•S+ WI.0.67.13.0•S — 0.289 Coefficients Should total 1.0 Condition #2: Top Shelf Only Loaded to 100% of Live Weight Total Moment at Base of Shelf - Mta := (N — 1) •S•Wd + (N — 1) •S•WI = 1210ft•Ib Total Base Shear - Vtotal2 := Vtd + FI Vtotal2 = 63.13Ib Wd•0.0•S+ 0•WI.0.0•S Wd•(N — 1).S + Wi.(N — 1)•S Cia :_ — 0 Cioa :_ — 1 Mta Mta Fia := Cla'(Vtota12) = 0 Fioa := C1oa'(Vtotal2) = 63.13 lb 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 : Ms:= 8 2 •(Vtd + Vtl) = 17.11ft•Ib Bending Stress on Column - fbx:= M5.Sx-1 = 5.13•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 0 (Vtd + Vd) S — 0.03. in S = 476.76 12. E. At:= 0•(N — 1) = 0.25•in Da:= 0.05•ht= 6•in if(At < Da, "Deflection is Adequate" , "No Good") = "Deflection is Adequate" Moment at Rivet Connection: Shear on each rivet - Ms dr2.3.14 dr := 0.25•inVr :_ — 136.89lb Ar := — 0.0491 •int 1.5.in 4 Vr Stress on Rivet - f� := Ar = 2 79 ksi Tr 4 Eclipse Engineering, Inc. J. CREW #807 8/22/2013 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 Seismic Uplift on Shelves : Seismic Vertical Component: Vertical Dead Load of Shelf: := 0.2•Sps•(DL+ LL)•w•d D := (DL+ LL)•w•d E„ = 21.8653 Ib D = 115Ib Note: since the shelf LL is used to generate the seismic uplift force, it may also be used to calculate the net uplift load. For an empty shelf, only the DL would be used, but the ratio of seismic uplift will be the same. Net Uplift Load on Shelf: Fu := E„ — 0.6•D Fu = —47.1347 lb Note: This uplift load is for the full shelf. Each shelf will be connected at each corner. Number of Shelf Connections: Uplift Force per Corner: Nc := 4 F„ Fuc := NIC Fuc = —11.7837 lb NOTE: Since the uplift force is negative, a mechanical connection is not required. 5 Eclipse Engineering, Inc. J. CREW #807 8/22/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE Find Allowable Axial Load for Column : Allowable Buckling Stresses - 2 • aex.x E – 355.82 • ksi (Kj2 rx Oex crex.x = 355.82 • ksi Distance from Shear Center t• hc2 • bc2 2 to CL of Web via X-axis ec := 4•Ix ec = 1.2706 • in Distance From CL Web to Centroid - xc := 0.649•in – 0.51 xc = 0.6115•in Distance From Shear Center x0:= xc + ec xo = 1.8821 • in to Centroid - Polar Radius of Gyration - r0 := J rx2 + ry2 + x,2 r0 = 1.996•in Torsion Constant - 3 := 3 •(2•b•t3 + h•t3) 3 = 0.00063•in4 Warping Constant - CW := t•b3 h2 C 3 b•t + 2 h tl C = 0.0339 • in6 12 64)1+ h•t /I Shear Modulus - G := 11300•ksi 1 Tr2•E•C,,, Qt:= 2• G..3+2 Ap • r0 (Kt. Lt) Qt = 70.4601 • ksi xo)2 p:=1– — p=0.1109 ro Fet:= 21p [(°ex+ Qt) – J((Tex+ Qt)2 – 4•p•Qex•0•t] Fet = 59.7422•ksi Elastic Flexural Buckling Stress - Fe := if (Fet < 0ex, Fet , (Tex) Fe = 59.7422 • ksi F Allowable Compressive Stress - Fn := if Fe > 2 , Fy• 1– 4FF , Fe Fn = 28.4429 • ksi e Factor of Safety for Axial Comp. - Lto := 1.92 6 Eclipse Engineering, Inc. Consulting Engineers J. CREW #807 TUKWILA, WA Find Effective Area - Determine the Effective Width of Flange - Flat width of Flange - wf := b - 0.51 Flange Plate Buckling Coefficient - kf := 0.43 1.052 wf Fn Xf :_ — ,f t E 1 pf:= 1- — 0.22 %f Xf Effective Flange Width - be := if (Xf > 0.673, pf•Wf, wf) be = 1.1576.in Determine Effective Width of Web - Flat width of Web - ww := h - t ww = 1.425.in Web Plate Buckling Coefficient - kw := 0.43 1.052 ww Fn xw:= t E pw := 1- — pw = 0.8061 0.22 1 %w %w Effective Web Width - he := if(Xw > 0.673, pw-ww, ww) he = 1.1487.in Effective Column Area -Ae t•(he + be) Ae = 0.173•in2 Nominal Column Capacity - Pn := Ae•F„ Pn = 4920 lb Pn Allowable Column Capacity - Pa :_ Pa = 2562 lb 0 Check Combined Stresses - Flange Slenderness Factor - 8/22/2013 Rolf Armstrong, PE wf = 1.4625 . in Xf = 0.9797 pf = 0.7915 Web Slenderness Factor - Xw = 0.9546 Pc, :_ (Kx tx)2 Pcr Pcrx Magnification Factor - 7r2•E•Ix Combined Stress: Pc, = 9.66 .104 lb Pcr = 96647.07 lb a := 1 — 11o' PP a = 0.997 Cm := 0.85 Pcr Pp +- Cm f bx - 0.28 MUST BE LESS THAN 1.0 Pa Fb•a Final Design: 'L' POSTS WITH BEAM 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 7 Eclipse Engineering, Inc. J. CREW #807 8/22/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE Pipp Mobile STEEL STORAGE RACK DESIGN 2012 IBC & ASCE 7-10 - 15.5.3 Find Overturning Forces : Total Height of Shelving Unit - Ht := ht = 10ft Width of Shelving Unit - w = 4ft Depth of Shelving Unit - d = 2.5ft WORST CASE Number of Shelves - N = 10 Vertical Shelf Spacing - S = 13.33 -in Height to Top Shelf Center of G - htop := Ht htop = 10ft Height to Shelf Center of G - he :_ (N 2 1) s he = 6.1096•ft From Vertical Distribution of Seismic Force previously calculated - Controlling Load Cases - Weight of Rack and 67% of LL - W := (Wd + 0.67•Wi)•N W = 879.89 lb Seismic Rack and 67% of LL - V := Vtd + 0.67•Vt1 V = 179.25 lb 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 + F7.6.0•S + F8.7.0•S Mb := Fg.8.0•S + F10.9.0.S Overturning Rack and 67% of LL - M := Ma + Mb = 1261.04 ft•Ib Weight of Rack and 100% Top Shelf - Wa := Wd • N + W1 Wa = 309.89 lb Seismic Rack and 100% Top Shelf - Va := Vtd + F1 Va = 63.13 lb Overturning Rack and 100% Top Shelf - Ma := Vtd•hc + FI htop Ma = 464.94ft•lb Controlling Weight - We := if (W > Wa, W , Wa) We = 879.89 lb Controlling Shear - Vc := if (V > Va , V , Va) Vc = 179.25 lb Controlling Moment - Mot := if(M > Ma , M , Ma) Mot = 1261.04 ft• Ib Tension Force on Column Anchor - T := Mot — 0.60• We T = 240.45 lb per side of shelving unit d 2 T:= if(T <0•Ib,0•Ib,T) T = 240.45 lb V Shear Force on Column Anchor - V := �2 V = 89.62 lb USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) - USE 3/8"4) x 2" embed installed per the requirements of Hilti Allowable Tension Force - Allowable Shear Force - Per ASCE 13.4.2 Combined Loading - Ta := 1006•Ib For 2500psi Concrete Va:= 999•Ib Tal+(Va)=0.427 p := 1.3 MUST BE LESS THAN 1.00 8 Eclipse Engineering, Inc. Consulting Engineers J. CREW #807 TUKWILA, WA 8/22/2013 Rolf Armstrong, PE STEEL ANTI -TIP CLIP AND ANTI -TIP TRACK DESIGN Tension (Uplift) Force on each side - T = 240.45 lb Connection from Shelf to Carriage = 1/4" diameter bolt through 14 ga. steel: Capacity of #12 screw (smaller than 1/4" diam. bolt) 349•1b in 16 ga. steel (thinner than 14 ga. posts and clips) - �'_ if(T < 2•Zt, "(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 - to := 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 - La := 2 La = 0.12•in Tension Force per Flange leg - Ti := 0.5•T Ti = 120.23 lb Bending Moment on Leg - Mi := T2 M1= M1= 0.6•ft•Ib baLa2 Section Modulus of Leg - Si :=6 S1= 0.0007•in3 M1 Bending Stress on Leg - fb := Sfb = 10.9•ksi I Ratio of Allowable Loads - fb — 0.404 MUST BE LESS THAN 1.0 0.75. Fy Width of Anti -Tip track - L := 5.1. in Thickness of Aluminum Track- tt:= 0.25•in Average Thickness Spacing of Bolts - Stb := 22.5•in Section Modulus of Track - Design Moment on Track - for continuous track section Bending Stress on Track - Allowable Stress of Aluminum - Ratio of Allowable Loads - St := 0.0921 • in3 T•Stb M := 8 M fb . St Fb := 21•ksi fb•Fb 1 = 0.35 St= 0.092•in3 M = 56.36ft•Ib fb = 7.34 • ksi MUST BE LESS THAN 1.0 ANTI -TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE 9 Eclipse Engineering, Inc. J. CREW #807 8/22/2013 Consulting Engineers TUKWILA, WA Connection from Steel Racks to Wall Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height - Height of Rack Attachments - Seismic Base Shear Factor - Shear Factor Boundaries - Seismic Coefficient - Number of Shelves - Weight per Shelf - Total Weight on Rack - Rolf Armstrong, PE hr = 20 ft zb := z + ht= 10 ft At Top for fixed racks connected to walls 0.4.ap•Sos zb Vt :_ 1 + 2 h Vt = 0.475 Rp r Seismic Force at top and bottom Connection at Top: Standard Stud Spacing - Width of Rack - Number of Connection Points - on each rack Ip %%Tim := 0.3•SDs. Ip Vtmax 1.6•SDs. Ip Vt := if (Vt > Vtmax , Vtmax , Vt) Vt := if (Vt < Vtmin , Vtmin , Vt) Force on each connection point - Capacity per inch of embedment - Required Embedment - For Steel Studs: Vt = 0.475 N = 10 Wtj = 100lb WT:= 0.667.4. Pp 0.7•Vt.WT Tv :- 2 Saud := 16•in w = 4ft w Nc := floor H) Tv Fc N c Ib Ws := 135•— in Fc ds. W s Vtmin = 0.285 Vtmax = 1.521 Vt = 0.475 WT = 403.51b T„ = 67.131b Nc = 3 Fc = 22.381b ds= 0.166•in Pullout Capacity in 20 ga T20 := 84 -lb For #10 Screw - per Scafco studs - 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 10 Eclipse Engineering, Inc. J. CREW #807 8/22/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE Pipp Mobile STEEL STORAGE RACK DESIGN 2012 IBC & ASCE 7-10 - 15.5.3 Design Vertical Steel Posts at Each Corner : pif := Ib•ft1 Shelving Dimensions: psf := lb•fr 2 Total Height of Shelving Unit - ht := 10.00•ft pcf := Ib ft 3 Width of Shelving Unit - w := 4.00.ft ksi := 1000•Ib•in 2 Depth of Shelving Unit - d := 2.(1.25.ft) kips:= 1000•Ib Number of Shelves - N := 3 Vertical Shelf Spacing - S := 60.00•in Shelving Loads: Maximum Live Load on each shelf is 100 lbs: Weight per shelf - Load in psf - Design Live Load on Shelf - Dead Load on Shelf - Wti:= 2•(100•Ib) Wtj LL; j :_ w•d LL := LLj DL:= 1.50•psf Section Properties of Double Rivet 'L' Post : Modulus of Elasticity of Steel - E := 29000•ksi Steel Yield Stress - Fy := 33•ksi Section Modulus in x and y - SX := 0.04•in3 Moment of Inertia in x and y - IX := 0.06•in4 Full Cross Sectional Area - Ap := 0.22•in2 Length of Unbraced Post - Effective Length Factor - Section Properties Continued: Density of Steel - Weight of Post - Vertical DL on Post - Vertical LL on Post - Total Vertical Load on Post - Lx := S= 60.in KX := 1.0 Wtj = 200lb LLj = 20•psf LL = 20•psf b:= 1.5•in h:= 1.5•in ry:= 0.47•in rx:= 0.47•in t:= 0.075. in hc:= 1.42.in bc:= 1.42•in Ly := S= 60•in Ky := 1.0 psteel := 490 • pcf Wp := psteel•Ap•ht Pd := DL•w•.125d•N + Wp P1:= LL•w•.125•d•N Pp := Pd + PI Lt:= S= 60•in Kt:= 1.0 Wp = 7.49•Ib Pd = 13.11lb P� = 751b Pp = 88.11•lb 11 Eclipse Engineering, Inc. J. CREW #807 8/22/2013 Consulting Engineers Floor Load Calculations : Weight of Mobile Carriage: Total Load on Each Unit: Area of Each Shelf Unit: TUKWILA, WA Rolf Armstrong, PE Wc := 90•Ib W := 8•Pp + We W = 794.891b Au := w.(d + 1.5in) Au = 10.5ft2 Floor Load under Shelf: PSF := A PSF = 76. psf Au NOTE: SHELVING LIVE LOAD IS CONSISTENT WITH 200 psf ALLOWABLE FOR SLAB 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 := 1.426 S1:= 0.488 Determine the Site Class - Class D Determine Fa and Fv - Fa := 1.000 Fv := 1.512 Determine SMS and SMi _ SMs := Fa•Ss SM1 Fv•Si SMS = 1.426 SM1 = 0.7379 Determine SDS and SDI _ SDS 3 '31•01S SDI 3 •SM1 SDs = 0.951 SDI = 0.492 Structural System - Section 15.5.3 ASCE-7: 4. Steel Storage Racks R := 4.0 no := 2 Cd := 3.5 Rp := R ap := 2.5 Ip := 1.0 Total Vertical LL Load on Shelf - W1:= LL•w•d Wi = 200lb W Total Vertical DL Load on Shelf - Wd := DL•w•d + 8.— Np Wd = 34.961b Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height - Height of Rack Attachment - Seismic Base Shear Factor - Shear Factor Boundaries - Vt hr := 20.0•ft z:= 0•ft (0'-0" For Ground floor) 0.4•ap•SDs z 1+2•h Vt=0.238 Rp r Ip Vtmin := 0.3•5Ds•Ip Vtmax 1.6•5Ds•Ip Vt := if (Vt > Vtmax , Vtmax , Vt) Vt := if (Vt < Vtmin Vtmin , Vt) Vtmm = 0.285 Vtmax = 1.521 Vt = 0.285 12 Eclipse Engineering, Inc. J. CREW #807 8/22/2013 Consulting Engineers TUKWILA, WA Seismic Loads Continued : Vt ASD, Shear may be reduced - Vp := t1.4 = 0.204 Seismic DL Base Shear - DL Force per Shelf : Seismic LL Base Shear - LL Force per Shelf : 0.67 * LL Force per Shelf : Vtd :=Vp•Wd•N=21.371b Fd := Vp•Wd = 7.12Ib Vti := Vp•WI•N = 122.23 lb F1:= Vp•WI= 40.74lb F1.67:= 0.67•Vp•WI = 27.3Ib 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•S + 1.0•S + 2.0•S H2:= 0 Total Moment at Shelf Base - H := H1 + H2 Mt:= H•Wd + H•0.67•Wl Vertical Distribution Factors for Each Shelf - Total Base Shear - Vtotal Vtd + 0.67•Vd Wd.0.0•S + WI. 0.67.0.0.S C1:=— 0 Mt F1 C1•(utotal) = 0 Wd•2.0•S + WI.0.67.2.0•S C3 :=— 0.667 Mt F3 C3.(Vtotal) = 68.84 lb Wd•4.0•S + W1.0.67.4.0•S C5:== 1.333 Mt F5 C54Vtotal) = 137.68 lb Wd•6.0•S + W1.0.67.6.0•S C7:= — 2 Mt F7 := C7•(Vtotai) = 206.52 lb Wd•8.0•S + W1.0.67.8.0•S C9:—— 2.667 Mt Fg := Cg•(Vtotal) = 275.36 lb Wd • 10.0.S + W0.67.10.0.S C11:=— 3.333 Mt Rolf Armstrong, PE H = 15ft Mt = 2534.44 ft • lb Vtotai = 103.26 lb Wd•1.0•S+ WI.0.67.1.0•S C2:=— 0.333 Mt F2 := C2•(Vtotai) = 34.42Ib Wd•3.0•S + WI.0.67.3.0•S C4:= — 1 Mt F4:= C4•(Vtotal) = 103.26 lb Wd•5.0•S + WI.0.67.5.0•S C6:= — 1.667 Mt F6 C6•(Vtotal) = 172.1Ib Wd•7.0•S + WI.0.67.7.0•S C$ :—= 2.333 Mt F9 := C8•(Vtotal) = 240.94 lb Wd•9.0•S + WI.0.67.9.0•S C10 := — 3 Mt. Flo C1o•(Vtotal) = 309.78 lb Wd•11.0•S+ WI.0.67.11.0.S C12:= — 3.667 Mt 13 Eclipse Engineering, Inc. J. CREW #807 8/22/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE F11 := Cll.(Vtotal) = 344.21b F12 := C12'(Vtotal) = 378.62 lb Wd•12.0•S+W10.6712.0S Wd•13.0•S+ WI.0.67.13.0•S C13 :_ — 4 C14 :_ — 4.333 Mt Mt F13 := C13•(Vtotal) = 413.04 lb F14 := CIA '(Vtotal) = 447.46 lb Cl+C2+ C3 = 1 Force Distribution Continued : Coefficients Should total 1.0 Condition #2: Top Shelf Only Loaded to 100% of Live Weight Total Moment at Base of Shelf - Mta := (N — 1) •S•Wd + (N — 1) •S•W, = 2350ft•Ib Total Base Shear - Cia Wd•0.0•S+ 0•WI.0.0•S —0 Mta Fia := Cia'(Vtotal2) = 0 Vtota12 := Vtd + FI Vt0012 = 62.11Ib Wd•(N — 1).S+ W1•(N — 1).S M — 1 to F3a := C3a'(Vtotal2) = 62.11lb Condition #1 Controls for Total Base Shear By Inspection, Force Distribution for intermediate shelves without 11 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 : MS:= 8 2 •�Vtd + Vtl) = 44.87ft•Ib Bending Stress on Column - fbX:= MS•SX 1 = 13.46•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 Q :_ (Vtd + Vu).S — 1.49•in S = 40.39 12•E•IX Ot:= 0•(N — 1) = 2.97•in Aa := 0.05•ht= 6•in if(ot < oa, "Deflection is Adequate" , "No Good") = "Deflection is Adequate" Moment at Rivet Connection: Shear on each rivet - MS dr2.3.14 dr := 0.25•in Vr := — 358.99 lb Ar — 0.0491•in2 1.5•in 4 Steel Stress on Rivet - Vr := = 7.32.ksi Ar 14 Eclipse Engineering, Inc. Consulting Engineers J. CREW #807 TUKWILA, WA Allowable Stress on Rivet - F„r := 0.4.80•ksi = 32•ksi 8/22/2013 Rolf Armstrong, PE RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST Seismic Uplift on Shelves : Seismic Vertical Component: E,,:= 0.2•Sos•(DL + LL)•w•d E„= 40.8787 lb Vertical Dead Load of Shelf: D:= (DL + LL) • w •d D = 215Ib Note: since the shelf LL is used to generate the seismic uplift force, it may also be used to calculate the net uplift load. For an empty shelf, only the DL would be used, but the ratio of seismic uplift will be the same. Net Uplift Load on Shelf: Fu:=E„-0.6•D F„=-88.1213lb Note: This uplift load is for the full shelf. Each shelf will be connected at each corner. Number of Shelf Connections: Uplift Force per Corner: Nc := 4 Fu Fuc:= --- NC Fuc = —22.0303 lb NOTE: Since the uplift force is negative, a mechanical connection is not required. 15 Eclipse Engineering, Inc. J. CREW #807 8/22/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE Find Allowable Axial Load for Column : Allowable Buckling Stresses - ,K2•E – 17.56 • ksi (Tex.x KxLx 2 rx Distance from Shear Center e� := ec = 1.2706 • in to CL of Web via X-axis 4.1 Distance From CL Web to Centroid - xc := 0.649 -in – 0.51 xc = 0.6115.in t•hc2 b�2 (rex Oex.x = 17.56 • ksi Distance From Shear Center xa := xc + ec xo = 1.8821 . in to Centroid - Polar Radius of Gyration - ro := J rx2 + ry2 + xo2 ro = 1.996• in Torsion Constant - J := 3 .(2.b13 + h13) 3 = 0.00063•in4 := t•b3 h2 r 3 b t + 2 h t Warping Constant - C = 0.0339 • in6 12 l 6.b1+ h.t Shear Modulus - G := 11300.ksi 1 �2'E'G,v at := • G•3+ Ap•r 2 (Kt•4)2 Qt= 11.2335.ksi xo 2 j3:= 1– — (=0.1109 ro Fet := 21a [(aex + Qt) – J ((rex + 012 – 4.13'vex' Qt] Fet = 7.0423 • ksi Elastic Flexural Buckling Stress - Fe := if(Fet< Uex, Fet > (Tex) Fe = 7.0423 • ksi Fy Allowable Compressive Stress - Fo := if Fe > Zy 4•F , Fy• 1 – , Fe F„ = 7.0423. ksi e Factor of Safety for Axial Comp. - f20 := 1.92 16 Eclipse Engineering, Inc. J. CREW #807 8/22/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE Find Effective Area - Determine the Effective Width of Flange - Flat width of Flange - wf := b - 0.51 wf = 1.4625•in Flange Plate Buckling Coefficient - kf := 0.43 w F Flange Slenderness Factor - Xf := 1 f .052 tE % Eclipse Engineering, Inc. J. CREW #807 8/22/2013 Consulting Engineers TUKWILA, WA Pipp Mobile STEEL STORAGE RACK DESIGN 2012 IBC & ASCE 7-10 - 15.5.3 Find Overturning Forces : Total Height of Shelving Unit - Depth of Shelving Unit - Number of Shelves - Height to Top Shelf Center of G - Height to Shelf Center of G - Ht := ht. loft d = 2.5ft N=3 htop := Ht h :-(N+1) S c From Vertical Distribution of Seismic Force previously calculated - Controlling Load Cases - Weight of Rack and 67% of LL - W := (Wd + 0.67•WI)•N Seismic Rack and 67% of LL - V := Vtd + 0.67•Vd Ma:= F1.0.0•S+ F2.1.0•S+ F3.2.0•5 Mb := 0 Rolf Armstrong, PE Width of Shelving Unit - w = 4ft WORST CASE Vertical Shelf Spacing - S = 60.in htop = loft he = 10•ft 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 + F1 Overturning Rack and 100% Top Shelf - Ma := Vtd • he + Fr htop Controlling Weight - Controlling Shear - Controlling Moment - Tension Force on Column Anchor - per side of shelving unit We := if (W > Wa, W , Wa) Vc := if (V > Va , V , Va) Mot := if(M > Ma, M , Ma) T := Mot — 0We .60• d 2 T:= if(T <0•Ib,0•Ib,T) W = 506.891b V = 103.26 lb M:=Ma+Mb=860.5ft-lb Wa = 304.89 lb Va = 62.11 lb Ma = 621.1ft•Ib We = 506.89 lb Vc = 103.26 Ib Mot = 860.5ft•Ib T = 192.14 lb T = 192.14 lb Vc Shear Force on Column Anchor - V := V = 51.63 lb 2 USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) - USE 3/8"0 x 2" embed installed per the requirements of Hilti Allowable Tension Force - Allowable Shear Force - Per ASCE 13.4.2 Combined Loading - Ta:= 1006•Ib Va:= 999•Ib (Ta)+rVa1=0.315 For 2500psi Concrete p := 1.3 MUST BE LESS THAN 1.00 18 Eclipse Engineering, Inc. J. CREW #807 8/22/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE FIXED BEAM DESIGN: Single Hanger Bar Beam Design criteria: Steel Yield Stress - Fy = 33•ksi Width of Rack - Live Load per shelf - Dead Load on Shelves - w = 4ft Wtj wu 2•max(w,d) — 25•plf wdi := 0.80 • plf Point Loads on Beam - Moments for Each Load - wd•max(w,d)2 Mw := 8 — 51.6ft•Ib Mp:= wdi max(w,d)2 (P.max(wd))8 + 4 — 101.6ftIb Maximum Design Moment - M := max(M, M) = 101.6ft•Ib Modulus of Elasticity - Depth of Rack - Live Load on Shelves - E= 2.9x 104.ksi d = 2.5ft LL = 20 • psf Minimum Dist Load Req'd - wd := wdi + wi1 = 25.8•plf Wt P :_ = 100 lb 2 Shear for Each Load - Maximum Design Shear - wd•max(w, d) wdl•max(w, d) VW: -2 — 51.6Ib Vp:= 2 + P= 101.6Ib Allowable Shear Stress - V := max(Vp , VW) = 101.6Ib F,, := 0.4. Fy = 13.2 • ksi Allowable Bending Stress - Fb := 0.66•Fy = 21.78•ksi Section Properties: Hanger Bar Beam A:= 0.233412 S:= 0.066•in3 I:= 0.041•in4 Actual Shear Stress - Actual Bending Stress - f fv:= A = 0.436.ksi F = 0.033 v Deflections for Each - f OK fb := M = 18.473•ksii F = 0.848 OK Fb 5•wd•max(w,d)4 5•wdl•max(w,d)4 P.max(w,d)3 AW:— — 0.125.in Op :_ + — 0.198.in 384•E•I 384•E•I 48•E•I Total Load Deflection - o := max(op, Aw) = 0.198•in max(w, d) — 243 OK A Hanger Bar Beam is Adequate 19 Eclipse Engineering, Inc. J. CREW #807 8/22/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE FIXED BEAM DESIGN: Double Rivet Std. Profile Beam Design criteria: Steel Yield Stress - Fy = 33•ksi Width of Rack - Total Load per Bar - Dead Load on Shelves - w = 4ft Pti := V = 101.6ft.plf wdl :- Modulus of Elasticity - Depth of Rack - Live Load on Shelves - E= 2.9x 104.ksi d = 2.5 ft LL = 20•psf DL•max(w,d)- 1.5.plf a - Distance from End a - min(w,d) - 0.625ft 2.2 of Shelf to Point 2.2 Load - (min(w,d))2 (min(wd))wdl•2 Ptl Total Moments - M :_ + - 16.07ft•Ib 12 8 Lateral Moment from Post - Total Shear - M5= 44.8737ft•Ib page 4 of original caics wdl (min(w,d)1 /I P V := 2 + Pt! = 51.7375 lb 2 2 Allowable Shear Stress - Allowable Bending Stress - F„ = 13.2.ksi Fb = 21.78•ksi Section Properties: Double Rivet Standard Profile Beam A:= 0.264•in2 S:= 0.126•in3 I:= 0.211•in4 Actual Shear Stress - Actual Bending Stress - V f„ M+MS fb f" := A = 0.196•ksi F = 0.015 OK fb := S - 5.804.ksi — = 0.266 v b Total Load Deflection - OK wdl (min(w,d)1J4 Pt! (min(w,d)13 (min(w,d)) o := I\ 2 + 2 /I - 0 in 2 - 50923 OK 384•E•I 192•E•I 0 Double Rivet Standard Profile Beam is Adequate 1 20 Eclipse Engineering, Inc. J. CREW #807 8/22/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE STEEL ANTI -TIP CLIP AND ANTI -TIP TRACK DESIGN Tension (Uplift) Force on each side - T = 192.14 lb Connection from Shelf to Carriage = 1/4" diameter bolt through 14 ga. steel: Capacity of #12 screw (smaller than 1/4" diam. bolt) '_ 349•1b in 16 ga. steel (thinner than 14 ga. posts and clips) - if(T < 2•Z{, "(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 - ta := 0.090.in Width of Anti -tip Rod + Radius - br := 0.25.in Width of Anti -tip Head - ba := 0.490•in - Width of Anti -tip Flange - Le := ba 2 br La = 0.12•in Tension Force per Flange leg - T1:= 0.5•T Ti = 96.07 lb Bending Moment on Leg - M1:= T121a MI = 0.48•ft•Ib ba ta2 Section Modulus of Leg - 51:=6 SI = 0.0007 •in3 M1 Bending Stress on Leg - fb := S fb = 8.71 ksi fb Ratio of Allowable Loads - - 0.323 MUST BE LESS THAN 1.0 0.75. Fy Width of Anti -Tip track - L := 5.1 • in Thickness of Aluminum Track - tt:= 0.25.in Average Thickness Spacing of Bolts - Stb := 22.5.in Section Modulus of Track - Design Moment on Track - for continuous track section Bending Stress on Track - Allowable Stress of Aluminum - Ratio of Allowable Loads - St := 0.0921 •in3 T•Stb M := 8 M fb. St Fb := 21 • ksi fb • Fb-1 = 0.279 St= 0.092.in3 M = 45.03ft.lb fb = 5.87.ksi MUST BE LESS THAN 1.0 ANTI -TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE 21 Eclipse Engineering Inc. Consulting Engineers J. CREW #807 TUKWILA, WA Conterminous 48 States 2005 ASCE 7 Standard Latitude = 47.458877 Longitude = -122.25864200000001 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 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.426 (Ss, Site Class B) 1.0 0.488 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 47.458877 Longitude = -122.25864200000001 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 =FvxS1 Site Class D - Fa = 1.0 ,Fv = 1.512 Period Sa (sec) (g) 0.2 1.426 (SMs, Site Class D) 1.0 0.738 (SM1, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 47.458877 Longitude = -122.25864200000001 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 =2/3xSM1 Site Class D - Fa = 1.0 ,Fv = 1.512 Period Sa (sec) (g) 0.2 0.951 (SDs, Site Class D) 1.0 0.492 (SD1, Site Class D) 07/31/13 Nick Bumam, PE 60 111 129 33 50 55 Eclipse Engineering Inc. Consulting Engineers J. CREW #807 TUKWILA, WA Fasteners (Screws and Welds) Screw Table Notes 07/31/13 Nick Burnam, PE Is! SCAFCO. Steer Scud Manufacturing Ca. 1. Screw spacing and edge distance shall not be less 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 loads. 5. Values include a 3.0 factor of safety. 6. Applied loads 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 (lbs/screw) 18 27 30 0.0188 0.0283 0.0312 33 43 54 0.0346 0.0451 0.0566 68 0.0713 33 33 33 45 45 45 33 33 33 45 45 45 280 124 156 394 557 156 151 76 177 263 370 84 109 137 523 173 66 121 141 39 59 65 164 244 344 72 94 118 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 less than the thickness of the thinnest connected part. Allowable Loads For Fillet Welds And Flare Groove Welds 48 Tt, nr � # + yield t ?ens to E¢O�lecfrodes l6slin 43 0.0451 33 45 609 54 0.0566 33 45 764 68 0.0713 33 45 963 97 0.1017 33 45 1373 118 0.1242 33 45 1677 54 0.0566 50 65 1104 68 0.0713 50 65 1390 97 0.1017 50 65 1983 118 0.1242 50 65 2422 48 Eclipse Engineering Inc. Consulting Engineers Page 11 of 14 J. CREW #807 TUKWILA, WA 07/31/13 Nick Bumam, PE ESR -1917 TABLE .9 -KB -TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC TENSION (ASD), NORMAL -WEIGHT CRACKED CONCRETE, CONDITION B(pounds)'A' Nominal Anchor Diameter Embedment Depth l ei (in.) Concrete CompressIve Strength' Vs = 4,500 psi Pc = 3,000psi f c = 4,000 psi fc;=.8;000,psi Carbon steel Stainless steel Carbon" steel Stainless steel Carbon' steel Stainless steel 'Carbon steel Stainless 'steel 3f8 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 14348 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 r 5,568 4 3/43,900 3;900 4;272 4,272 4,933 4,933 6,042 6,042 For Si: 1 ibf = 4.45 N, 1 psi "= 0.00689 MPa For pound -inch units: 1 mm = 0.03937 inches 'Values are or single anchors with' no edge distance or sparing reduction, For other cases;' calculation of Ru as per ACI 318-05 and conversion to ASD in,accordance. with°Section 42.1 Eq. (5) is required. 2Values,are or normal weight concrete. For sand -lightweight concrete, multiply values by o.60. 'Condition'B applies where supplementary reinforcement in conformance with ACI 318-05 Section D: 4.4 is not provided, or where pullout or pryout strength governs, 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)1 Nominal Anchor Diameter Allowable Steel Capacity, Seismic Shear Carbon Steel Stainless Steel 3/8 9991,252 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. 5/1/2014 City of Tukwila Department of Community Development GARY PALMER PO BOX 23534 EUGENE, OR 98492 RE: Permit No. D13-257 J CREW 535 SOUTHCENTER MALL Dear Permit Holder: Jim Haggerton, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 6/7/2014. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 6/7/2014, 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, JJ\O9\LQ Jennifer Marshall erma Technician File No: D13-257 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 August 13, 2013 Gary Palmer PO Box 23534 Eugene, OR 97492 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director RE: Correction Letter #1 Development Permit Application Number D13-257 J Crew — 535 Southcenter Mall Dear Mr. Palmer, 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. Building 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, Bill Rambo Permit Technician File No. D13-257 W::Permit CenterlCorrection Letters120131D13-257 Correction Letter #1.docx 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 12, 2013 Project Name: J Crew Permit #: D13-257 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. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) Structural Drawings and structural calculations sheets by a registered engineer shall have a current signed stamp -seal. Architectural design sheets and documents by a registered architect shall also have a current signed stamp -seal. 1. Plan notes and engineering references outdated 2009 building codes. As of July 1 2013 City of Tukwila adopted the 2012 International Building codes. Provide revised plan sheet and engineer's documents showing compliance with the current 2012 International Building codes with Washington State Amendments to include and current local City of Tukwila codes. 2. Specify on the plan special inspections for the bolts per the referenced ESR report. Should there be questions concerning the above requirements, contact the Building Division at 206-431-3670. No further comments at this time. PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D13-257 DATE: 08-28-13 PROJECT NAME: J CREW SITE ADDRESS: 535 SOUTHCENTER MALL Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPAR MENTS: 1 ui ding ivision Public Works n Fire Prevention Structural Planning Division n n Permit Coordinator 111 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 08-29-13 Complete Incomplete n 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 Structural Review Required REVIEWER'S INITIALS: ❑ No further Review Required DATE: APPROVALS OR CORRECTIONS: DUE DATE: 09-26-13 Approved n Approved with Conditions ir Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use• Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: Documents/routing slip.doc 2-28-02 PERM T COORD COPY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D13-257 DATE: 08-06-13 PROJECT NAME: J CREW SITE ADDRESS: 535 SOUTHCENTER MALL X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPA . TMENTS: wilding Division Public Works Aw\ JJC -` Fire Prevention Structural Planning Division n n Permit Coordinator �1 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete n DUE DATE: 08-08-13 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: LETTER OF COMPLETENESS MAILED: TUES/THURS ROUTING: Please Route ql Structural Review Required ❑ No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ri Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 09-05-13 Not Approved (attach comments) ,Nt- DATE: Permit Center Use Only CORRECTION LETTER MAILED: l� Departments issued corrections: Bldg Fire 0 Ping 0 PW 0 Staff Initials: Documents/routing slip.doc 2-28-02 REVISI:ON SUBMITTAL • • City of Tukwila • Department of Community Development 6300 Southcenter Boulevard. Suite fF100 Tukwila. Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site. //tip.i/www.ci.tui.-Iri/o.wa. us Revision submittals utast be submitted) in person at the Permit Curter. Revisions will not be accepted through the mail, fax, etc. Date: 08/22/2013 Plan Cheek Permit Number: .D 13-257 Response to Incomplete Letter f R• esponse to Correction Letter 1 7 Revision # after Permit is Issued EI R• evision requested by a City Building Inspector or Plans Examiner Project Name: J Crew Project Address: 535 Southcenter Mall Contact Person: k2J - Phone Number: -%03 - L 1 q Summary ofRevision: We have updated our plans and calculations to be compliant with the 2012 International Building Code with Washington State Amendments and local City of Tukwila codes. We have also added the required Statement Special Inspections to the plans. 0 r:IvvY �. Sheet Number(s): 1 AtJ6 28 2013 "Cloud" or highlight all areas of revision including date of revisit Received at the City of Tukwila Permit Center by: Nj Entered in Permits Plus on (' ( ,appli.r.ti.0 s'! i1 1 -dJ pli,rti >i2 un l;'nc`re\ iaiun ubniiUal Crated: -1=-204 PERMIT CENTER Contractors or Tradespeople Prier Friendly Page • General/Specialty Contractor A business registered as a construction contractor with Lal 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 J D BUILDERS UBI No. 601801265 Phone 7142401340 Status Active Address Po Box 2458 License No. JDBUI**037LT Suite/Apt. License Type Construction Contractor City Capistrano Beach Effective Date 6/30/1997 State CA Expiration Date 3/1/2015 Zip 926242458 Suspend Date County Out Of State Specialty 1 General Business Type Individual Specialty 2 Unused Parent Company Business Owner Information Name Role Effective Date Expiration Date URICH-SCOLMAN, DENISE MARIE Owner 01/01/1980 Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 7 Platte River Ins Co 41258611 06/30/2012 Until Cancelled $12,000.00 08/16/2012 6 AEGIS SECURITY INSURANCE COMPANY 521001 06/30/2011 Until Cancelled 07/02/2012 $12,000.0007/18/2011 5 GREAT AMER INS CO OF NY 790286532715 06/17/2010 Until Cancelled 06/19/2011 $12,000.00 06/21/2010 4 AMERICAN NATIONAL FIRE INS CO 790286532715 06/05/2002 Until Cancelled 06/19/2010 $12,000.00 03/01/2006 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 9 Associated Industries Ins Co I AES102453401 10/02/2013 10/02/2014 $1,000,000.0010/17/2013 8 ASSOCIATED INDUSTRIES INS CO I AES1024534 10/02/2012 10/02/2013 $1,000,000.0003/01/2013 7 Essex Ins Co CLS013398 09/21/2009 09/21/2011 $3,000,000.0005/17/2011 Summons/Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period Infractions/Citations Information No records found for the previous 6 year period https://fortress.wa.gov/lni/bbip/Print.aspx 10/31/2013