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HomeMy WebLinkAboutPermit D13-296 - MAURICES - TENANT IMPROVEMENTMAURICES 1071 S 0 UTH CENTER MALL D13-296 City okukwila 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: 1071 SOUTHCENTER MALL TUKW Suite No: Project Name: MAURICES Permit Number: D13-296 Issue Date: 10/28/2013 Permit Expires On: 04/26/2014 Owner: Name: WESTFIELD PROPERTY TAX DEPT Address: PO BOX 130940 , CARLSBAD, CA 92013 Contact Person: Name: TIM SCHENK Address: 1120 E 80 ST, STE 211 , BLOOMINGTON, MN 55420 Contractor: Name: J E M CONSTRUCTION INC Address: 29506 8TH AVE S , ROY, WA 98580 Contractor License No: JEMCOI*033DD Lender: Name: Address: Phone: 952 345-6040 Phone: 253 843-2765 Expiration Date: 05/15/2015 DESCRIPTION OF WORK: INSTALLATION OF MOBILE SHELVING AND FIXED SHELVING IN THE STOCKROOM OF STORE. Value of Construction: $0.00 Fees Collected: $250.52 Type of Fire Protection: SPRINKLERS/AFA International Building Code Edition: 2012 Type of Construction: IIB Occupancy per IBC: 0019 Electrical Service Provided by: PUGET SOUND ENERGY **continued on next page** doc: IBC -7/10 D13-296 Printed: 10-28-2013 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: N N Water Main Extension: Water Meter: N Permit Center Authorized Signature: I hereby certify that I have read an governing this work will be compli • Number: 0 Start Time: Volumes: Cut 0 c.y. Size (Inches): 0 End Time: Fill 0 c.y. Start Time: End Time: Private: Profit: N Private: Date: Public: Non -Profit: N Public: ned this permit and know the same to be true and correct. All provisions of law and ordinances whether specified herein or not. e to give authority to violate or cancel the provisions of any other state or local laws regulating . I am authorized to sign and obtain this development permit and agree to the conditions attached The granting of this permit does not p construction or the performance of work to this permit. Signature: Print Name: A //k( Date: ('()-.-1J 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: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 6: 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 doc: IBC -7/10 D13-296 Printed: 10-28-2013 shall not be valid. The issuance of a permit on construction documents and other datagall not prevent the Building Official from requiring the correctio errors in the construction documents and owdata. 7: ***FIRE DEPARTMENT CONDITIONS*** 8: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 9: Install mechanical stops on the shelving units or in the tracks so that when shelving is rolled together, a minimum 6 inch transverse flue space is maintained every 4 ft. along the length of the shelving. For more information contact Al Metzler @ 206-971-8718. 10: 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) 11: 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. 2327). 12: 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) 13: 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) 14: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 15: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 16: 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 D13-296 Printed: 10-28-2013 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. Project No. .0122-2%40 Date Application Accepted: Date Application Expires: 09,tix?II� (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 King Co Assessor's Tax No.: q, Z 0 z'47 00 10 Suite Number: 408 Floor: 1 New Tenant: ® Yes ❑..No Site Address: 1011 SCJ V rN Cer(TE IZ MALL Tenant Name: MAVf2I( S PROPERTY OWNER Name: 4,1ES'rFIEL O LLC Address: 633 SOYCISCerfreK MALL. City: SEAtIt,E State: i:A Zip:cralg8 CONTACT PERSON — person receiving all project communication Name:T M sc4E14 Address:1IZG E•80-LMEV".Ski vr€ Z1� City: QCAQnl1t`(4rotl State: ilei Zip:SSVZQ Fax:95Z •% •4 909'1 Phone:gsz•3yS•cog 10 Emaii:tt mS a e‘dier)6hl°,3 .con. GENERAL CONTRACTOR INFORMATION Company Name: T.t 7 Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-I I.docx Revised: August 2011 bh ARCHITECT OF RECORD Company Name: scavcroo.AL SOW r i all S Engineer Name: rzOI.F AtavyS r 1z4 -((r. Company Name: $$ Nt ReI€ /4ENVE sv vZ E A. City: gip State: g it. Zip: q.-1 ..1 1., 01 Architect Name: Email: sMzinq Q.Wiest -trtvintketru ,.Gw Address: State: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: scavcroo.AL SOW r i all S Engineer Name: rzOI.F AtavyS r 1z4 -((r. Address:t $$ Nt ReI€ /4ENVE sv vZ E A. City: gip State: g it. Zip: q.-1 ..1 1., 01 Phone:5tit .3,601.46s01 Fax: sq' .7i.(— ... 53108 , Email: sMzinq Q.Wiest -trtvintketru ,.Gw LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: 14 1 N.- Address: City: State: Zip: Page 1 of 4 BUILDING PERMIT INFORMATI— 206-431-3670 Valuation of Project (contractor's bid price): $ -Z o6 , 00 Describe the scope of work (please provide detailed information): IKsrawzinc 4 o mGGIL sssk-wit-tG. Arty SJI Ntr rK 114E SR' - tcx ._ av:: rue MAjrucks sraz cvt,ory 4 urWeL.copartzvcoari 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: *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? 0 Yes 0 No If "yes", explain: Floor area of accessory dwelling: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers ❑ Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11 "paper including quantities and Materia! Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Form-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1St Floor 2nd 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: *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? 0 Yes 0 No If "yes", explain: Floor area of accessory dwelling: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers ❑ Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11 "paper including quantities and Materia! Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Form-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUT ORIZED AGENT: Signature: Date: 9i(t113 Print Name: TI rr 5c.1-1Eai! Day Telephone: °S2 . 34S' •6040 Mailing Address: 1120E •so6srttk�r, SV ICE 'ZI . acACmif44413r! Vflrf srt420 City State H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Zip Page 4 of 4 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.uov RECEIPT ParcelNo.: 9202470010 Permit Number: D13-296 Address: 1071 SOUTHCENTER MALL TUKW Status: APPROVED Suite No: Applied Date: 09/20/2013 Applicant: MAURICES Issue Date: Receipt No.: R13-02988 Initials: User ID: JEM 1165 Payment Amount: $153.60 Payment Date: 10/28/2013 12:22 PM Balance: $0.00 Payee: JEM CONSTRUCTION, INC. TRANSACTION LIST: Type Method Descriptio Amount Payment Check 12138 153.60 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES STATE BUILDING SURCHARGE 000.322.100 149.10 640.237.114 4.50 Total: $153.60 r4nr• Qcrcint_nR Printed: 10-28-2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.TukwilaWA.ov RECEIPT Parcel No.: 9202470010 Permit Number: D13-296 Address: 1071 SOUTHCENTER MALL TUKW Status: PENDING Suite No: Applied Date: 09/20/2013 Applicant: MAURICES Issue Date: Receipt No.: R13-02689 Initials: JEM User ID: 1165 Payment Amount: $96.92 Payment Date: 09/20/2013 11:23 AM Balance: $153.60 Payee: ELDER -JONES BUILDING PERMIT SERVICE, INC. TRANSACTION LIST: Type Method Descriptio Amount Payment Check 66351 96.92 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 96.92 Total: $96.92 rinc• RPCAint-nR Printed: 09-20-2013 INSPECTION RECORD Retain a copy with permit J7i 3-R6 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project:w 4 �/ C L c TYp lnsj jnI Address:Date /07/)141 Called: Special Instructions: Date Want;d:a.m. // / e. // 3 P.m. Requester: "REINS ECTION FEE REQUI ED. Prior ton t inspection, fee must be Phone No: ElApEove-d per applicable codes. 1__l Corrections required prior to approval. COMMENTS: ?Pint elYn /41,-7 /1/4 / nsp-ctor: j.I.eYY� -c' ' !:u ".t Q Date/://8 1 "REINS ECTION FEE REQUI ED. Prior ton t inspection, fee must be 6300 Southcenter Bl d.. Suite 100. C tl to schedule reinspection. s INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit m/s b►3-aq�: O13 - 060 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188. 206-575-4407 Project: (Y1i r l.ceS Type of Inspection: 1✓4- c, /--c,.. ivt.i4-(.. S P -F, ',G Address: /077 1 Suite #: . -"IAA L L._ Contact Person: Special Instructions: D)3. ac((0 Phone No.: pproved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: D)3. ac((0 — c-,.) 'L oK 5 VII . 1 L-1 3 - i',,,A- L o ls 17 - s - 2 ., -- - c. e K . r --- Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: ( • r2 Date: /I kb 3 Hrs.: $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 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERM NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 1 206-575-4407 Project: kinCeS ' Type of Inspection: PAc ' Address:Contact Suite #: /0 7 ( SC M.K-(1 Person: Pre -Fire: Special Instructions: Phone No.: S- Approved per applicable codes. Corrections required prior to approval. COMMENTS: . Fire Alarm: Hood & Duct: (I/ Pre -Fire: Pcc (� -Po w (/.� -RC2. Pc -t V 2 (%- E S- o k- tkcez- (f 1 KIN -G41_,(0,...4_14, 1.). -�,1.ter w... -STD'-s - tkrtiuc - c14 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector ~5-2 Date: /i/7 / , 3. 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 ECLIPSE FILE COPY Permit No. ENGINEERING INC. Structural Calculations Steel Storage Racks By Pipp Mobile Storage Systems, Inc. PIPP P.O. #105665 5.0. #320848 Maurices #2170 Southcenter Mall 2800 Southcenter Mall - Space Seattle, Washington 98188 Prepared For: Pipp Mobile Storage Systems, Inc. 2966 Wilson Drive NW Walker, MI 49544 #408 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 2 2013 City of Tukwila BUILDING DIVISION 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. These storage racks are not RECEIVED CITY OF TUKWIL accessible to the general public. 155 NE REVERE AVENUE, SUITE A, BEND, OR 97701 PHONE: (541) 389-9659 FAX: (541) 312-8708 SEP 2 0 2013 PERMIT C':" "EF STRUCT WWW.ECLIPSE-ENGINEERING.COM \D —' UTIONS s C 6 1121-- 21(v Eclipse Engineering, Inc. MAURICES #2170 9/16/2013 Consulting Engineers SEATTLE, WA Rolf Armstrong, PE Pipp Mobile STEEL STORAGE RACK DESIGN - MN 2012 IBC & ASCE 7-10 Design Vertical Steel Posts at Each Corner : Shelving Dimensions: Total Height of Shelving Unit - ht := 10.00 -ft Width of Shelving Unit - w := 5.50.ft Depth of Shelving Unit - d := 2.50.ft Number of Shelves - N := 6 Vertical Shelf Spacing - S := 24.00.in Shelving Loads: Maximum Live Load on each shelf is 150 lbs: Weight per shelf - Load in psf - Design Live Load on Shelf - Dead Load on Shelf - Wti := 150•Ib. Wtj LLj := — w•d LL := LLj DL:= 2.50•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 := 0.06.1n4 Full Cross Sectional Area - Aa := 0.22.in2 Length of Unbraced Post - Effective Length Factor - LX := S = 24.in Kx:= 1.0 plf := Ib•ft-1 psf := 113•ft- 2 pcf := lb -ft- 3 ksi := 1000•Ib•in 2 kips:= 1000•Ib Wtj = 1501b LLj = 10.9091 •psf LL = 10.9091 •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 b�:= 1.42•in Ly := S= 24•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 Lt:= S= 24•in Kt := 1.0 Wp = 7.49•Ib Pd = 59.051b Pi = 225 Ib Pp = 284.05 • Ib 1 Eclipse Engineering, Inc. MAURICES #2170 9/16/2013 Consulting Engineers SEATTLE, WA Floor Load Calculations : Weight of Mobile Carriage: Total Load on Each Unit: Area of Each Shelf Unit: We := 0•Ib W := 4 -Pp + We Au := w•d Floor Load under Shelf: PSF := — Au NOTE: SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING Rolf Armstrong, PE W = 1136.191b Au = 13.75ft2 PSF = 83.psf Find the Seismic Load using Full Design Live Load : ASCE-7 Seismic Design Procedure: Importance Factor - Determine Ss and S1 from maps - Determine the Site Class - Determine Fa and F„ - Determine SMS and SM1 _ Determine SDs and SDI _ Structural System - ASCE-7: 4. Steel Storage Racks Total Vertical LL Load on Shelf - Total Vertical DL Load on Shelf - IE := 1.0 Ss := 1.457 Class D Fa := 1.000 SMS:= Fa•Ss SMs = 1.457 2 SDs := 3.SMS SDs = 0.971 R := 4.0 Rp := R W1:= LL•w•d 1/0:= 2 ap := 2.5 Wp Wd := DL•w•d + 4• N Seismic Analysis Procedure per ASCE-7: 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 z Vt:= Rp1 + 2•h r Ip Vtmin := 0.3•SDs•Ip Vtmax:= 1.6•SDs•Ip Vt := if (Nit > Vtmax , Vtmax , Vt) Vt := if (Vt < Vtmin , Vtmin , Vt) S1:= 0.543 F„ := 1.500 SM1 := Fv•S1 SM1 = 0.8145 2 SDI 3 •SM1 SDI = 0.543 Cd := 3.5 Ip := 1.0 W1= 150Ib Wd = 39.371b (0'-0" For Ground floor) Vt = 0.243 Vtmin = 0.291 Vtmax = 1.554 Vt = 0.291 2 Eclipse Engineering, Inc. 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 : MAURICES #2170 SEATTLE, WA vt Vp 1.4 = 0.208 Vtd := Vp•Wd•N = 49.16Ib Fd := Vp • Wd = 8.191b Vti := Vp•WI•N = 187.33 Ib F1:= VON! = 31.221b FI.67 0.67•Vp•WI = 20.921b Force Distribution per ASCE-7: 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 H2 := 0 H := H1 + H2 Total Moment at Shelf Base - Mt:= H•Wd + H•0.67•WI Vertical Distribution Factors for Each Shelf - Total Base Shear - Vtotal := Vtd + 0.67•Vd Wd •0.0•S + .0.67 .0.0•S C1:= — 0 Mt F1 C1•(Vtotai) = 0 Wd•2.0•S+ WI.0.67.2.0•S C3:= M — 0.133 t F3 C3•(Vtotai) = 23.291b Wd•4.0•S+ WI.0.67.4.0•S C5 := M — 0.267 t F5 C5•(utotai) = 46.58Ib C2 :— C4:— C6 :- 9/16/2013 Rolf Armstrong, PE H = 30ft Mt= 4195.97ft•Ib Vtotal = 174.67 Ib Wd•1.0•S + WI.0.67.1.0•S = 0.067 Mt F2:= C2•(Vtotai) = 11.641b Wd•3.0•S + WI.0.67.3.0•S = 0.2 Mt F4 := C44Vtotal) = 34.93 Ib Wd .5.0.S + WI.0.67.5.0•S = 0.333 Mt F6 C6•(Vtotal) = 58.221b C1 + C2 + C3 + C4 + C5 + C6= 1 Coefficients Should total 1.0 3 Eclipse Engineering, Inc. Consulting Engineers MAURICES #2170 SEATTLE, WA 9/16/2013 Rolf Armstrong, PE Force Distribution Continued : 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 = 1894ft•Ib Total Base Shear - Cla Wd•0.0•S+ 0•WI.0.0•S -0 Mth Fla Cla'(Vtotal2) = 0 Condition #1 Controls for Total Base Shear Vtotal2 := Vtd + FI Vtotal2 = 80.38Ib Wd•(N - 1).S+ W1•(N - 1).S C6a := M - 1 to F6a C6a•(Vtotal2) = 80.381b 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 := 4 2 •(Vtd + Vtl) = 59.12ft•Ib Bending Stress on Column - Allowable Bending Stress - Bending at the Base of Each Column is Adequate Deflection of Shelving Bays - worst case is at the bottom bay 3 :_ (Vtd + Vr)S - 0.16.in S = 153.28 12•E•IX fbX:= Ms•SX-1 = 17.74•ksi Fb := 0.6•Fy = 19.8•ksi Ot:= 0•(N - 1) = 0.78•in Da := 0.05•ht = 6•in if (At < 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 :_ - 472.98 Ib Ar :_ - 0.0491 • in2 1.5.in 4 Steel Stress on Rivet - Vr fy := — = 9.64•ksi Ar Allowable Stress on Rivet - Fvr := 0.4.80•ksi = 32.ksi RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST 4 Eclipse Engineering, Inc. MAURICES #2170 9/16/2013 Consulting Engineers Seismic Uplift on Shelves : Seismic Vertical Component: SEATTLE, WA Rolf Armstrong, PE E,,:= 0.2•Sps•(DL+ LL)•w•d E„= 35.81791b Vertical Dead Load of Shelf: D:= (DL + LL) •w •d D = 184.375 Ib 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 := Ev - 0.6•D Fu = -74.8071 Ib Note: This uplift Toad 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:= N c Fuc = -18.7018 Ib NOTE: Since the uplift force is negative, a mechanical connection is not required. 5 Eclipse Engineering, Inc. MAURICES #2170 9/16/2013 Consulting Engineers SEATTLE, WA Rolf Armstrong, PE Find Allowable Axial Load for Column : Allowable Buckling Stresses - aex.x Tr2 • E – 109.77 • ksi KxLx 2 rx Distance from Shear Center t•hc2•bc2 to CL of Web via X-axis ec := Ix ec = 1.2706 .in Distance From CL Web to Centroid - xc := 0.649•in – 0.5.t xc = 0.6115.in (Tex Oex.x = 109.77 • ksi Distance From Shear Center x0:= xc + ec xo = 1.8821 . in to Centroid - Polar Radius of Gyration - ro := Jrx2 + ry2 + x02 ro = 1.996• in Torsion Constant - J := 3 •(2•b43 + h•t3) J = 0.00063•in4 t•b3•h2 (3.b.t+2.h.t) Warping Constant - CW :_ CW = 0.0339 • in6 12 6•b•t+ h•t Shear Modulus - G := 11300•ksi 1 ir2•E•Cw vt:= 2 G.J+ 2 Ap•ro (Kt•Lt) Qt = 27.3777 • ksi xo 2 p:= 1– — p=0.1109 ro Fet 21 [(�ex + crt) – J(crex+ Q�2 – 4•0•0-ex•crt] Fet = 22.315•ksi Elastic Flexural Buckling Stress - Fe := if (Fet< o -ex, Fet, Oex) Fe = 22.315 •ksi Allowable Compressive Stress - F := if Fe > 2 , Fy 1– 4 F 1, Fe Fn = 20.7997 •ksi Fe Factor of Safety for Axial Comp. - f20:= 1.92 6 Eclipse Engineering, Inc. Consulting Engineers MAURICES #2170 SEATTLE, WA 9/16/2013 Rolf Armstrong, PE Find Effective Area - Determine the Effective Width of Flange - Flat width of Flange - wf := b - 0.5.t wf = 1.4625 .in Flange Plate Buckling Coefficient - kf := 0.43 w F Flange Slenderness Factor - Xf := 1.052 tf• E Xf = 0.8378 0.22 1 Pf := 1- — pf = 0.8802 %f Xf Effective Flange Width - be := if (Xf > 0.673, pf•wf,wf) be = 1.2872•in Determine Effective Width of Web - Flat width of Web - ww := h - t ww = 1.425 • in Web Plate Buckling Coefficient - kw := 0.43 w Web Slenderness Factor - Xw := 1.052 �w • E >kw = 0.8163 pw 1 - 0.22 1 pw - 0.8949 Xw Xw Effective Web Width - he := if (Xw > 0.673, pw•ww, ww) he = 1.2752 -in Effective Column Area - Ae := t•(he + be) Ae = 0.1922 •int Nominal Column Capacity - Pr, := Ae•Fn Pr, = 39971b Pn Allowable Column Capacity - Pa :_ — Pa = 2082 Ib Check Combined Stresses - 7r2•E•Ix Pcr (KxL)2 Pcr Pax Magnification Factor - Combined Stress: Pcrx = 2.98 x 104 Ib Pcr = 29814.43 Ib ar := 1 - no. Pp Pcr Pp+Cmfbx-0.912 Pa Fb•o a = 0.982 Cm := 0.85 MUST BE LESS THAN 1.0 Final Design: 'L' POSTS WITH BEAM BRACKET ARE ADEQUATE FOR REQD COMBINED AXIAL AND BENDING LOADS NOTE: Pp is the total vertical Toad on post, not 67% live Toad, so the design is conservative 7 Eclipse Engineering, Inc. MAURICES #2170 9/16/2013 Consulting Engineers SEATTLE, WA Rolf Armstrong, PE STEEL STORAGE RACK DESIGN - cont'd Find Overturning Forces : Total Height of Shelving Unit - Ht := ht = 10ft Width of Shelving Unit - w = 5.5ft Depth of Shelving Unit - d = 2.5ft WORST CASE Number of Shelves - N = 6 Vertical Shelf Spacing - S = 24.in Height to Top Shelf Center of G - htop Ht htop = 10ft Height to Shelf Center of G - he := (N 2 1) S h� = 7.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 = 839.19 Ib Seismic Rack and 67% of LL - V := Vtd + 0.67•Vti V = 174.67 Ib 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 := 0 Overturning Rack and 67% of LL - M := Ma + Mb = 1280.93 ft•Ib Weight of Rack and 100% Top Shelf - Wa := Wd • N + W1 Wa = 386.19 Ib Seismic Rack and 100% Top Shelf - Va := Vtd + F1 Va = 80.38 Ib Overturning Rack and 100% Top Shelf - Ma := Vtd•hc + Fi•htop Ma = 656.35 ft -lb Controlling Weight - We := if(W > Wa, W , Wa� Wc = 839.19 Ib Controlling Shear - Vc := if (V > Va, V , Va) Vc = 174.67 ib Controlling Moment -Mot := if (M > Ma, M, Ma� Mot = 1280.93 ft•Ib Tension Force on Column Anchor - T .= Mot– 0.60.-2 T = 260.61 Ib per side of shelving unit d 2 T := if (T < 0 • Ib , 0 • Ib , T) T = 260.61 Ib Shear Force on Column Anchor - V :_ — V = 87.341b 2 USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) - USE 3/8"(I) x 2" embed installed per the requirements of Hilti vc Allowable Tension Force - Allowable Shear Force - Per ASCE-7 Combined Loading - Ta := 1006•Ib Va := 999•Ib p—T + p—V = 0.45 Ta Va_ For 2500psi Concrete p := 1.3 MUST BE LESS THAN 1.00 8 Eclipse Engineering, Inc. Consulting Engineers MAURICES #2170 SEATTLE, WA 9/16/2013 Rolf Armstrong, PE FIXED BEAM DESIGN: Double Rivet Low Profile Beam Design criteria: Steel Yield Stress - Fy = 33.ksi Width of Rack - Live Load per shelf - w = 5.5 ft Wti wu - 2•max(w,d) Modulus of Elasticity - Depth of Rack - 13.6364.plf Live Load on Shelves - E=2.9x 104•ksi d = 2.5ft LL = 10.9091 • psf Dead Load on DL•min(w, d) Minimum Dist Shelves - wdi := 2 - 3.125•plf Load Req'd - w6 := wdI + wii = 16.7614•plf Total Point Load @ Center - Moments for Each Load - Wtj P:=—=75Ib 2 wn•max(w,d)2 wdi•max(w,d)2 P max(w,d) 12 - 42.253 ft Ib Mp :- 12 8 - 59.44ft•Ib MW :- Maximum Design Moment - Lateral Moment from Post - Shear for Each Load - M := max(Mp, MW) = 59.44ft•Ib MS = 59.1227ft•lb page 4 of original calcs wu•max(w,d) VW := 2 - 46.0937 Ib Maximum Design Shear - Allowable Shear Stress - Allowable Bending Stress - wdi•max(w,d) P VP :_ + — = 46.0937 Ib 2 2 V := max(Vp , Vw) = 46.0937 Ib F,, := 0.4•Fy = 13.2.ksi Fb := 0.66•Fy = 21.78•ksi Section Properties: Double Rivet Low Profile Beam A := 0.250•in2 Actual Shear Stress - := A = 0.184•ksi Deflections for Each - fv — = 0.014 wti•max(w,d)4 OW :_ — 0.033•in 384.E.I S:= 0.098•in3 I := 0.072•1n4 Actual Bending Stress - M + MS fb OK fb := S - 14.518 •ksi — = 0.667 OK Fb 0 wdi•max(w,d)4 + P•max(w,d)3 - 0.06.in P 384•E•I 192•E•I Total Load Deflection - 0:= max(Op,OW) = 0.06.in max(w,d) - 1101 OK 0 Double Rivet Low Profile Beam is Adequate 9 Eclipse Engineering, Inc. MAURICES #2170 9/16/2013 Consulting Engineers SEATTLE, WA Rolf Armstrong, PE Connection from Steel Racks to Wall Seismic Analysis Procedure per ASCE-7: Average Roof Height - hr = 20ft Height of Rack Attachments - zb := z + ht = 10ft At Top for fixed racks connected to walls 0.4.ap•SDS zb Seismic Base Shear Factor - Vt :_ 1 + 2• h Vt = 0.486 r Ip Shear Factor Boundaries - Vtmin := 0.3•Sps•Ip Vtmin = 0.291 Vtmax 1.6•Sps•Ip Vtmax = 1.554 Vt := if (Vt > Vtmax , Vtmax , Vt) Vt := if (Vt < Vtmin , Vtmin , Vt) Seismic Coefficient - Vt = 0.486 Number of Shelves - N = 6 Weight per Shelf - Wtj = 150 Ib Total Weight on Rack - WT := 0.667.4. Pp 0.7•Vt•WT Seismic Force at top and bottom - Tv ._ Connection at Top: Standard Stud Spacing - Sstud := 16.in Width of Rack - w = 5.5 ft 2 Number of Connection Points - Nc := floor on each rack Sstud Tv Force on each connection point - Fc := --- Nc Capacity per inch of embedment - Ws := 135. Ib in Vt = 0.486 WT = 757.84 Ib Tv = 128.82 Ib Nc=4 Fc = 32.211b F Required Embedment - ds := W ds = 0.239.in For Steel Studs: s Pullout Capacity in 20 ga 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 T20 := 84•Ib For #10 Screw - per Scafco 10 Eclipse Engineering, Inc. Consulting Engineers MAURICES #2170 SEATTLE, WA 9/16/2013 Rolf Armstrong, PE Pipp Mobile STEEL STORAGE RACK DESIGN - MK 2012 IBC & ASCE 7-10 Design Vertical Steel Posts at Each Corner : Shelving Dimensions: Total Height of Shelving Unit - ht:= 10.00.ft Width of Shelving Unit - w := 4.00.ft Depth of Shelving Unit - d := 2.50.ft 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 - Wtl:= 100•Ib Wt1 LL; := — w•d LL := LLQ DL:= 2.50•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 := 0.04.1n3 Moment of Inertia in x and y - IX := 0.06.in4 Full Cross Sectional Area - Ap := 0.22•1n2 Length of Unbraced Post - Effective Length Factor - •Lx:=S=60.in Kx := 1.0 plf := Ib•ft-1 psf := Ib•ft 2 pcf := Ib -ft- 3 ksi := 1000 -Ib -in 2 kips:= 1000•Ib Wtj = 1001b LLQ = 10 •psf LL = 10 •psf b:= 1.5•in h := 1.5•in Ty := 0.47•in rx := 0.47•in t:= 0.075•in h�:= 1.42•in bc:= 1.42•in Ly := S = 60 - 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 Lt := S = 60•in Kt:= 1.0 Wp = 7.49•Ib Pd = 26.241b P� = 75Ib Pp = 101.24 . Ib 11 Eclipse Engineering, Inc. MAURICES #2170 9/16/2013 Consulting Engineers SEATTLE, WA Floor Load Calculations : Weight of Mobile Carriage: Total Load on Each Unit: Area of Each Shelf Unit: Wc := 90•Ib W := 4•Pp + We Au, =w•d Floor Load under Shelf: PSF := Au, NOTE: SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING Rolf Armstrong, PE W=494.941b Aug = 10 ft2 PSF = 49-psf Find the Seismic Load using Full Design Live Load : ASCE-7 Seismic Design Procedure: Importance Factor - Determine Ss and S1 from maps - Determine the Site Class - Determine Fa and F„ - Determine SMS and SMI _ Determine SDS and SDI _ Structural System ASCE-7: 4. Steel Storage Racks Total Vertical LL Load on Shelf - IE := 1.0 Ss := 1.457 Class D Fa := 1.000 SMS:= Fa•SS SMS = 1.457 2 SDS:= 3•SMS SDS = 0.971 R := 4.0 Rp:= R W1:= LL•w•d no := 2 ap := 2.5 WP Total Vertical DL Load on Shelf - Wd := DL•w•d + 4• 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 - O.4•ap•SDs z Vt:= 1+2•h r RP Ip Vtmin := 0.3•SDS•IP Vtmax 1.6•SDS•Ip Vt := if(Vt > Vtmax, Vtmax, Vt) Vt := if(Vt < Vtmin , Vtmin , VO S1:= 0.543 F„ := 1.500 SM1 := Fv•S1 SM1 = 0.8145 2 SDI 3 •SM1 SDI = 0.543 Cd := 3.5 Ip .•= 1.0 Wi = 100 lb Wd = 34.98Ib (0'-0" For Ground floor) Vt = 0.243 Vtmin = 0.291 Vtmax = 1.554 Vt = 0.291 12 Eclipse Engineering, Inc. 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 : MAURICES #2170 SEATTLE, WA vt Vp := = 0.208 1.4 Vtd := Vp • Wd • N = 21.841b Fd := Vp • Wd = 7.281b Vti := Vp•Wi•N = 62.44Ib F1:= Vp•W1= 20.811b F1.67:= 0.67•Vp•Wi = 13.951b Force Distribution per ASCE-7: 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.% 9/16/2013 Rolf Armstrong, PE H = 15ft Mt= 1529.72ft•Ib Vertical Distribution Factors for Each Shelf - Total Base Shear - Vtotai := Vtd + 0.67•Vd Vtotai = 63.681b Wd•0.0•S + Wi•0.67.0.0•S Wd•1.0•S + Wi•0.67.1.0•S C1:= - 0 C2:= - 0.333 Mt Mt F1 C1•(Vtotai) = 0 Wd•2.0•S+ W1•0.67.2.0•S C3 := M - 0.667 t F3 C3•(utotai) = 42.45 Ib F2:= C2•(Vtotal) = 21.231b C1 + C2 + C3 = 1 Coefficients Should total 1.0 13 Eclipse Engineering, Inc. Consulting Engineers MAURICES #2170 SEATTLE, WA 9/16/2013 Rolf Armstrong, PE Force Distribution Continued : Condition #2: Top Shelf Only Loaded to 100% of Live Weight Total Moment at Base of Shelf - Mta := (N — 1)•S•Wd + (N — *SAM= = 1350ft•Ib Total Base Shear - Vtotal2 := Vtd + Fl Vtotal2 = 42.66Ib Wd.0.0.S+ 0•WI.0.0•S Wd.(N — 1).S+ Wi•(N — 1).S Cla :_ — 0 C3a :_ — 1 Mta Mta Fla := Cla'(Vtotal2) = 0 F3a := C3a • (Vtotal2) = 42.661b 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:= 4 Z'(Vtd + Vtl) = 52.68ft•Ib Bending Stress on Column - fbX:= Ms•SX-1 = 15.8•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 + Vtl) S — 0.87•in S = 68.81 12•E•IX Ot:= A•(N — 1) = 1.74.in Aa := 0.05.ht= 6•in if (At < Aa, "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 := 1.5 in 421.431b Ar := 4 — 0.0491 • in2 Steel Stress on Rivet - Vr f„:= = 8.59•ksi A, Allowable Stress on Rivet -. Fvr := 0.4.80•ksi = 32•ksi RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST 14 Eclipse Engineering, Inc. MAURICES #2170 9/16/2013 Consulting Engineers Seismic Uplift on Shelves : Seismic Vertical Component: Vertical Dead Load of Shelf: SEATTLE, WA Rotf Armstrong, PE Ev := 0.2•Sps•(DL + LL)•w•d Ev = 24.28331b D:= (DL+ LL)•w•d D= 125Ib 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: F„ := E„ — 0.6-D F„ = —50.7167 Ib 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:= N c Fuc = —12.6792 Ib NOTE: Since the uplift force is negative, a mechanical connection is not required. 15 Eclipse Engineering, Inc. Consulting Engineers MAURICES #2170 SEATTLE, WA Find Allowable Axial Load for Column : Allowable Buckling Stresses - 2E Qex.x (J2 — 17.56•ksi (Kx-Lx) rx Distance from Shear Center to CL of Web via X-axis 9/16/2013 Rolf Armstrong, PE (rex �ex.x = 17.56•ksi t.hc2.bc2 ec := ec = 1.2706 -in 4 -Ix Distance From CL Web to Centroid - xc := 0.649 -in – 0.5•t xc = 0.6115.in Distance From Shear Center x0:= x, + ec x0= 1.8821 -in to Centroid - Polar Radius of Gyration - ro := Jrx2 + ry2 + x02 r0= 1.996. in Torsion Constant - J := 3 •(2•b•t'3 + h•t3) J = 0.00063.in4 Warping Constant - Cw := t b3 h2 3-13-t + 2 h t = 0.0339 • in6 12 (6•b•t+ h•t ) Shear Modulus - G := 11300•ksi 1 �T2'E'Cu Qt:= [GJ+ Ap-r02 (Kt -L02 xo p:=1– — ro )2 Fet 2.10'[Vrex+ cTt) – J(Tex + at) – 4.13 (rex •Qt] Elastic Flexural Buckling Stress - Fe := if(Fet< (Tex, Fet, cTex) Allowable Compressive Stress - Fn := if Fe > Fy , F • 1 – Fy 2 y 4 Fe Factor of Safety for Axial Comp. - Sto := 1.92 Qt= 11.2335•ksi 13 = 0.1109 Fet = 7.0423 •ksi Fe = 7.0423 •ksi Fe] Fn = 7.0423 • ksi 16 Eclipse Engineering, Inc. Consulting Engineers MAURICES #2170 SEATTLE, WA Find Effective Area - Determine the Effective Width of Flange - 9/16/2013 Rolf Armstrong, PE Flat width of Flange - wf := b - 0.5•t wf = 1.4625.in Flange Plate Buckling Coefficient - kf := 0.43 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 - 'Tr2•E•Ix Pcrx Pcrx = 4770.31 Ib (Kx.L )2 Pcr Pcrx Pcr = 4770.31 Ib Magnification Factor - a := 1- oto Pp a = 0.959 C 0.85 m :_ Pa Xf := 1.052 Wf Fn V� t E 1 Pf := 1- - 0.22 Xf Xf ( be := if(Xf >0.673,pf•Wf,wf) be = 1.4625•in Xf = 0.4875 pf = 1.1256 ww := h - t kw := 0.43 1.052 Ww Fn ::: E 1- — Xw >w 0.22 1 he := if (Xw > 0.673 , Pw• Ww, w ) Ae := t• (he + be) Pn:= Ae•Fn Pn Pa. —C4) ww = 1.425.in Xw = 0.475 pw = 1.1302 he = 1.425•in Ae= 0.2166•in2 Pn = 1525Ib Pa = 794Ib Combined Stress: Pp + Cm fbx - 0.835 Pa Pb •oi MUST BE LESS THAN 1.0 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 17 Eclipse Engineering, Inc. MAURICES #2170 9/16/2013 Consulting Engineers SEATTLE, WA Rolf Armstrong, PE STEEL STORAGE RACK DESIGN - cont'd 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 = 3 Vertical Shelf Spacing - S = 60 -in Height to Top Shelf Center of G - htop Ht htop = 10 ft Height to Shelf Center of G - [lc :_ (N 2 1) S he = 10.ft From Vertical Distribution of Seismic Force previously calculated - Controlling Load Cases - Weight of Rack and 67% of LL - W := (Wd + 0.67.%).N W = 305.94 Ib Seismic Rack and 67% of LL - V := Vtd + 0.67•Vti V = 63.681b Ma := F1 -0.0•S + F2•1.0•S + F3.2.0•S Mb := 0 Overturning Rack and 67% of LL - M := Ma + Mb = 530.67 ft • Ib Weight of Rack and 100% Top Shelf - Wa := Wd • N + Wi Wa = 204.94 Ib Seismic Rack and 100% Top Shelf - Va := Vtd + Va = 42.66 Ib Overturning Rack and 100% Top Shelf - Ma := Vtd•hc + Fi•htop Ma = 426.58ft•Ib Controlling Weight - We := if (W > Wa, W, Wa) We = 305.94 Ib Controlling Shear - Vc := if (V > Va , V , Va) Vc = 63.681b Controlling Moment - Mot := if (M > Ma, M, Ma) Mot = 530.67 ft lb Tension Force on Column Anchor - T .= Mot – 0.60. Wc T = 120.48 Ib per side of shelving unit d 2 T := if (T < 0•Ib, 0•Ib,T) V` Shear Force on Column Anchor - V :_ — V = 31.841b 2 USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) - USE 3/8"0 x 2" embed installed per the requirements of Hilti T = 120.48 Ib Allowable Tension Force - Allowable Shear Force - Per ASCE-7 Combined Loading - Ta := 1006 -Ib For 2500psi Concrete Va := 999•Ib p := 1.3 p—T + —V = 0.197 MUST BE LESS THAN 1.00 TVa 18 Eclipse Engineering, Inc. MAURICES #2170 9/16/2013 Consulting Engineers SEATTLE, WA FIXED BEAM DESIGN: Double Hanger Bar Beam Design criteria: Steel Yield Stress - FY = 33•ksi w=4ft w11:- Width ii:_ Width of Rack - Live Load per shelf - Dead Load on Shelves - Wt; Modulus of Elasticity - Depth of Rack - - 12.5 • plf Live Load on 2.max(w,d) Shelves - wdi := 0.80•plf Point Loads on Beam - Moments for Each Load - wu•max(w, d)2 M,:-8 - 26:6ft•Ib Maximum Design Moment - Shear for Each Load - Maximum Design Shear - Minimum Dist Load Req'd - Wh P:=—=501b• 2 Rolf Armstrong, PE E=2.9x 104•ksi d = 2.5ft LL = 10 • psf wti := wdi + W11 = 13.3•plf wdl•max(w,d)2 (P.max(w,d)). Mp. 8 M := max(Mp, Mw) = 51.6ft•Ib wd •max(w , d) Vw:= 2 - 26.6Ib Allowable Shear Stress - V := max(Vp , VW) = 26.6 Ib F„ := 0.4.Fy = 13.2.ksi 4 - 51.6ft•Ib wdi•max(w,d) P VP := 2 + 2 = 26.6Ib Allowable Bending Stress - Fb := 0.66.Fy = 21.78.ksi Section Properties: Hanger Bar Beam A:= 0.233.in2 Actual Shear Stress - f f„ := A = 0.114•ksi F = 0.009 F„ Deflections for Each - 5•wb•max(w, d)4 Ow:= - 0.064•in 384•E•I Total Load Deflection - S:= 0.066•in3 I := 0.041•in4 Actual Bending Stress - OK fb := S = 9.382•ksi fb — = 0.431 Fb OK 5•wdl•max(w,d)4 ('P.max(wd)3') Op• - 0.101•in 384•E•I 48•E•I := max(op, Ow) = 0.101•in max(w,d) - 476 Hanger Bar Beam is Adequate OK 19 Eclipse Engineering, Inc. MAURICES #2170 9/16/2013 Consulting Engineers SEATTLE, WA Rolf Armstrong, PE FIXED BEAM DESIGN: Double Rivet Low 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 = 26.6Ib DL•max(w, d) wdi := 2 — 5 plf Modulus of Elasticity - Depth of Rack - Live Load on Shelves - E = 2.9 x 104•ksi d= 2.5ft LL = 10 • psf Distance from Endmin(w, d) - 0.8333 ft ad Shelf to Point ti : 3 Load - wdi•min(w,d)2 Pti.ati Total Moments - M := 12 + 1 2 - 13.687 ft • Ib Lateral Moment from Post - MS = 52.6789 ft • Ib page 4 of original calcs wdi•min(w, d) 2.Pti Total Shear - V := + - 32.851b Allowable Shear Stress - F„ = 13.2.ksi 2 2 Allowable Bending Stress - Fb = 21.78.ksi Section Properties: Double Rivet Low Profile Beam A := 0.250•in2 S := 0.098.in3 I:= 0.072•in4 Actual Shear Stress - Actual Bending Stress - �/ fv M + MS fb fv := A = 0.131•ksi — = 0.01 OK fb := S - 8.127.ksi = 0.373 OK v b Total Load Deflection - wdi•min(w,d)4 Fpt.a[3.(mmn(w,2) - 4 anl min(w,d) - 0.003•in - 8638 OK 384•E•I 96•E•I O Double Rivet Low Profile Beam is Adequate 20 Eclipse Engineering, Inc. Consulting Engineers MAURICES #2170 SEATTLE, WA 9/16/2013 Rolf Armstrong, PE STEEL ANTI -TIP CLIP AND ANTI -TIP TRACK DESIGN Tension (Uplift) Force on each side - T = 120.48 Ib 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) - Z{ := 349 Ib if(T < 21c, "(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 - Width of Anti -tip Flange - La :- ba 2 br La = 0.12•in Tension Force per Flange leg - Ti := 0.5.T Ti = 60.241b Bending La Moment on T� Leg - Mi:=2 Mi = 0.3•ft•Ib ba tat Section Modulus of Leg - Si :=6 Si = 0.0007 •in3 M1 BendingStress on Le f g - b := fb = 5.46•ksi Si fb Ratio of Allowable Loads - - 0.202 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 = 0.175 St = 0.092•in3 M = 28.24ft•Ib fb = 3.68•ksi MUST BE LESS THAN 1.0 ANTI -TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE 21 uittE ENGINEERING INC. MAURICES #2170 LTIDesianSMaps Summasgmil fort User-Specified Input Report Title Southcenter Mall Mon September 16, 2013 16:50:00 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.45888°N, 122.25872°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 09/16/13 NICK BURNAM, PE USGS-Provided Output SS= 1.457g S1 = 0.543 g SMS= 1.457g SM1 = 0.815 g Sos= 0.971g Sol = 0.543 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 1.65 1.50 1.35 1.20 1.05 Si 0.90 • 0.75 0.60 0.45 0.30 0.15 0.00 0.00 MCER Response Spectrum 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 Period. T (sec) 1.10 1.00 0.90 0.90 0.70 O11 0.60 ✓ 0.50 0.40 0.3D 0.20 0.10 0.00 Design Response Spectrum 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 Period. T (sec) 2.00 Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter ECLIPSE ENGINEERING INC. MAURICES #2170 CONSULTING ENGINEERS SEATTLE, WA Fasteners (Screws and Welds) Screw Table Notes 09/16/13 NICK BURNAM, PE imp SCAFCO. Steel Stud Manufacturing to. 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 Toads. 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 Tess than 3 exposed threads. Screws should be installed and tightened in accordance with screw manufacturer's recommendations. Allowable Loads for Screw Connections (lbs/screw) Steel Mils Thickness Dasien n ` Steel Properties F ksl Fu ksi Dia. a 0.216 (In) Dia. = 0.190 (In) Shear Pullout Shear ` Pullout Dia, =1164 (Ind . Shear Pullout DIa..= 0.138 (in) Shear Pullout 18 27 30 0.0188 0.0283 0.0312 33 33 33 45 45 45 280 394 124 156 151 177 263 370 76 84 109 137 66 121 141 39 59 65 60 111 129 33 50 55 164 244 344 72 94 118 151 224 61 79 33 43 54 0.0346 0.0451 0.0566 33 33 33 45 45 45 68 0.0713 33 45 557 156 523 173 68 0.0713 50 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 Toad 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 Mil Design Thickness in. OIMINIIMMINI Yield Tensile kel ksi E60xx Electrodes lbs/in 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 ECLIPSE ENGINEERING INC. MAURICES #2170 CONSULTING ENGINEERS Page 11of 14 SEATTLE, WA 09/16/13 NICK BURNAM, PE ESR -19:17 TABLES -KB -TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC TENSION (ASD), NORMAL -WEIGHT CRACKED CONCRETE, CONDITION B (pounds)12' Nominal Meter Diameter Embedment DePfh fleii ,(K) COnCrite CoMpidesliceStrentille' . fc = 2,500 pal re= 3,000 psi VC = Ocio' psi rc. = 6,000 ici Carbon steel ,„. 5181010i ,steel , .. Carbon Steel .. Steinke* 00E4 Carbon' steal Stainless steel Carbon, steel Stainless steel 3/8 2 _ 1;000. 1037 1,102' 1,136 1;270 1512- .1,559 '1,607 1/2 2 1066• 1212 1;167 1;828, 1,348 1;533 1,051 1,878 0 1/4 2,178, 2,207 2,386 2,418' 2,755 2,792 3,375 3,419 5/8 3.1/8 2,081 , . 2081 , 'zap. 2,280 2,632 2,632 3,224 3,224 4 3,014 2,588 3,301 2,835' -3812 3;274 4,660 4,010 BM '3 3/4 2,736 3,594 2,997 3;937 3,460 '4,546 *4;230 5;568 43/4 3;900 34900. 4,272 4;272 4,933 4,933 6,042 6,042 For SI:; 1 lbf=4.45 N, 1 psi.= 0.00689 MPa For pcitmOnch'UnitSttl mm •=13.03937 Inches Valudtare for single anchors with no edge .distanCepeapading•redUctiOri. For other CaSeS, CoJoblEttion of Rd as per ACI 318-05 and conversion to ASD triacOordeOce.with.SactiOn4.21 Eq,'(5)1S reigUired. Nalues:-are for nomial "concrete: For sand-liohtWeightoricrete, multlply values by 0.60. • • 3Conditicin B applies:Where Supplementary.relhforcernakin.confOrtance with ACI 318-05 Section DA4 Is not prOvIded, or -Where pullout or pryout strangth.govems. For cases where the presence Of supplementary relidoternent can be Verified, the strength reduction factors asscOlatedWith COndltion A may bepted. TABLE 10 -KB -TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC SHEAR LOAD (ASD), (pounds)' Nominal Anchor Diameter Alloirable Steel Capacki; SeleMIC Shear Carbon Steel Stainless Steel 3/8 999 1,252 1/2 2,839 3049. , 5/8 4,676. 5,245 3/4 60i3,.. .6;477 For SI: 1 lbf =4.45N 'Yaluesare or single anchors with no edge distance or spadng *action due to concreiefollure. PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D13-296 PROJECT NAME: MAURICES DATE: 09/20/13 SITE ADDRESS: 1071 SOUTHCENTER MALL X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: Building Division111 Public Works A1/Jt Fire Prevention 111 Structural Planning Division Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 09/24/13 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: Structural Review Required No further Review Required ❑ DATE: APPROVALS OR CORRECTIONS: DUE DATE: 10/22/13 Approved ❑ Approved with Conditions sp Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff initials: PLAN REVIEW CHECKLIST - (Nonstructural) By: r� 7 Date: Permit App. IBC Edition / Z & State Amend. Project title: Auk< < 01 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ rr Classify the building or portion thereof in accordance with Chapter 3 Determine the type of construction of the building in accordance with Chapter 6. Determine if the location of building on the site and clearances to property lines and other buildings on the site plan are in accordance with code provisions. Review for conformity with General building height and area limitations in accordance with Chapter 5. Review for conformity with special detailed requirements based on use and Occupancy. j Review for conformity with Type of Construction requirements of Chapter 6. Review for conformity with Fire and Smoke protection features of Chapter 7. Review for conformity with requirements of interior finishes of Chapter 8. Review for conformity with requirements for fire protection systems of Chapter 9. CL/Reciew for conformity with requirements for means of egress requirements of Chapter 10 Review for conformity with requirements of accessibility in accordance with Chapter 11, and ICC A117.1 Review for conformity with Washington State Energy Code. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ✓ In circle = topic has been reviewed for the application. X In circle = topic is not relevant to proposed scope of work. Contractors or Tradespeople P: jeer Friendly Page General/Specialty Contractor A business registered as a construction contractor with L&I 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 E M CONSTRUCTION INC UBI No. 601770782 Phone 2538432765 Status Active Address 29506 8Th Ave S License No. JEMCOI'033DD Suite/Apt. License Type Construction Contractor City Roy Effective Date 3/4/1997 State WA Expiration Date 5/15/2015 Zip 98580 Suspend Date County Pierce Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Business Owner Information Name Role Effective Date Expiration Date MILLER, JAMES E President 01/01/1980 Amount Bond Information Bond Company Name CBIC Bond 3 Page 1 of 2 Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date SA7695 03/01/2002 Until Cancelled $12,000.00 03/19/2002 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 14 American States Insurance Co 01C12205495 04/16/2013 04/16/2014 $1,000,000.0004/11/2013 13 American States Insurance Co 01C12205491 04/16/2011 04/16/2013 $1,000,000.00 04/13/2012 12 AMERICAN STATES INS CO 01C1220549 04/16/2009 04/16/2011 $1,000,000.00 04/21/2010 11 AMERICAN STATES INS CO 01C1220549 04/16/2009 04/16/2010 $1,000,000.00 04/17/2009 10 OOHIO CAS INS BL053040470 12/02/2008 12/02/2009 $1,000,000.00 11/20/2008 9 OOHIO CAS INS 8L00353040470 12/02/2003 12/02/2008 $1,000,000.00 11/27/2007 Summons/Complaint Information Cause County Complaint Judgment Status Payment Paid By 10-2-11928-6 BROOKDALE LUMBER INC InterPlead: No PIERCE Date: 08/16/2010 Amount: $10,795.92 . Bond(s): SA7695 Date: Amount: $0.00 Dismissed Date: Amount: Warrant Information No unsatisfied warrants on file within prior 6 year period Infractions/Citations Information No records found for the previous 6 year period httns://fortress.wa. i?ov/lni/bbip/Print.aspx 10/28/2013 FILE COPY Pent* No, O IS -19 �O Plan review approval itsubject a«roraaneandeebts. Approval of coroWdlon documwde does not auWG 3/SP NOTE: HILTI HUS -EZ W/ 2 1/2" EMBEDMENT IS AN APPROVED ALTERNATE TO REPLACEsr �� waved Copy.' co!lI o1)s ai dr,404e 1 1�2IP 1 -- KWIK BOLT TZ, ESR --3027. (SEE NOTE NO. 3) r 1�2 h 0 > > 1 r argaime;m2-aiZaciasimmailiam BUILDING DIVISION __.----"--/- J n f. 6 ,....00 I I I I I I Cr OFrs ti f g ' 0 (� N �E� 13/32..1/4"4� 4 ''1'" �6 EI.�I sHer I I I I I I i r�PG ., mi ,,c5 ST G OI�T 6, RE ( ) U x 1 at a g Lfi11°> 1 � IN to Iop to . tl Gf g a PiN ti 11 GA, • I) V�� `�to If , 1/4 SGR ��� I� �'�� 1/4'�SCR x ` ( II 1 ! 'd, 'd'�, a <. . . 1/4"0 RIVET ... i 1 1 /4"0 RIVET 14 GA. �.I ,` L—POST T—POST 151 "T" "L" ' 404 POST COL. B.PL. POST COL. B.PL. SHELVING LOAD ON 14 GA. 14 GA. DOUBLE RIVET DOUBLE RIVET 2-3/8"o ANCHOR BOLTS 1-3/8"o ANCHOR BOLT 2" EMB. (SEE NOTE NO. 3) 2" EMB. (SEE NOTE NO. 3) SLAB Q - 8 5 p s f LOW PROFILE POST 1 "DRB" BEAM AT BASE OF UNITS 2 "DRBLP BEAM" 3 BASE PLATE FIXED UNITS f 4 NOTE: HILTI HUS—EZ W/ 2 1 /2" EMBEDMENT NOTE THE SHELVING SHALL BE ATTACHED POST -REF. DTL 1 - �•� 4 4 IS AN APPROVED ALTERNATE TO REPLACE TO THE EXISTING WALL STUDS AND ----/\— EXISTING WALL COVER REVISIONS QSTUD' —1.188 - CONCRETE SLAB. NO NEW STUDS OR NO $ shall �l@ made a to the scope OD 14 GA x 1 1/2 x 1 1/2" KWIK BOLT TZ, ESR -3027. (SEE NOTE N0. 3)WALL WALLS ARE REQUIRED. EXISTING STUD of wok without prior approvalof ANGLE CLIPS CSD EA POST Tukwila Building Division. Q WITH SCREWS 1 C Y 0 (2)-1/4"o TEK 'and TEs Revisions will require new 1 4"0 BOLT a plan submittal i MIN. 1" may include additional plan review fees. 4 I„I P IN TRACK ANTI _ TIP EMBED. 1L Q 1 \� PLAN VIEW - STEEL STUD WALL 1” THICK PLASTIC BRAKE SPACER 4 MBLE G EpRRIA �� POST —REF. DTL 2 g Q �G <> E.AS R #10 TEK SCREW AT CORNER BRACE Q OBIS 4 Q GUIDE EACH WALL STUD SHELF BEAM Q 40 Q ;75 -TYP. -REF. DETAIL 2 ® ..: PRESS WITH Fool»< o 0 O 4 Q GRP [ �' ,i TO ./ ,.i' ��► #i '� r'. PRESS WITH FOOT Io' T I E5 �� � SHELVING POST CONNECTED / " CARRIAGE Q 0 8 �r 1 MIN. 1 " :� f'•: TO RELEASE 6'+r R I- . �: WITH (2)-1 /4 0 TEK SCREWS PER POST 0 EMBED. 16. ma �G'' TRO Q _ l'I OR� �' ----_ ii PLAN VIEW -WOOD STUD WALL EXISTING WALL \ �I Q �.,10.600COVER O.SOO I 1 (� [ � FOpTBRAK E RUBBER STOP ::'=;;';::;' -, BBER STOP Q � ` / Q NG STUD EXISTI/I TOP SCREW. ;: i WALL Q �f SHELVING POST ' <c, Q ITAT ANTI—TIP TRACK pi XiSTING STUD WALLall�y���� Q rJ 3- BOTTOM SCREWS �. Q '� . B SHELF BEAM il r 14 GA x 3 WIDE PLATE NOTE: USE O IN. 1" EMBED. MI ®EA POST WITHL-POST -REF. DETAIL 2 Boo INTO STUD WALL TEK SCREWSFOR (1) ROW OF1 O(2)-1/4"ss UNITS. p NOTES: FRONT VIEW SIDE VIEW RECEIVED CITY OF TUKWILA 3/8"x3" HILTI TZ ANCHORS 2" 1. CONTRACTOR SHALL FIELD VERIFY MINIMUM SIZE, SPACING, AND GUAGE OF EXISTING FOR STANDARD V -GROOVE �P�� � AND FLAT TRACKS ONLY: �`�� EMB. ON TRACK. MAX. 22-1 /2" O.C..C. ,�� ALL STUDS. 2. CONTACT ENGINEER OF RECORD IF THERE IS A DISCREPANCY. SEP 2 0 2013 p 1 1 NON-STRUCTURAL E� 'HILTI' I 3. MINIMUM STEEL WALL STUD SIZE = 362S125-30 (3 -5/8"x1 -1/4"x20 GA.). MINIMUM 1/4"4. x 2" LONG ANTI -TIP & GUIDE CONN, 4. WOOD WALL STUD SIZE = 2x4. ,, SLEEVE ANCHORS ®22:5" o.c. 5. MAXIMUM WALL STUD SPACING = 16 o.c. FOR STEEL OR WOOD STUDS. PERMIT CENTER CARRIAGE AND TRACK ASSEMBLY (55 WALL CONNECTION Ei1 FOOT BRAKE C7 NOTE: _ -i NOTES: EARTHQUAKE DESIGN DATA: FIXED/MOBILE RETAIL SHELVES SHALL BE RESTOCKED BY HAND. DO NOT ;._.. ,• I 1)DESIGN OF STEEL STORAGE SHELVING AS SHOWN BY THESE DRAWINGS AND a)Seismic Importance Factor, O Category 1 CALCULATIONS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE IBC 2012 EDITION Cccupancy I1 - Not to the USE A FORKLIFT OR OTHER MECHANIZED LOADER TO STOCK SHELVES. open public X11° — — \ i �-6' i- x CI " ll! --� r'' I / L SEPARATE PERMIT REQUIRED FOR: 2) STEEL FOR ALL SHAPES IS F = 36 KSI ASTM A1011-12 GR 36(EXCEPT AS Y NOTED) b) Mapped Spectral Response Accelerations, 3) ALL ANCHORS ARE HILTI KWIK BOLT TZ (ESR -1917), HUS -EZ (ESR -3027), OR Ss = 1.457 and Si = 0.543 APPROVED EQUAL (SPECIAL INSPECTION REQUIRED - REFERENCE SCHEDULE BELOW) c) Site Class = D 4) EXISTING CONCRETE SLAB = MIN. 4 THICK SLAB -ON -GRADE d) Spectral Response Coefficients, WITH F'c = 2500 PSI AND 500 PSF SOIL BEARING PRESSURE SDS = 0.971 and SD1 = 0.543 " '—`'`r-";7-, -------• �"ti.t S STORAGE SHELVING CAPACITIES: 'MN' UNITS = 150 PER LEVEL ) t e) Seismic Design Category = E elbOldlibd ALL OTHER UNITS = 100# PER LEVEL f) Basic Seismic -Force -Resisting System(s) - 6) ALL SHELVING INSTALLATIONS AND SHELVING MANUFACTURED IN CONFORMITY WITH Non -Building Structures, Steel Storage Racks ADJACENT'""r f'�` 48" 48" 30" NLG.) 1, w 4.. J - to�,} � . I THIS STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A g) Design Base Shear = 175 Ib 48" OR 66" 48" 30" 30" I jQ I PERMANENT PLAQUE, EACH NOT LESS THAN 50 SQUARE INCHES IN AREA SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD PER LEVEL h) Seismic Response Coefficient, Vt = 0.291 �� n,P ti - 1 4• T- j r' I .1. City �1 f Tukwila 7) ALL SHELVING SHALL BE IN COMPLIANCE WITH THE CURRENT RMI MI -116.1 ' i) Response Modification Factors, R = 4.0 11 0 1L -NI U.N.O. �___�•8) r� PLi1{,ri11a THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MINIMUM OF 18 INCHES BETWEEN J) Redundancy Factor, p 1.0 iYP 0 �--- - AILDING DIVISION k) Analysis Procedure ASCE 7-10 0 TYP. '_� THE TOP OF THE STORED MATERIAL AND THE CEILING SPRINKLER DEFLECTORS per ---- _ _ 7YP. U.N.O. l TYP U.N.O. eh / / O - 1 - ZJ'�-' ° I � I �•� - 9) THE SHELVING RACKS WILL NOT BE OPEN TO THE PUBLIC 10) SHELVING UNIT'S MAXIMUM "OUT-OF-PLUMBNESS" SHALL BE 0.500 INCH IN 10 FT. 2D �" 11) ® -INDICATES DETAIL CALLOUT 2...ot ip / tt t . I STATEMENT OF SPECIAL INSPECTION / 1 VERIFICATION AND INSPECTION CONTINUOUS STANDARD KWIK BOLT TZ PERIODIC STANDARD HUS -EZ INSPECTED BY /• ��. \-0 c I CONFIRM ANCHOR TYPE X HILTI TZ, 3/8' DIA X 3" LONG PER ICC -ES HILTI HUS -EZ, 3/8" DIA X 3' LONG- PER ICC ESR -3027 SECTION 4.4, SPECIAL ESR -1917 SECTION 4.4, 7.0, FIGURE 2, 3 -ES INSPECTOR / ''; FOR 5.2,TABLE 1 0REVIEWED 1 ✓ n o' 0 ® 0 a -- L CONFIRM CONCRETE COMPRESSIVE STRENGTH CODE COMPLIANCE X MINIMUM 2500 PSI MINIMUM 2500 PSI I / O - - - = - _ T }I CONFIRM CONCRETE APPROVED X 4° MINIMUM 4" MINIMUM // I THICKNESS O20 HILTI TZ, 3/8" DIA X 3" LONG - HILTI HUS -EZ. 3/8" DIA X 3" LONG - `/ I SPECIAL / — —' — —I - 4, OCT 0 2 2013 HOLE DIAMETER X PER ICC -ES ESR -1917 SECTION 4.4, 7.0, FIGURE 2, 3 PER ICC -ES ESR -3027 SECTION 4.3, 4.4, FIGURE 4A INSPECTOR / // 3�i' z r * BULB/BLOW OUT- PER ICC -ES ESR -1917 BULB/BLOW OUT -PER ICC ES SPECIAL / K k 1 y i A j�/� CLEAN OUT OF HOLE Vof vM`' X SECTION 4.3, 4A ESR -3027 SECTION 4.3, 4A INSPECTOR ! / 1 m» City MINIMUM ANCHOR SPACING Tukwila X 2,25" - PER ICC -ES ESR -1917 SECTION 4.4, 2.25" - PER ICC -ES ESR -3027 SPECIAL — _ _ __ — TABLE 3 SECTION 4.4, 5.7, TABLE 2 INSPECTOR / 2 © 0 " _ I IIS S r- V BUILDING DIVISION MINIMUM EDGE DISTANCE X 2.5" - PER ICC -ES ESR -1917 SECTION 4A, TABLE 3 1.5" - PER ICC -ES ESR -3027 SECTION 4.4, 5.7, TABLE 2 SPECIAL INSPECTOR 0 O 0 Y f �j,%' �117� 2-225"'PER ICC -ES ESR -1917 SECTION 4.4, 2.5" •PER ICC ES ESR 3027 SPECIAL / 2(0-----N, �_ . ,( �� fr, da11 `y $\AlioTABLE ANCHOR EMBEDMENT X 1, 3 SECTION 4.3, 4.4, 5.2, TABLE 2, 3 INSPECTOR \ :; . ....:.... 1 •.... .. ::.. . ..: ?c, • + . •, j l �•= .' ' " ''' :� \ � • •" :- - " '•. I � ". �' .'•' +' • - ` '� ;' L ` _ _ — — '-' —25 —I }41t w IL t,� TIGHTENING TORQUE 23• - - PER ICC -ES ESR -1917 ON FT LBS SECTION 4 27 0 FT -LBS - PER ICC -ES ESR -3027 SPECIAL J _ "l T I - X 4.3, 4.4, TABLE 1 SECTION 4.3, 4.4, TABLE 2 INSPECTOR _ _ _ — ( WALL—SUPPORTED FREE—STANDING --� - r Note: Inspection to be completed by a 3rd parry inspector X FIXED SHELVING SIDE VIEWS MOBILE SHELVING SIDE VIEW PARTIAL FLOOR PLAN & SHELVING RACK LAYOUT GENERAL NOTES S.O. #320848 P.O. #105665 w v 1.4 U U z w z z © �• o • a:4 co Qd''w w coww LLL Co"") w crl d 0 ccs I*' < VJ Q I cv._.,U ED - (r) J W Z,(,L= 0MI0LLI O z LL! © p o=..rl w war C'7 w c 0 000 N W co tY W U J Lu (0 0 . J L I— III Ct ono arnw U I— co,� 0 ca z 13-09-140 09-16.2013 SHEET