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Permit D14-0174 - VICTORIA'S SECRET - STORAGE RACKS
VICTORIA'S SECRET 230 SOUTHCENTER MALL D14-0174 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov Parcel No: 9202470130 DEVELOPMENT PERMIT Permit Number: D14-0174 Address: 230 SOUTHCENTER MALL Issue Date: 8/4/2014 Permit Expires On: 1/31/2015 Project Name: VICTORIA'S SECRET Owner: Name: WESTFIELD PROPERTY TAX DEPT Address: PO BOX 130940 , CARLSBAD, CA, 92013 Contact Person: Name: MARY RYAN Phone: (949) 582-3735 Address: PO BOX 3749 , MISSION VIEJO, CA, 92690 Contractor: Name: PINNACLE CONSTRUCTION INC Address: PO BOX 426 , GLENWOOD, IA, 51534 License No: PINNACI941K3 Lender: Name: N/A - LESS THAN $5,000 Address: Phone: (712) 527-9745 Expiration Date: 9/19/2016 DESCRIPTION OF WORK: 10 FOOT HIGH SHELVING UNITS IN EXISTING TENANT SPACE Project Valuation: $3,500.00 Type of Fire Protection: Type of Construction: IIB Sprinklers: YES Fire Alarm: YES Fees Collected: $291.30 Occupancy per IBC: M Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: 2012 International Fuel Gas Code: 2012 WA Cities Electrical Code: 2012 WA State Energy Code: 2012 2012 2012 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: Date: V ^H-V il I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature �-- Print Name: —rni e. This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** Date: 2— 4'4 (--( 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 5: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 6: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 7: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 8: 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. 10: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 11: Clearance between ignition sources, such as Tight fixtures, heaters and flame -producing devices, and combustible materials shall be maintained in an approved manner. (IFC 305.1) 12: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.3.1) 9: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 13: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 14: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 1400 FIRE FINAL 4046 SI-EPDXY/EXP CONC CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://wvvw.TukwilaWA.gov 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** 2�Routhcenter King Co Assessor's Tax No.: Site Address: , Suite Number: 100 Floor: 1 Tenant Name: Victoria's Secret PRt1PER'IY 0' N1Ett Name: Westfield Address: 11601 Wilshire Blvd., l lth Floor City: Los Angeles State: CA Zip: 90025 Name: Mary Ryan Address: P.O. Box 3749 City: Mission Viejo State: CA Zip: 92690 Phone: (949) 582-3735 Fax: (949) 768-8436 Email: mary@permitresources.com Company Name: T.B.D. Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: New Tenant: ❑ Yes m..No Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: EINEIR +t7 i»► , Company Name: Eclipse Engineering Engineer Name: Rolf Armstrong Address: 376 SW Bluff Drive, Suite 8 City: Bend State: OR Zip: 97702 Phone: (541) 389-9659 Fax: Email: Name: Address: City: State: Zip: H ApplicatiomEorms-Applications On Line\2011 Applications\Piamit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 1 of 4 Valuation of Project (contractor's bid price): $ 3,500 Describe the scope of work (please provide detailed information): T.I. - permit for shelving units in (E) retail space. 10' high. Will there be new rack storage? VI Yes tr:Floor Existing Building Valuation: $ ❑.. No If yes, a separate permit and plan submittal will be required. 350 350 IIB M Floors USE 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? 0 Yes m No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers 0 Automatic Fire Alarm ❑ None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes El 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 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\Forms-Applications On Line \ 2011 ApplicationsTermit Application Revised - 8-9-I1.doca Revised: August 2011 bh Page2of4 Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNE$,OR AUTHORIZED GENT: Signature: ��C n Print Name: Mary Ryan Date: 06/05/2014 Day Telephone: (949) 582-3735 Mailing Address: P.O. Box 3749 Mission Viejo CA 92690 city sty Zip HMpplications\Forns-Applications On L ne\2011 Applcetions'Pxmit Application Revised - 8-9-11.docx Revised August 2011 bb Page 4 of 4 DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK PAID $181.64 D14-0174 Address: 230 SOUTHCENTER MALL Apn: 9202470130 $181.64 DEVELOPMENT $173.20 PERMIT FEE R000.322.100.00.00 0.00 $168.70 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $8.44 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R2766 R000.322.900.04.00 0.00 $8.44 $181.64 Date Paid: Monday, August 04, 2014 Paid By: PINNACLE CONSTRUCTION INC Pay Method: CHECK 89546 Printed: Monday, August 04, 2014 10:37 AM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK I ACCOUNT QUANTITY PAID $109.66 $109.66 $109.66 $109.66 $109.66 D14-0174 Address: 230 SOUTHCENTER MALL Apn: 9202470130 DEVELOPMENT PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R2314 R000.345.830.00.00 0.00 Date Paid: Tuesday, June 10, 2014 Paid By: PERMIT RESOURCES INC. Pay Method: CHECK 22547 Printed: Tuesday, June 10, 2014 8:40 AM 1 of 1 INSPECTION RECORD Retain a copy with permit r)1: D!'-1-Ot7� 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 t �' l • (/ i { R V� Type lospection: d ss: aSC1NI1-L 76 Date Called: 'al Instructions: Date ; a Waned ; 14 Request r: Phone No proved per applicable codes. aCorrections required prior to approval. COMMENTS: /�s F, ML .77go l ooi 7/6724-6 2'rp1'/ a l /A-40 W ,-00* Date: 4 INSPECTION FEE REQUI D. Pri to next inspection, fee must be paid at 6300 Southcenter 131 Suite 100. Catt to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 b(i+-0(7L-r Project: V (4 -C141' Type of Inspection: 72/4-e /2-- Address:f Suite#: 030 9, m4-11 Contact Person: Special Instructions: Phone No.: Approved per applicable codes. 7 Corrections required prior to approval. COMMENTS: 4 710 kl akv 17/ � /; s Aac4//ii te ///fi`,® / ? 5,6 . 4-- , ,z/./1Z. 4 c7e4, 7-fiA-7,5-kyys-e ) s-,,,,i , , --) Add G '' s4 / r s © ,e0 /, Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: � �" j Date: f0 7/// ii Hrs.: 2 0 v f $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Cali to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 MAYES TESTING ENGINEERS, INC. November 3, 2014 City of Tukwila Building Department 6200 South Center Blvd Tukwila, WA 98188-8188 Attn.: Building Official Re: Victoria Secret Southcenter Store No. 0230 230 Southcenter Mall Space #100 Tukwila, WA Project No. T14183 FINAL LETTER Permit!!. SsIeallce 20Q25Cec13rvatyRed Sie110 Lynwxxl, WA 93036 014257429333 i®c425.745.1737 licansalke 10029STaoare Way StieE2 Tanre,WA984 9 ffi ioc2535843707 PalkindOlas 7911 PE33d Dii+e Slie 193 R�r�rd CR97211 M5)3231.7515 i®c5 3a31.7579 This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent to you. Special inspection was provided for: • Proprietary Anchors 1. Epoxy Grouted Anchors • Structural Steel Erection 1. Welding To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes. We trust that this provides you with the information that you require. Should you have any questions, give us a call. Sincerely, Mayes Testing Engineers, Inc. RECEIVED CITY OF TUKWILA NOV 1 0 2014 PERMIT CENTER ECLI PSE ECLIPSE-ENGINEERING.COM ENGINEERING Structural Calculations Steel Storage Racks By Pipp Mobile Storage Systems, Inc. PIPP PO #113005 SO #345373 Victoria's Secret #230 Southcenter Mall 303 Southcenter — Space #100 Tukwila, Washington 98188 Prepared For: Pipp Mobile Storage Systems, Inc. 2966 Wilson Drive NW Walker, MI 49544 _ Ptte ;JUN 0 2 2014 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 0 2014 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 10 2014 PERMIT CENTER 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 accessible to the general public. DI�I-oi1�l MI5SOULA WHITEFISH SPOKA NE BE NO 113 West Mein. Sub B. Woo*, Mt 59002 Phan: (d09) 721.6733 • Floc (909)7214999 10058Yar:re., Sub E Whbb4 M7 59937 Phone: (KO) 9923715 • Fax 4091924719 421 West PowddeMie. Sub 421 Spokane. WA90201 Phone: (509) 921-7731 • Fax (509) 921470e 370 SW Mug Ddw. Sub & Brd. OR 97702 Ploy: (591) 3994959 • Fax (UO3124700 ECLIPSE ENGINEERING VICTORIA'S SECRET #230 612/2014 TUKWILA, WA Rolf Armstrong, PE Pipp Mobile STEEL STORAGE RACK DESIGN 2012 IBC & 2013 CBC - 2208 & ASCE 7-10 - 15.5.3 Design Vertical Steel Posts at Each Comer : Shelving Dimensions: Total Height of Shelving Unit - ht:= 10.00•ft Width of Shelving Unit- w := 3.50•ft Depth of Shelving Unit- d := 2.2.00.ft Number of Shelves - N := 13 Vertical Shef Spacing- S := 10.00•in plf := Ib•ft 1 psf = Ib•ft 2 pcf := Ib•ft— 3 ksi := 1000•Ib•in 2 kips := 1000•Ib Shelving Loads: Maximum Live Load on each shdf is 30 Ibs: Weight per shelf - Wq := 2.30 • Ib W = 601b Load in psf - LLi := w dd LLi = 4.2857 • psf Design Live Load on Shelf- LL := LLi LL = 4.2857 •psf Dead Load on Shei- 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•in4 Fill Cross Sectional Area- At, := 0.22•in2 b := 1.5•in h:= 1.5.in ry:= 0.47•in r,:= 0.47•in t := 0.075.in h„:= 1.42•in b„ := 1.42-in Length of Unbraced Post- Lx := S = 10-in Ly := S = 10-in Lt = S = 10-in Effective Length Factor - KX := 1.0 Ky := 1.0 Kt := 1.0 Section Properties Continued: Density d Steel - psteel := 490•pcf Weight of Post - Wp := psteel •Ap • ht Wp = 7.49• Ib Vertical DL on Post- Pd := DL•w•.125d•N + Wp Pd = 64.36Ib Vertical LL on Post- Pi := LL•w•.125•d•N = 97.51b Total Vertical Load on Post- Pp := Pd + Pp = 161.86-Ib 1 :E ECLI PSE ENGINEERING VICTORIA'S SECRET #230 61212014 TUKWILA, WA Rolf Armstrong, PE Floor Load Calculations : Weight of Mobie Carriage: Ws := 90•Ib Total Load on Each Unit: W := 8•Pp + Ws W = 1384.891b Area of Each Shelf Urit: Au := w.(d + 3in) A„ = 14.875ft2 Floor Load under Shelf: PSF :_ PSF = 93• psf Au NOTE: SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING Find the Seismic Load using Full Design Live Load : ASCE-7 Seismic Design Procedure: Importance Factor- IE:= 1.0 Determine Ss and Si from maps - Ss := 1.458 Determine the Site Class - Class D Determine Fa and Fv - Fa := 1.000 Determine SMs and SM1- SMs := Fa•Ss SMs = 1.458 Determine SDs and SDI - SDs 3 •SMs SDS = 0.972 Structural System - Section 15.5.3 ASCE-7: 4. Steel Storage Racks Total Vertical LL Load on Shelf - Total Vertical DL Load on Shelf - R := 4.0 RP .= R WI := LL•w•d no := 2 ap:= 2.5 Wp Wd := DL•w•d + 8. N S1 := 0.544 Fv := 1.500 SM1:= Fv•S1 SM1 = 0.816 2 ts SDI := 3 . SMl SDI = 0.544 Cd := 3.5 Ip=1.0 WI = 601b Wd = 39.611b Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height - h, := 60.0•ft Height of Rack Attachment - z := 0.ft (0-0° For Ground floor) 0.4•ap•Silts z Seismic Base Shear Factor- Vt := 1 + 2•— Vt = 0.243 RP hr Ip Shear Factor Boundaries - Vtmin := 0.3 • SEA. Ip Vtmin = 0.292 Vtmax := 1.6•SEG. Ip Vtmax = 1.555 Vt := if(Vt > Vim, , Vtmax , Vt) Vt := it(Vt < Voss, , Vtmin , Vt) Vt = 0.292 2 :ECLIPSE VICTORIA'S SECRET #230 61212014 ENGINEERING TUKWILA,WA 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: Vt :_ = 0.208 1.4 Vtd := Vp • Wd • N = 107.241b Fd := Vp • Wd = 8.251b Vd:= Vp•Wi•N = 162.461b FI := Vp•W, = 12.5Ib Ft•B7:= 0.67•Vp•Wi = 8.37Ib Force Distribution per ASCE-7 Section 15.5.3.3: Operating Weight is one of Two Loading Conddions : Condtion #1: Each Shelf Loaded to 67% of Live Weight Cumulative Heights of Shelves - Rolf Armstrong, PE 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 := 10.0•S + 11.0•S + 12.0•S Total Moment at Shelf Base - Vertical Distribution Factors for Each Shelf - Total Base Shear- Vtotai := Vtd + 0.67•Vd Wd•0.0•S-+ WI 0.67 0.0 S Cl = - 0 Mt F1 := C1•(Vtaa1) = 0 Wd•2.0•S + Wt•0.67.2.0•S C3 :_ = 0.026 Mt F3 := C3•(Vtaat) = 5.54Ib Wd•4.0•S+ Wt•0.67.4.0•S CS := M = 0.051 t F5 := C5•(Vtotat) = 11.08Ib Wd •6.0•S + WI.0.67.6.0.S C7 := M - 0.077 t F7 := C7•(Vtotat) = 16.62Ib Wd•8.0•S+ Wt 0.67 8.0 S Ce := M = 0.103 t F9 := c9.(Vtotat) = 22.16Ib Mt:= H := H1 + H2 H•Wd + H•0.67•W1 C2 :_ C4 :_ H=65ft Mt = 5187.44ft•Ib Vtaal = 216.09 Ib Wd•1.0•S+ Wt•0.67.1.0•S = 0.013 Mt F2 := C2•(Vtotal) = 2.77Ib Wd•3.0•S+W10.673.0S - 0.038 Mt F4 := C4•(Vtotat) = 8.311b Wd 5.0•S + W1.0.67.5.0•S CB = M = 0.064 t Ftt := C6•(Vt tat) = 13.851b Wd•7.0•S + W1.0.67.7.0•S C8 := M = 0.09 t F8 := C8•(Vtotd) = 19.39Ib Wd•9.0•S+ W1.0.67.9.0•S = 0.115 Clo Mt Flo Cio•(Vtotai) = 24.93Ib 3 ECLI PSE ENGINEERING Cu:= VICTORIA'S SECRET #230 61212014 TUKWILA, WA Rolf Armstrong, PE Wd•10.0•S+ WI.0.67.10.0.S Wd•11.0•S+ 140.67.11.0.S — 0.128 C32 :_ — 0.141 Mt Mt Fu := Cu•(Vtot,d) = 27.7Ib F12:= C12•(Vtotan) = 30.47Ib Wd•12.0•S+ W1.0.67.12.0•S C13 :_ = 0.154 Mt F13:= C13•(Vtoal) = 33.25Ib CI. +C2+C3+C4+C6+Ce+C7+Cs+C9+C1o+Cu+C12+C13= 1 Force Distribution Continued : Condtion #2: Top Shell Only Loaded to 100% of Live Weight Total Moment at Base of Shelf - Mta := (N — 1) • S • Wd + (N — 1) • S • WI = 996 ft.Ib Total Base Shear- Cia :_ Vtotal2 Vtd + Ft Vtotal2 = 119.741b Wd•0.0•S + 0•Wi•0.0•S Wd•(N — 1)•S + W1•(N — 1)•S — 0 Ctsa :_ = 1 Mta Mta Fla := Cia•(Vtot d2) = 0 Ftsa := Ctss. (Vtotal2) = 119.741b Condtion 11 Controls for Total Base Shear By Inspection, Face Distribution fa 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 sheMng rack system. Column Design in Short Direction : Ms := 8 • •(Vtd + Vy) = 14.05ft•Ib Bending Stress on Column - floc := Ms•S,- 1= 4.21•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 + Vtl)S3 — 0.0129 • in 3 = 774.1739 12•E•I, 0 At := 0•(N — 1) = 0.155.in Da := 0.05•ht = 6.in if(ot < A, , "Deflection is Adequate" , "No Good") = "Deflection is Adequate" 4 ECLIPSE ENGINEERING Moment at Rivet Connectiort Shearon each rivet - dr := 0.25•in Steel Stress on Rivet - VICTORIA'S SECRET #230 6/2/2014 TUKWILA, WA Rolf Armstrong, PE Ms Vr := = 112.38 lb 1.5. in f,, := Vr = 2.29•ksi A Allowable Stress on Rivet - F, r := 0.4.80• ksi = 32. ksi dr2 •Tr Ar:= 4 RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST = 0.0491 • in2 Seismic Uplift on Shelves : Seismic Vertical Component: E := 0.2 •Sos•(DL + LL) •w•d E„ = 18.4681b Vertical Dead Load of Shelf: D :_ (DL + LL) •w•d D = 951b Note: since the shelf LL is used to generate the seismic uplift force, d may also be used to calculate the net upift bad. For an empty sheti, only the DL would be used, but the ratio cf seismic upift wii be the same. Net Uplift Load on Shelf: F„ := E — 0.6. D F„ _—38.532 lb Note: This uplift bad is for the ful sheti. Each shef wil be connected at each comer. Number of Shelf Comections: Upift Force per Caner. N,:= 4 F„ F,1• N c F,, = —9.633Ib NOTE: Since the upift face is negative, a mechanical connection is not required. 5 Se ECLI PSE ENGINEERING VICTORIA'S SECRET #230 6/2/2014 TUKWILA, WA Rolf Armstrong, PE Find Allowable Axial Load for Column : Allowable Buckling Stresses - Tr2 E — 632.26 .ksi Kx• Lx 2 rx Distance from Shear Center to CL of Web via X-axis t h,2 be2 4•Ix vex := vex,, = 632.26 • ksi e0= 1.2706•in Distance From CL Web to Centroid - xo := 0.649.in — 0.5•t xc = 0.6115 •in Distance From Shear Center xo := xc + ec xo = 1.8821 •in to Centroid - Polar Radius of Gyration - re := Jrx2 + ry2 + xe2 re = 1.996•in Torsion Constant- J := I. 3 •(2.b•t3 + h•t3) J = 0.00063•in4 Warping Constant - CW := t b3 h2 (34t + 2.114) CW = 0.0339 • in6 12 64)4+h4 Shear Modulus - G := 11300 • ksi 1 2•E•Cw1G.J+ A.re2 04.4)2 vt= 118.8615•ksi =1—(4)2 p=0.1109 re Fet := 2113 [(vex + crt) — J(QeX + Qt)2 — 4•p•Qex•Q, Fet = 101.5754.ksi Elastic Flexural Buclding Stress - Fe := if(Fet < (rex, Fet, vex) Fe = 101.5754•ksi Allowable Compressive Stress- F„ = {Fe > Fy , F 1— Fy , Fe] F„ = 30.3197•ksi 2 y 4•Fe Factor of Safety for Atrial Comp. - 12e := 1.92 6 ECLIPSE ENGINEERING VICTORIA'S SECRET 1230 612/2014 TUKWILA, WA Rolf Armstrong, PE Find Effective Area - Determine the Effective Width of Flange - Flat width of Flange - wf := b - 0.54 wf = 1.4625.in Flange Mate Bucking Coefficient - Icf := 0.43 F Flange Slenderness Factor - 1.052w f n > = 1.0115 t E pf1 0.22 1 • %f %f Effective Flange Width - be := if(xf > 0.673, pf•wf, wf) be = 1.1314.in Determine Effective Width of Web - Flat width of Web - ww := h - t we, = 1.425.in Web Plate Bucking Coefficient - kw := 0.43 Web Slenderness Factor- 1.052 ww Fn X'" t E pf = 0.7736 XH = 0.9856 0.22 1 IN, := 1- �w • w pw = 0.7881 Effective Web Width - he := if(a,,, > 0.673, pw•ww, ww) he = 1.1231 •in Effective Column Area- A, := t•(h, + be) A, = 0.1691 •in2 Nominal Column Capacity- Pn := A,•Fn Pa = 5127Ib Allowable Column Capaaty - Pa := Pn Pa = 2670Ib no Check Combined Stresses - ir2•E•Ix 5 Pa„ := P, = 1.72 x 10 Ib (K .Lx)2 Pcr = Pax Pcr = 1.72 x 105 Ib Magnification Factor - Combined Stress: no' Pp a := 1- P-) a = 0.998 Cm := 0.85 Par env Pp + fb" = 0.242 MUST BE LESS THAN 1.0 Pa Fb•a Final Desigi: '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 VICTORIA'S SECRET #230 6/212014 TUKWILA, WA Rolf Armstrong, PE STEEL BASE CLIP ANGLE DESIGN — A1018 PLATE STEEL Tension (Upift) Force at Caner. TNckness of Angle: Width of Angle Leg: T := 75•Ib to := 0.075.in ba := 1.25•in Distance out to Tension Force: L := 0.75. in Design Moment on Angle: Allowable Bending Stress: Ultimate Tensile Strength of Cip Effective Net Area of the Cilx M := T • L = 4.6875 ft•Ib Fb := 0.90•Fyp = 32.4.ksi F„p:= 65•ksi Yield Stress of F 36 ksi Angle Steel: 14 ga Foot Plate Length of Angle Section: La := 1.375•in Section Modulus Z ba tat — 0.0018 in3 of Angle Leg: a ' 4 Bending Stress M on Angle: fb := — = 32 • ksi Za Ratio of Allowable Loads: Gross Area of the Clip: AOC := Age — [ta•(0.375•in)] = 0.0656•in2 fb — = 0.988 Fb Aga := beta = 0.0938•in2 Limiting Tensile Strength of CO: Tamax := min[(0.90•Fyp•Aga) , (0.75•F„p•Aec)] = 3037.5 Ib 14 GA. ANGLE CLIP WILL DEFORM PRIOR TO ANCHOR PULLING OUT OF CONCRETE, BUT NOT WILL NOT TEAR COMPLETELY THROUGH, THEREFORE CLIPS ARE ADEQUATE. BEARING STRENGTH OF SCREW CONNECTIONS — AISC 37 Single Screw Double Screw Specified Yield Stress of Post - Fy, := 36ksi Fyd := 36ksi Width of Screw - w,a := 0.25in wad := 0.50in 14 GA Thickness - tas := 0.075in tad := 0.075in Projected Bearing Area - Aba := was • to = 0.0188 •in2 Abd := wad • t,d = 0.0375.in2 Nominal Bearing Strength - Ras := 1.8•Fya•Aba = 1215Ib Rad := 1.8 • Fyd • Abd = 24301b Omega for Bearing (ASD) & Phi for Bearing (LRFD) - its := 2.0 4..., := 0.75 Allowable Bearing Strength - Ras := Ras -Oa = 911.25 Ib Rad := Rad 'Oa = 1822.5 Ib SCREW CONNECTION CAPACITIES (1/4" 4) SCREW IN 14 GA STEEL): Converted to LRFD for comparison to 'HIV A.B. Single Screw Double Screw Allowable Tension - Ta, := 12,•40a•328Ib Tad := t1 •s:N•656Ib Ref Attached'Scafco' Allowable Shear - V, = it 8661b V S1 1732Ib Table for V S T Values s �s' sd � s �s' The allowable shear values for (1) ]146 dia. screw exceeds the allowable bearing strength of the connection. Therefore, bearing strengthgovems for screw connection capacity. MUST BE LESS THAN 1.00 8 ECLIPSE ENGINEERING VICTORIA'S SECRET /230 61212014 TUKWILA, WA Rolf Armstrong, PE BOLT CONNECTION CAPACITIES (3/8" DIA. x 2" HILTI KB-TZ): Single Anchor Double Anchor Ref Attached 'HILT!' PROF1S calcs Ta,:= 1051•Ib Tad := 1107•Ib for t/&TValues Allowable Tension Force - Allowable Shear Face - Va, := 1466•Ib Vad := 1938•Ib DETERMINE ALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION: Single Anchor Double Anchor Allowable Tension Force - T„ := min(Ta, , V,,, Ra,) = 911.251b Tad := min(Tad, V,d , Rad) = 1107Ib Allowable Shear Force - Vas := min(Va, , Taa) = 492 Ib Vad := min(Vad , LA) = 984 Ib USE: HILTI KB-TZ ANCHOR (or equivalent) - 318" x 2" long anchor installed per the requirements of Hilti to fasten fixed shelving units to existing concerete slab. Use 114" dia. screw to fasten base to 14 GA shelf member. 9 ECLI PSE ENGINEERING VICTORIA'S SECRET #230 612/2014 TUKWILA, 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 = 3.5ft Depth of Shelving Unit- d = 4ft WORST CASE Number of Shelves - N = 13 Vertical Shelf Spacing- S = 10.in Height to Top Shelf Center of G - htop := Ht ham = 10 ft Height to Shelf Center of G - he :_ (N + 1) S ho = 5.8333 •ft 2 From Vertical Distribution of Seismic Face previously calculated - Contoling Load Cases - Weight of Rack and 67% of LL - W := (Wd + 0.67 • W1) • N W = 1.04 x 103 Ib Seismic Rack and 67% of LL - V := Vtd + 0.67 • Vd V = 216.09 Ib Ma := F1.0.0•S + F2.1.0•S + F3.2.0•S + F4.3.0•S + F5.4.0•S + F8•5.0•S + F7•6.0•S + F8•7.0•S Mb:= F9.8.0•S+ F10•9.0•S+ F11.10•S+ F12•11•S+ F13•12•S Overturning Rack and 67% of LL - Weight of Rack and 100% Top Shelf - Seismic Rack and 100% Top Shelf - Overturning Rack and 100% Top Shelf - Contoling Weight - Controling Shear - Contoling Momert - Tension Force on Column Anchor- perside of shelving unit Shear Force on Column Anchor - Wa := Wd • N + W1 Va := Vtd + F1 Ma := Vtd•hc + Fi•htup Wo := if(W > Wa, W, Wa) V,:=•nf(V>Va,V,Va) Mot := if(M > Ma , M , Ma) T := Mot — 0.60 . Wo d 2 M := Ma + Mb = 1500.65ft•Ib Wa = 574.89 Ib Va = 119.74Ib Ma = 750.56 ft•Ib We = 1037.49 Ib Vo = 216.09 Ib Mot= 1500.65ft•Ib T = 63.92Ib Tmax, := if(T < 0•Ib, 0•Ib, T) Tma = 63.921b Vc Vmax := 2 Vmax = 108.05 Ib USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) - USE 3/8" $ x 2" embed installed per the requirements of Hilti 5 �• 3 Combined Loading (Single Anchor 1 Screw) - Combined Loading (Single Anchor l Screw) - t C C S Tom" + Vma„ = 0.05 < 1.00 OKAY Tmax + Vma„ = 0.06 < 1.00 OKAY 2.0.7•Taa 2.0.7•Va, 1 0.7 Tad 1,i.o.7.vJad 10 ECLIPSE ENGINEERING VICTORIA'S SECRET #230 612/2014 TUKWILA, WA Rolf Armstrong, PE STEEL ANTI -TIP CUP AND ANTI -TIP TRACK DESIGN Tension (Upift) Force on each side - Connection from Shelf to Carriage =114" diameter bok through 14 ga. steel: Capacity of #12 screw (smaler than 114" diam. bok) in 16 ga. steel (thinner than 14 ga. posts and clips) - T := ;tax = 63.91b Z,:= 349•Ib if(T < 2.Z,, "(2) 1/4" Bolts are Adequate" , "No Good") = "(2) 1/4" Bolts are Adequate" Use 3116" Diameter anti -tip device for connection of carriage b track Yield Stress of Angle Steel - Fy := 36. ksi Thickness of Anti -tip Head - to := 0.090•in Width of Anti -tip Rod + Radus - br := 0.25•in Width of Anti -tip Head - ba := 0.490•in Width of Anti -tip Flange - La := ba — b` La = 0.12 . in 2 Tension Face per Flange leg- Ti := 0.5•T Ti = 31.96Ib Bending Moment an Leg- Mi := T� Mi = 0.16•ft•Ib 2 ba • tat Section Modulus of Leg- Si := SI = 0.001•in3 6 M Bending Stress on Leg - fb :_ 7 fb = 2.9. ksi ot Ratio of Alowable Loads - fb — 0.11 MUST BE LESS THAN 1.0 0.75• Fy Width of Anti -Tip track - L := 5.1 • in Thickness of Aluminum Track- tk = 0.33•in Average Thickness Spacing of Bolts - Sib = 22.5 • in L•tk2 Section Modulus of Track - Sr := — Sr = 0.0926 • in3 6 • Design Moment on Track- M := T Stb M = 14.98ft•Ib for continuous track section 8 Bending Stress on Track - fb := fb = 1.94• ksi St Allowable Stress of Aluminum - Ratio of Alowable Loads - Fb := 21•ksi fb•Fb 1 = 0.09 MUST BE LESS THAN 1.0 ANTI -TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE 11 :ECLIPSE ENGINEERING VICTORIA'S SECRET #230 61212014 TUKWILA, WA Rolf Armstrong, PE FIXED BEAM DESIGN: Double Rivet Low Profile Beam Design criteria: Steel Yield Stress - Fy = 36 • ksi Width of Rack - Live Load per shelf - Dead Load on Shelves - w = 3.5ft Wp wN :_ — 7.5•plf 2•max(w, d) w DL•min(w,d) — 4 375•plf dl �= 2 Modulus of Elasticity - Deplh of Rack - Live Load on Shelves - Minimum Dist Load Req'd - E = 2.9 x 104 • ksi d=4ft LL = 4.2857 • psf wy = wdi + WI = 11.875 • plf Tctal Point Load ® Center- P := Ws .= 30 Ib 2 Moments for Each Load - we•max(w, d)2 wemax(w, d)2 P•max(w, d) Mw := 12 — 15.833 ft•Ib MP := 12 + ( 8 I — 20.833 ft Ib Maximum Design Moment - M := max(Mp, Mw) = 20.833ft•Ib Lateral Moment from Post - M$ = 14.0472 ft•Ib page 4 of original calcs Shear for Each wn•max(w, d) Load - Vw 2 Maximum Design Shear - — 23.75Ib wdi max(w,d) p Vp 2 + 2 = 23.751b V := max(Vp , Vw) = 23.751b Allowable Shear Stress - F := 0.4. Fy = 14.4• ksi Allowable Bending Stress - Fb := 0.66.Fy = 23.76.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 - v f,, M + MS fb f,, := —= 0.095 • ksi — = 0.007 OK fb := — 4.271 • ksi — = 0.18 OK A F„ S Fb Deflections for Each - wd m(w.d)4 wdrmax(w,d)4 (P.max(wd)3') Ow :_ = 0.007.in Op :_ + — 0.011.in 384•E•I 384•E•I 192•E•I Total Load Deflection - A := max(,, A,,,,) = 0.011.in max(w, d) = 4490 OK Double Rivet Low Profile Beam is Adequate 12 Face on each connection point - Capacity per inch of embedment - Required Embedment - Fa Steel Studs: Pullout Capacity in 20 ga studs - per Scafco ECLIPSE VICTORIA'S SECRET #230 612/2014 ENGINEERING TUKWILA,WA Connection from Steel Racks to Wall Rolf Armstrong, PE Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height- hr = 60ft Height of Rack Attachments - zb := z + ht zb = loft At Top for fixed racks connected to walls Seismic Base Shear Factor- Vt := 0.4•ap•SDS 1 + 2 zti hVt = 0.324 r Shear Factor Boundaries - Seismic Coefficient - Number of Shelves - Weight per Shelf - Total Weight on Rack - Seismic Force at top and bottom - Connection at Top: Standard Stud Spacing - Width of Rack- Vtmin := 0.3•SpS•Ip Vt„„),:= 1.6•SDS•lb Vt := it(Vt > Vitus , Vtmax , 9d Vt :=(Vt < Vtmin , Vtmin , 9Vt = 0.324 N = 13 Wp = 60 Ib WT := 0.667.4. Pb 0.7•Vt•WT 2 Saud := 16.in w = 3.5ft Number of Connection Points - Na := max[2, (floor w ))] on each rack lSstud T„ Fc Nc Ws := 135.Ib Fc ds — Ws Vtmin = 0.292 Vtmax = 1.555 Vt = 0.324 WT = 431.85 Ib T„ = 48.97Ib N, = 2 F, = 24.49Ib ds = 0.181•in T20 := 84•Ib Fa #10 Screw- per Scafco MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS. EXPANSION BOLT IS ADEQUATE BY INSPECTION AT THE BASE 13 ,; ECLIPSE ENGINEERING VICTORIA'S SECRET #230 6/2/2014 TUKWILA, WA Rolf Armstrong, PE Pipp Mobile STEEL STORAGE RACK DESIGN 2012 IBC & 2013 CBC - 2208 & ASCE 7-10 - 15.5.3 Design Vertical Steel Posts at Each Comer : plf := Ib•ft 1 Shelving Dimensions: psf := lb•ft— 2 Total Height of Shelving Unit - ht := 10.00•ft pcf := lb•ft— 3 Width of Shelving Unit - w := 3.50•ft ksi := 1000-Ib•in 2 Depth of Shelving Unit- d := 2.2.00•ft kips := 1000•Ib Number of Shelves - N := 7 Vertical Shelf Spacing- S := 20.00•in Shelving Loads: Maximum Live Load on each shelf is 75 Ibs: Weight per shelf - Wg := 2.75•Ib Wp = 1501b Load in psf - LLi := . LLi = 10.7143 • psf wd Design Live Load on Shelf- LL := LLi LL = 10.7143•psf Dead Load on Shelf - 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- S,, := 0.04•in3 Moment of Inertia in x and y - Ix := 0.06•in4 Full Cross Sectional Area - Ap := 0.22•in2 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 Length cf Unbraced Post- Lx := S = 20•in Ly:= S = 20•in Lt:= S = 20•in Effective Length Factor - 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 Wp = 7.49• Ib Vertical DL on Post- Pd := DL•w•.125d•N + Wp Pd = 38.11lb Vertical LL on Post- P1 := LL•w•.125•d•N P1 = 131.251b Total Vertical Load on Post - Pp = Pd + PI Pp = 169.36 • Ib 14 ECLI PSE ENGINEERING VICTORIA'S SECRET #230 612/2014 TUKWILA, WA Rolf Armstrong, PE Floor Load Calculations : Weight of Mobie Carriage: Wu := 90•Ib Total Load on Each Unit: W := 8• Pp + Ws W = 1444.89 lb Area of Each Shelf Unit: Au := w•(d + 3in) A„ = 14.875 ft2 Fbor Load under Shelf: PSF := - PSF = 97•psf NOTE: SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING Find the Seismic Load using Full Design Live Load : ASCE-7 Seismic Design Procedure: Importance Factor- IE := 1.0 Determine Ss and Si from maps- Ss := 1.458 51:= 0.544 Determine the Site Class - Class D Determine Fa and Fv - Fa := 1.000 F„ := 1.500 Determine SMs and SM1_ SMs Fa•Ss SM1 Fv.Si SMs = 1.458 SM1 = 0.816 Determine Sps and SDI - SDs 3 • SMs SDI 3 SMi SDS = 0.972 SDI = 0.544 Structural System - Section 15.5.3 ASCE-7: 4. Steel Storage Racks Total Vertical LL Load on Shelf - Tctal Vertical DL Load on Shelf - R := 4.0 Rp := R WI:= LL•w•d Lto := 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 := 60.0•ft Height of Rack Attachment - z := 0•ft Cd := 3.5 Ip=1.0 WI = 1501b Wd = 43.561b (0-0" For Ground floor) 0.4-ap-Ste z Seismic Base Shear Factor- Vt := RP (1 + 2 hr Vt = 0.243 J Ip Shear Factor Boundaries - Vtmin 0.3•Sps•Ip Vtmax := 1.6•Sps•Ip Vt := if(Vt > Vtmax , Vilna , Vt) Vt := if(Vt < Vtmin Vtmin Vt) Vtmin = 0.292 Vtmax = 1.555 Vt = 0.292 15 ECLI PSE ENGINEERING Seismic Loads Continued : VICTORIA'S SECRET #230 6/2/2014 TUKWILA, WA Rolf Armstrong, PE Vt ASD, Shear may be reduced - V := = 0.208 p 1.4 Seismic DL Base Shear - Vtd := Vp • Wd • N = 63.5Ib DL Force per Shelf : Fd := VI) • Wd = 9.07Ib Seismic LL Base Shear - V0 := Vp • WI • N = 218.71b LL Force per Shelf : Ft := Vp • Wi = 31.24Ib 0.67' LL Force per Shelf: Fi•87:= 0.67•Vp•Wi = 20.931b Force Distribution per ASCE-7 Section 15.5.3.3: Operating Weight is one of Two Loading Conditions : Condtion #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 H2:= 0 H:= H1 + H2 H = 35ft Total Moment at Shelf Base - Mt := H • Wd + H • 0.67• Wi Mt = 5041.94 ft• Ib Vertical Distribution Factors for Each Shelf - Total Base Shear- Vtotat := Vtd + 0.67•Vtl Vtotw = 210.03 Ib Wd•0.0•S + Wt•0.67.0.0•S Wd•1.0•S + WI.0.67.1.0•S C1 := = 0 C2 :_ — = 0.048 Mt Mt F2 := C1•(Vtomt) = 0 F2 := C2•(Vt,6d) = 101b Wd•2.0•S + W1•0.67.2.0•S Wd•3.0•S + W1•0.67.3.0•S C3 :_ = 0.095 C4 :_ — 0.143 Mt Mt F3 := C3 • (Vt) = 20Ib F4 := C4 • (Vtotd) = 301b Wd•4.0•S + Wt. 0.67.4.0.S Wd•5.0•S + Wt•0.67.5.0•S C5 :_ = 0.19 C6 :_ — 0.238 Mt Mt F5 = C5•(Vtotat) = 40.01Ib Fe := C6•(Vtdtd) = 50.01Ib Wd•6.0•S + W1.0.67.6.0•S C7 := M — 0.286 t F7 := C7•(Vt) = 60.01lb C1+ C2+ C3+ C4+ C5+ C5 + C7 = 1 16 ECLIPSE ENGINEERING VICTORIA'S SECRET 1230 6/2/2014 TUKWILA, WA Rolf Armstrong, PE Force Distribution Continued : Condtion 12: Top Shelf Only Loaded to 100% of Live Weight Total Moment at Base of Shelf- Mta := (N — 1)•S•Wd + (N — 1)•S•Wi = 1936ft•Ib Total Base Shear- Vtutat2 := Vtd + Fi Vtdtte = 94.751b Wd•0.0•S + 0•Wr•0.0•S Wd•(N — 1)•S + W1•(N — 1)•S C� :_ — 0 Ctsa :_ — Mta Mta Fla :=c .(Vtt )=0 Ftsa := Ctsa•(Vtotal2) = 94.75Ib Condtion #1 Controls for Total Base Shear By Inspection, Face Distribution fa 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 sheMng rack system. Column Design in Short Direction : Ms := 8.2 •(Vrd + 1/0= 29.4ft•Ib Bending Stress on Column - 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 (Vtd + Vil) • S3 A:= — 0.1081•in 12.E•I, et:= 1•(N — 1) = 0.6487•in fys := Ms•Sj 1= 8.82•ksi S = 184.9726 Art := 0.05•hr = 6•in if(Ar < Da, "Deflection is Adequate" , "No Good") = "Deflection is Adequate" Moment at Rivet Connectiort: Shear on each rivet - dr:= 0.25.in Steel Stress on Rivet - 2 V� := Ms — 235.17 lb A� := d� - 0.0491 • in2 1.5.in 4 V f,,:= - = 4.79•ksi Af Allowable Stress on Ivet- Fr, := 0.4.80•ksi = 32•ksi RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST 17 :ECLIPSE ENGINEERING VICTORIA'S SECRET #230 6/2/2014 TUKWILA, WA Rolf Armstrong, PE Seismic Uplift on Shelves : Seismic Vertical Component: E„ := 0.2•Sps•(DL + LL) •w•d E„ = 35.9641b Vertical Dead Load of Shelf: D :_ (DL + LL) •w•d D = 185Ib Note: since the shelf LL is used to generate the seismic uplift force, it may also be used to caIcuIab the net upift bad. For an empty shelf, only the DL would be used, but the ratio of seismic upift wil be the same. Net Uplift Load on Shelf: Fu, := E„ — 0.6•D F„ = —75.0361b Note: This uplift bad is for the ful shelf. Each shelf wi be connected at each comer. Number of Shelf Comections: Nc := 4 Upift Force per Corner. F„ Fue Nc Fu,, = —18.759 Ib NOTE: Since the upift force is negative, a mechanical connection is not required. 18 t't1" ENGINEERING VICTORIA'S SECRET #230 6/2/2014 TUKWILA, WA Rolf Armstrong, PE Find Allowable Axial Load for Column : Allowable Budding Stresses - 2 try 'r • E — 158.06 • ksi Kx• Lx 2 rx Distance from Shear Center to CL of Web via X-axis t ho2 • bog 4•I, Distance From CL Web to Centroid - xc := 0.649•in — 0.5•t Distance From Shear Center xo := xo + ec to Centroid - Polar Radius of Gyration - ro := Jrx2 + ry2 + x02 Torsion Constant- J := 3 •(2•b03 + h•t3) Warping Constant- CW:= t•b •h 3•b•t+2•h•t 12 2 ( 6•b•t + h•t ) Shear Modulus - G := 11300 • ksi 1 Tr2•E•Cw Qt:= G J + A,•ro2 (Kt•4)2 .=1— (12 F�:= .L [(cTex + cr►) — J(cre + v�)2 — 4•p•Qex•Q] 2 Elastic Flexural Budding Stress - Allowable Compressive Stress - Factor of Safety for Axial Comp. - Fe := if(Fet < Qex , Fet , (rex) Qex := crwu = 158.06 • ksi e, = 1.2706 •in xo=0.6115•in xo = 1.8821 • in ro = 1.996•in J = 0.00063 . in4 C,N = 0.0339•in6 Qt = 35.8342 • ksi p = 0.1109 Fet = 29.7168. ksi Fe = 29.7168 • ksi F,, {F0 > Fy,F • 1— Fy ,Fe F„=23.8385.ksi 2 y 4•Fe tZo := 1.92 19 ECLIPSE ENGINEERING VICTORIA'S SECRET #230 6/2/2014 TUKWILA, WA Rolf Armstrong, PE Find Effective Area - Determine the Effective Width of Flange - Flat width of Flange - wf := b — 0.54 wf = 1.4625 • in Flange Plate Bucking Coefficient - kf := 0.43 Flange Slenderness Factor- := 1.052 wr Fn >4 = 0.8969 474 t E pf (1— 0.22) 1 pf = 0.8414 xf Effective Flange Width - be := `if(X > 0.673, pf•wf, wf) be = 1.2306 • in Determine Effective Width of Web - Flat width of Web - we, := h — t ww = 1.425 • in Web Plate Bucking Coefficient - k, := 0.43 Web Slenderness Factor- _ 1.052 ww Fn V"w t E 0.22 1 pw 1 %w %w Effective Web Width - he := if(X,„ > 0.673, pw.ww, ww) he = 1.2201 •in Effective Column Area- A, := t•(he + be) A, = 0.1838•in2 Nominal Column Capacity - P„ := Ae • Fn P„ = 43821b Allowable Column Capacity - P, := Pn Pe = 22821b Check Combined Stresses - IC2•E•Ix 4 Pcrx = Pax = 4.29 x 10 lb (Kx. Lx)2 Pcr Pax Pcr = 42932.78 Ib Magnification Factor- Cflo•P° := 1— a = 0.992 Cm := 0.85 Combined Stress: Pcr P00 Cm'fbx = 0.456 Fb•a a,,,, = 0.8739 pw = 0.8562 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 20 ECLIPSE ENGINEERING VICTORIA'S SECRET #230 612/2014 TUKWILA, WA Rolf Armstrong, PE STEEL BASE CLIP ANGLE DESIGN - A1018 PLATE STEEL Tension (Upift) Force at Caner. Thickness of Angle: Width of Angle Leg: T := 75-lb to := 0.075 in ba := 1.25•in Distance out to Tension Force: L := 0.75-in Design Moment on Angle: Allowable Bending Stress: Ukimate Tensoe Strength of Cip: Effective Net Area of the Cip: M := T.L = 4.6875ft•Ib Fb := 0.90•Fyp = 32.4•ksi Fup:= 65-ksi Veld Stress of := 36 ksi Angle Steel: m 14 ga Foot Plate Length of Angle Section: La := 1.375• in Section Modulus Z ba • tat — 0.0018 in3 of Angle Leg a := 4 Bending Stress fb := M = 32•ksi on Angle: Za Ratio of tb = 0 988 MUST BE LESS Allowable Loads: FbTHAN 1.00 the Clip:Agc := beta = 0.0938•in2 Gross Area of A,c := Age — [ta•(0.375•01 = 0.0656•in2 Limiting Tensile Strength of Cip: T„,„„ := min[(0.90• Fyp •Age) , (0.75• Fup•AeC)] = 3037.5 lb 14 GA. ANGLE CUP WILL DEFORM PRIOR TO ANCHOR PULLING OUT OF CONCRETE, BUT NOT WILL NOT TEAR COMPLETELY THROUGH, THEREFORE CLIPS ARE ADEQUATE. BEARING STRENGTH OF SCREW CONNECTIONS - AISC J7 Single Screw Double Screw Specified Yield Stress of Post - Fys := 36ksi Fyd := 36ksi Width of Screw - w,a := 0.25in wsd := 0.50in 14 GA Thickness - t„ := 0.075in tsd := 0.0755n Projected Bearing Area - Abs := wa,•tss = 0.0188 -in2 Abd := wad •t,d = 0.0375 •in2 Nominal Bearing Strength - Ru, := 1.8•Fys-Abs = 12151b R„ d := 1.8•Fyd •Abd = 24301b Omega for Bearing (ASD) S Phi for Bearing (LRFD)- fta := 2.0 kp, := 0.75 Allowable Bearing Strength - R88 := RNA), = 911.25 Ib Rad := R1(14a = 1822.5 Ib SCREW CONNECTION CAPACITIES (1/4" 4) SCREW IN 14 GA STEEL): Converted to LRFD for comparison to 'Hit? A.B. Single Screw Double Screw Allowable Tension - T$$:= S2$• (Oa •3281b Tad := its • 4:0a • 656Ib Ref Attached'Scafco' Table for V S T Values Allowable Shear- VV, := SZ8•4),•8661b Vac := as•4:0732Ib The allowable shear values for (1)1/4" dia. screw exceeds the allowable bearing strength of the connection. Therefore, bearing strength govems for screw connection capacity. 21 ECLIPSE ENGINEERING VICTORIA'S SECRET #230 612/2014 TUKWILA, WA Rolf Armstrong, PE BOLT CONNECTION CAPACITIES (3/8" DIA. x 2" HILTI KB-TZ): Single Anchor Double Anchor Ref Attached'HILTI' PROFIS calcs Allowable Tension Force - T, := 1051 • lb Tad := 1107.1b for V R T Values Allowable Shear Face - Ves := 1466•Ib Vad := 1938•Ib DETERMINEALLOWABLE TENSION/SHEAR FORCES FOR CONNECTION: Sirgle Anchor Dou61e Anchor Allowable Tension Force - Tfl8 := min(Tas , Vss, Ras) = 911.25 lb Tad := min(Tad , Vad , Rad) = 1107Ib Allowable Shear Face - Vas := min (Vas , Tss) = 4921b Vad := min(Vad , Tsd) = 984Ib USE: HILTI KB-TZ ANCHOR (or equivalent) - 318" x 2" long anchor installed per the requirements of Hilti to fasten fixed shelving units to existing concerete slab. Use 1J4" dia. screw to fasten base to 14 GA shelf member. 22 e'sECLIPSE ENGINEERING VICTORIA'S SECRET 1230 61212014 TUKWILA, WA STEEL STORAGE RACK DESIGN - cont'd Find Overturning Forces : Total Height of Shelving Unit - Ht := ht = 10 ft Depth of Shelving Unit- d = 4ft Number of Shelves - N = 7 Height to Top Shelf Center of G - htop := Ht Height to Shel Center of G - ho :_ (N + 1) S 2 From Vertical Distribution of Seismic Face previously calculaisd - Controlling Load Cases - Weight of Rack and 67% of LL - Seismic Rack and 67% of LL - Rolf Armstrong, PE Width of Shelving Unit - w = 3.5ft WORST CASE Vertical Shelf Spacing- S = 20.in htop = 10 ft W := (Wd + 0.67•W1)•N V := Vtd + 0.67•Vd he = 6.6667 •ft W= 1.01x 1031b V = 210.03 lb Ma := F1.0.0•S + F2.1.0•S + F3.2.0•S + F4.3.0•S + F5.4.0•S + F5.5.0•S + F7.6.0.S Mb := 0 Overturning Rack and 67% of LL - Weight of Rack and 100% Top Shelf - Seismic Rack and 100% Top Shelf - Overturring Rack and 100% Top Shelf - Controling Weight - Contoling Shear - Contoling Moment Tension Face on Coktmn Anchor - per side of shelving unit Shear Force on Column Anchor - Wa := Wd • N + W1 Va := Vtd + F1 Ma := Vtd•ho + Fi•htop Wo := if(W > Wa , W , Wa) Vo := if(V > Va , V, Va) mot := if(M > Ma , M , Ma) T := Mot — 0.60• Wo d 2 T„=:= if(T <0•Ib,0•Ib,T) Vc Vma„ • 2 M := Ma + Mb = 1516.9ft•Ib Wa = 454.89 lb Va = 94.751b Ma = 735.79ft. Ib W , = 1008.39 lb Vo = 210.03 lb Mot= 1516.9ft•Ib T = 76.711b Tmax = 76.71 Ib Vmax = 105.02 lb USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) - USE 3/8" 4 x 2" embed installed per the requirements of Hilti C• Combined Loading (Single Anchor / Screw) - Combined Loading (Single Anchor / Screw) - C Tom` + Vim" = 0.05 < 1.00 OKAY T + Vim` 0.06 < 1.00 OKAY 2.0.7•Tas 2.0.7•Vas 1.0.7•Tad 1 0.7 Vad 23 ECLIPSE ENGINEERING VICTORIA'S SECRET #230 6/2/2014 TUKWILA, WA Rolf Armstrong, PE STEEL ANTI -TIP CLIP AND ANTI -TIP TRACK DESIGN Tension (Uplift) Force an each side - Connection from Shelf to Carriage =1/4" diameter boft through 14 ga. steel: Capacity of #12 screw (smaller than 1/4" diam. bolt) in 16 ga. steel (thinner than 14 ga. posts and dips) - T := Trim = 76.7Ib Z, := 349•Ib if(T < 2•Z,, "(2) 1/4" Bolts are Adequate" , "No Good") = "(2) 1/4" Bolts are Adequate" Use 3/16" Diameter anti4ip device for connection of carriage b track Yield Stress of Angle Steel - Fy := 36. ksi Thickness of Anti -tip Head - to := 0.090•in Width of Anti -tip Rod + Radus - br := 0.25•in Width of Anti -tip Head - ba := 0.490•in Width of Anti -tip Flange - La := ba — br La = 0.12•in 2 Tension Face per Flange leg - Ti := 0.5•T Ti = 38.35Ib Ti. La Bending Moment on Leg- MI := MI = 0.19•ft•Ib 2 ba ta2 Section Modulus of Leg- Si := St = 0.001•in3 6 M Bending Stress on Leg - fb :_ fb = 3.48• ksi SI Ratio of Alowable Loads - fb — 0.13 MUST BE LESS THAN 1.0 0.75.Fy Width of Anti -Tip track - L := 5.1 • in Thickness of Aluminum Track- tt := 0.33•in Average Thickness Spacing of Bolts- SIb := 22.5•in L•tt2 Section Modulus of Track - Sr := — St = 0.0926 • in3 6 T • SIb Design Moment on Track- M := M = 17.98f1•Ib for continuous track section 8 Bending Stress on Track - fb := M fb = 2.33•ksi St Allowable Stress of Aluminum - Ratio of Alowable Loads - Fb := 21•ksi fb•Fe 1 = 0.11 MUST BE LESS THAN 1.0 ANTI -TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE 24 ECLIPSE ENGINEERING VICTORIA'S SECRET 1230 6/212014 TUKWILA, WA Rolf Armstrong, PE FIXED BEAM DESIGN: Double Hanger Bar Beam Design criteria: Steel Yield Stress- Fy = 36 • ksi Width of Rack - Live Load per shelf - Dead Load on Shelves - w = 3.5ft Wq = 18.75•plf 2•max(w, d) wdi:= 0.80•plf Point Loads on Beam - Moments for Each Load - we•max(w,d)2 wdi max(w,d)2 M,„ := 8 — 39.1 ft• Ib Ma := 8 + ( 4P max(w,d) ) = 76.6 ft Ib Maximum Design Moment- M := max(Mp, M,„) = 76.6ft•Ib Modulus of Elasticity - Depth of Rack - Live Load on Shelves - Minimum Dist Load Req'd - E = 2.9 x 104 • ksi d = 4ft LL = 10.7143 • psf Wy := WdI + WN = 19.55•plf Shear for Each Load - V,,:_ Wq P:=—=75Ib 2 we•max(w, d) wd,•max(w, d) p 2 = 39.1 Ib Vp := 2 + 2 = 39.1 Ib Maximum Design Allowable Shear Allowable Bending Shear - Stress- Stress - V := max(Vp , Vw) = 39.1 Ib F„ := 0.4Fy = 14.4•ksi Fb := 0.66.Fy = 23.76•ksi Section Properties: Hanger Bar Beam A := 0.233•in2 S := 0.066.in3 I := 0.041.in4 Actual Shear Stress - f f„:_ V = 0.168•ksi - = 0.012 A F„ Deflections for Each - Actual Bending Stress - f OK fb := M = 13.927 • ksi b = 0.586 S Fb 5•wtl•max(w, d)4 5•wdi•max(w, d)4 (P.mw,d)3 _:_ — 0.095•in O:_ +0.149 in 384 E I 384•E•I 48•E•1 Total Load Deflection - OK := max(Op , Ow) = 0.149•in max((w' d) — 322 OK Hanger Bar Beam is Adequate 25 ECLIPSE ENGINEERING VICTORIA'S SECRET #230 612/2014 TUKWILA, WA Rolf Armstrong, PE FIXED BEAM DESIGN: Double Rivet Low Profile Beam Design criteria: Steel Yield Stress - Fy = 36 • ksi Width of Rack - Total Load per Bar - Dead Load on Shelves- w = 3.5ft P1:= V = 39.1 Ib w :— DL•max(w, d) — 5 pf 2 Modulus of Elasticity - Depft of Rack - Live Load on Shelves - E= 2.9x 104•ksi d=4ft LL = 10.7143. psf Distance from End of min(w, d) = 1.1667ft Shelf to Point Load - ad = 3 wdi•min(w, d)2 Pr•ad Total Moments - M := 12 + C 2—l — 27.912ft•Ib Lateral Moment from Post - M$ = 29.3962 ft• Ib page 4 of original calcs wdi•min(w,d) 2•Ptl Total Shear- V :_ + — = 47.85Ib 2 2 Allowable Shear Stress - Allowable Bending Stress - F„ = 14.4•ksi Fb = 23.76•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 - v fv M + MS fb f,, := — = 0.191 • ksi — = 0.013 OK fb := = 7.017• ksi — = 0.295 OK A F„ S Fb Total Load Deflection - 0 := wdi•min(w, d)4 + P .atl•[3•(min(w, d)2) — 4•atl2] 384•E•I 96•E•I — 0.014•in Double Rivet Low Profile Beam is Adequate min(w, d) = 3016 OK 0 26 ECLIPSE ENGINEERING VICTORIA'S SECRET #230 612/2014 Connection from Steel Racks to Wall TUKWILA, WA 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 S half - Total Weight on Rack - Seismic Force at top and bottom - Connection at Top: Standard Stud Spadng - Width of Rack - Number of Connection Points - on each rack Force on each connecion point - Capacity per inch of embedment - Required Embedment- For Steel Studs: Pulout Capacity in 20 ga studs - per Scafco Rolf Armstrong, PE hr = 60ft zb := z + ht zb = 10 ft At Top for bred racks connected to wails 0.4•ap•Sps zb Rp Vt:= 1+2•h Vt=0.324 r Ip Vtmin := 0.3•Sim •IP Vt,„, := 1.6•Sps•Ip Vt := if(Vt > Vtmax , Va„ax , Vt) Vt := if(Vt < Vtmin , Vtmin , Vt) Vt = 0.324 N=7 W4 = 1501b WT:= 0.667.4-Pp 0.7.Vt•WT 2 Ti, := Sand := 16.in w = 3.5ft Nc := maxr2, (floor( Slaw lll T„ Fc• — c Ws := 135.Ib in Fc ds — Ws Vt„q„ = 0.292 Vtmax = 1.555 Vt = 0.324 WT = 451.86 lb T„ = 51.24Ib Nc = 2 Fc = 25.62Ib ds = 0.19•in Teo := 84.1b For #10 Screw- per Scafco MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS. EXPANSION BOLT IS ADEQUATE BY INSPECTION AT THE BASE 27 E li se Engineering, Inc. VICTORIA'S SECRET #230 hi Design Maps Summary Report Ring Engineers TUKWILA, WA User -Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.45858°N, 122.26123°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output SS = 1.458 g S1 = 0.544 g SMS = 1.458 g SM1 = 0.816 g Sps = 0.972 g SD1 = 0.544 g 06/02/2014 MLG 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 a 0.50 0.75 0.60 0.45 0.30 0.15 0.00 0.00 MCER Response Spectrum 1.10 1.00 0.50 0.O0 0.70 • 0.60 h 0.50 0.40 0.30 0.20 0.10 0.00 0.20 0.40 0.60 0.10 1.00 1.20 1.40 1.60 1.10 2.00 0.00 0.20 0.40 0.60 0.10 1.00 1.20 1.40 1.60 1.10 Period. T ( sec) Period. T ( sec) Design Response Spectrum 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 knowledge. Consulting Engineers Screw and Wells! Capacities TUKWILA, WA Screw Capacities Table Notes 1. Capacities based on section E4 of the AISI S100. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. Tabulated values assume two sheets of equal thickness are connected. 3. Capacities are based on Allowable Strength Design (ASD) and include safety factor of 3.0. 4. Where multiple fasteners are used, screws are assumed to have a center -to -center spacing of at (east 3 times the nominal diameter (d). 5. Screws are assumed to have a center -of -screw to edge -of -steel dimension of at (east 1.5 times the nominal diameter (d) of the screw. 6. Pull-out capacity is based on the lesser of pull-out capacity In sheet closest to screw tip or tension strength of screw, 7. Pull -over capacity is based on the lesser of pull -over capacity for sheet closest to screw header, or tension strength of screw. 8. Values are for pure shear or tension loads. See AISI section E4.5 for combined shear and pull -over. 9. Screw Shear (Pss), tension (Pts), diameter and head diameter are from CFSEI Tech Note (F701-12). 10. Screw shear strength is the average value, and tension strength is the lowest value listed in CFSEI Tech Note (F701-12), 11. Higher values for screw strength (Pss, Pts), may be obtained by specifying screws from a specific manufacturer. Allowable ier Screw Connection Capacity (Ibs) '}fl OS Screw S1011i1aW t 12 Screw Y." Screw Dmkm" Design YM pis) Thickness (kWd(nes)0138"dla, ' TeUe (Pss■6436e,'Pti*419Mal +ua. (Pew 127504,Pts'6 - 0.1641 arrl#oika;,, $I ) TOP. 1 -o ffda fb,Ptp-1158Ih(Ps-2330Jga,Pte.1 l 326ib' .,a$e=040'4`10d )be, it of 04 . 441 ` u Shear Pull -Out Pull -Over Sheer Pull -put PuII.Over Shur Pull -Out Pull -Over Shear Pull -Out Put -Over Shur Pull -Out . er 18 0.01:c 33 27 , 0 0283 33 30 0.0312 33 33 33 ' 33 33 44 82 95 24 , 87 40 84 127 140 48 89 103 29 43 48 84 127 140 52 98 111 33 50 55 105 189 175 56 102 118 38 57 63 105 169 175 80 110 127 44 66 73 127 191 211 0.4648 33 43 0.0451 33 45 45 151 214 81 79 140 140 184 244 72 94 195 195 177 263 84 109 265 345 188 280 95 124 285 345 203 302 110 318 54 00596 60 68 0.0713 50 97 01017 50 118 0.1242 50 66 65 '' 85 65 - 214 214 214 214 140 140 140 140 140 140 140 140 428 426 428 426 171 195 195 _ 195 195 195 195 196 534 548 548 548 198 249 358 388 386 386 386 388 569 777 777 777 225 284 406 494 625 775 775 775 B13 888 1,018 1,018 144 261 328 488 572 415 752 948 1,067 _ 1,067 Weld Capacities Table Notes 1. Capacities based on section E2.4 (for fillet welds) and E2.5 (for flare groove welds) of the AISI S100 Specification. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. 3. Capacities are based on Allowable Strength Design (ASD). 4. Weld capacities are based on E60 electrodes. For material thinner than 68 mil, 0.030" to 0.035" diameter wire electrodes may provide best results. 5. Longitudinal capacity is considered to be loading in the direction of the length of the weld. 6. For flare groove welds, the effective throat of weld is conservatively assumed to be less than 2t. 7. For longitudinal fillet welds, a minimum value of EQ E2.4-1, E2.4-2 and E2.4-4 was used. 8. For transverse fillet welds, a minimum value of EQ E2.4-3 and E2.4-4 was used. 9. For longitudinal flare groove welds, a minimum value of EQ E2.5-2 and E2.5-3 was used. Allowable Weld Capacity (Ibs / in) Thickness (INWr► 43 54 88 864 1566 - - 1972 1269 Weld capacity for material bh/ckness greater than 0.10 `requires engineering judgment to determine leg o7 weds, W and W . • t bn tudUlat ''' ' Tray rlOrtre 0.0451 33 45 498 0.0566 50 55 905 0.0713 50 65 1140 0.1017 50 655 1289 Rare GroovsYVNds Ln1>ptludri(jd 'ttrb 544 985 1241 883 1202 1514 una ..Aww C Eclipse Engineering, Inc. VICTORIA'S SECRET #230 Company: Specifier: Address: Phone I Fax: E-Mail: Consulting Engineers TUKWILA, WA 1■■111` rl 06/02/2014 MLG www.hilti.us Profis Anchor 2.4.6 ECLIPSE ENGINEERING, INC. 541-389-96591 Specifiers comments: Page: Project: Sub -Project I Pos. No.: Date: 1 5/27/2014 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2) Effective embedment depth: hetes, = 2.000 in., h„o,,, = 2.313 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/2013 15/1/2015 Proof: design method ACI 318-11 / Mech. Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, fo' = 2500 psi; h = 4.000 in. Installation: hammer drilled hole, installation condition: dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (D.3.3.4.3 (b)) Shear load: yes (D.3.3.5.3 (a)) Geometry [in.] & Loading [Ib, in.1b] §f Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Eclipse Engineering, Inc. VICTORIA'S SECRET #230 Consulting Engineers TUKWILA, WA 1■■11`T1 06/0212014 MLG www.hilti.us Profis Anchor 2.4.6 ECLIPSE ENGINEERING, INC. 2 Company: Specifier: Address: Phone I Fax: E-Mail: 541-389-9659i Page: Project: Sub -Project I Pos. No.: Date: 5/27/2014 2 Proof I Utilization (Governing Cases) Design values pb] Utilization Loading Proof Load Capacity P / iv t%I Status Tension Pullout Strength 300 1107 28 / - OK Shear Steel Strength 200 1466 - / 14 OK Loading PR P Utilization j ,v (%J Status Combined tension and shear loads 0.271 0.136 5/3 15 OK 3 Warnings • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilts products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and deared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003.2009 Hilti AG, FL-9494 Schaan Hilts is a registered Trademark of HBO AG, Schaan Eclipse Engineering, Inc. VICTORIA'S SECRET #230 Consulting Engineers TUKWILA, WA 06102/2014 MLG www.hilti.us Profis Anchor 2.4.6 Company: Specifier: Address: Phone I Fax: E-Mail: Specifier's comments: ECLIPSE ENGINEERING, INC. 541-389-96591 Page: Project: Sub -Project I Pos. No.: Date: 1 5/27/2014 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2) Effective embedment depth: hafact = 2.000 in., hnom = 2.313 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/2013 5/1/2015 Proof: design method ACI 318-11 / Mech. Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.074 in. Anchor plate: Ix x ly x t = 3.000 in. x 6.500 in. x 0.074 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, fc' = 2500 psi; h = 4.000 in. Installation: hammer drilled hole, installation condition: dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (D.3.3.4.3 (b)) Shear load: yes (D.3.3.5.3 (a)) Geometry [in.] & Loading [lb, in.Ib] g1 0 5,5 0 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Eclipse Engineering, Inc. VICTORIA'S SECRET #230 0610212014 Consulting Engineers TUKWILA, WA 1-111.17'1 MLG www.hlw.us Profis Anchor 2.4.6 ECLIPSE ENGINEERING, INC. 2 Company: Specifier: Address: Phone I Fax: E-Mail: 541-389-9659 i Page: Project: Sub -Project I Pos. No.: Date: 5/27/2014 2 Proof I Utilization (Governing Cases) Design values obi Utilization Loading Proof Load Capacity PN I Pi (%] Status Tension Pullout Strength 150 1107 14 / - OK Shear Concrete edge failure in direction x+ 200 1966 - / 11 OK Loading Pri Pv C Utilization fiti,v i%] Status Combined tension and shear loads 0.140 0.102 5/3 6 OK 3 Warnings • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Mchor ( c ) 2003-2009 Hilt AG, FL-9494 Schap Hilt is a registered Trademark of Hilti AG, Schrum Eclipse Engineering, Inc. VICTORIA'S SECRET #230 Consulting Engineers TUKWILA, WA 06102/2014 MLG www.hilti.us Profis Anchor 2.4.6 Company: Specifier: Address: Phone I Fax: E-Mail: Specifiers comments: ECLIPSE ENGINEERING, INC. 541-389-9659 I Page: Project: Sub -Project I Pos. No.: Date: 1 5/27/2014 1 Input data Anchor type and diameter: KWIK HUS-EZ (KH-EZ) 3/8 (2 1/2)eVeWel Effective embedment depth: hofaot = 1.860 in., hnom = 2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 8/1/2012 1 12/1/2013 Proof: design method ACI 318-11 / Mech. Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, fc' = 2500 psi; h = 4.000 in. Installation: hammer drilled hole, installation condition: dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (D.3.3.4.3 (b)) Shear load: yes (D.3.3.5.3 (a)) Geometry [in.] & Loading [Ib, in.Ib] 6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Eclipse Engineering, Inc. VICTORIA'S SECRET #230 06/0212014 Consulting Engineers TUKWILA, WA 1■■1I MTI MLG www.hilti.us Profts Anchor 2.4.6 ECLIPSE ENGINEERING, INC. 2 Company: Specifier: Address: Phone I Fax: E-Mail: 541-389-96591 Page: Project: Sub -Project I Pos. No.: Date: 5/27/2014 2 Proof I Utilization (Governing Cases) Design values pb] Utilization Loading Proof Load Capacity ow / IN, [%] Status Tension Concrete Breakout Strength 300 1051 29 / - OK Shear Pryout Strength 200 1509 - / 14 OK Loading Iv Utilization fIN,v [%J Status Combined tension and shear loads 0.285 0.133 5 3 16 OK 3 Warnings • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concem solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and deared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for ptausibinyl PROFIS Anchor ( c ) 2003-2009 HIM AG, FL-9494 Schwan HIM is a registered Trademark of Hilti AG, Schwan Eclipse Engineering, Inc. VICTORIA'S SECRET #230 Company: Specifier: Address: Phone I Fax: E-Mail: Consulting Engineers TUKWILA, WA www.hlltl.us Profis Anchor 2.4.6 ECLIPSE ENGINEERING Page: 1 Project: Sub -Project I Pos. No.: 541-389-9659I Date: 5/27/2014 Specifier's comments: 1 Input data Anchor type and diameter: KWIK HUS-EZ (KH-EZ) 3/8 (2 1/2) Effective embedment depth: hef,act = 1.860 in., h om = 2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 8/1/2012 112/1/2013 Proof: design method ACI 318-11 / Mech. Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.074 in. Anchor plate: Ix x ly x t = 3.000 in. x 7.000 in. x 0.074 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, fc' = 2500 psi; h = 4.000 in. Installation: hammer drilled hole, installation condition: dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (D.3.3.4.3 (b)) Shear load: yes (D.3.3.5.3 (a)) Geometry [In.] & Loading [Ib, In.Ib] Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Eclipse Engineering, Inc. VICTORIA'S SECRET #230 Consulting Engineers TUKWILA, WA www.hlltLus Profis Anchor 2.4.6 ECLIPSE ENGINEERING Page: 2 Project: Sub -Project I Pos. No.: 541-389-9659 i Date: Company: Specifier: Address: Phone I Fax: E-Mail: 5/27/2014 2 Proof I Utilization (Governing Cases) Design values pi Utilization Loading Proof Load Capacity l Pv IX] Status Tension Concrete Breakout Strength 300 1993 16 / - OK Shear Concrete edge failure in direction x+ 200 1938 - / 11 OK Loading PNpv Utilization !INN IX] Status Combined tension and shear loads 0.151 0.103 5/3 7 OK 3 Warnings • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concem solely the use of Hilt products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take 9ll necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilt will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilt is a registered Trademark of Hilti AG, Schwan PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0174 PROJECT NAME: VICTORIA'S SECRET DATE: 06/10/2014 SITE ADDRESS: 230 SOUTHCENTER MALL X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: P1, •'(9 Building Division Public Works ❑ AV oco'i� Fire Prevention EN Planning Division Structural Permit Coordinator C PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 06/12/14 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required n (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 07/10/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PINNACLE CONSTRUCTION INC Page 1 of 3 Washington State Department of Labor & Industries PINNACLE CONSTRUCTION INC Owner or tradesperson ESTERLING, VONNIE RAE Principals ESTERLING, VONNIE RAE, PRESIDENT Doing business as PINNACLE CONSTRUCTION INC P.O. BOX 368 GLENWOOD, IA 51534 712-527-9745 WA UBI No. Business type 601 744 941 Corporation Parent company PINNACLE CONSTRUCTION INC. License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. PI N NACI941 K3 Effective — expiration 05/31/2006— 07/19/2016 Bond MERCHANTS BONDING CO (MUTUAL) $12,000.00 Bond account no. WA16600 Received by L&I Effective date 05/31/2006 05/26/2006 Expiration date Until Canceled Insurance Employers Mutual Casualty Co $1,000,000.00 Policy no. 1D24213 Received by L&I Effective date https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601744941 &LIC=PINNACI941 K3&SAW= 08/04/2014