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Home My WebLink AboutPermit D13-039 - CHILDREN'S PLACE - TENANT IMPROVEMENTCHILDREN'S PLACE 1026 SOUTHCENTER MALL D13-039 e) City Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431-3670 Inspection Request Line: 206-431-2451 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No.: 9202470010 Address: 1026 SOUTHCENTER MALL TUKW Suite No: Project Name: CHILDREN'S PLACE Permit Number: Issue Date: Permit Expires On: D13-039 0$17-111 Owner: Name: WESTFIELD PROPERTY TAX DEPT Address: PO BOX 130940 , CARLSBAD CA 92013 Contact Person: Name: MARC DELSMAN Address: 10505 CORPORATE DR , PLEASANT PRAIRIE WI 53158 Contractor: Name: LAKEVIEW CONSTRUCTION INC Address: PO BOX 308 , PLEASANT PRAIRIE, WI 53158 Contractor License No: LAKEVCI072KC Lender: Name: Address: Phone: 262-857-3336 Phone: 414 657-4222 Expiration Date: 01/13/2015 DESCRIPTION OF WORK: INSTALLATION OF STEEL STORAGE RACKS Value of Construction: $0.00 Fees Collected: $143.10 Type of Fire Protection: SPRINKLERS/AFA International Building Code Edition: 2009 Type of Construction: II -B Occupancy per IBC: 0019 Electrical Service Provided by: PUGET SOUND ENERGY **continued on next page** doc: IBC -7/10 D13-039 Printed: 02-26-2013 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Size (Inches): 0 Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non -Profit: N Water Main Extension: Private: Public: Water Meter: Permit Center Authorized Signature: N Date: 2 W — /5 I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of ork. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. / Signature: Date: Print Name: 3 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING DEPARTMENT CONDITIONS*** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 5: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. doc: IBC -7/10 D13-039 Printed: 02-26-2013 6: Manufacturers installation instructions sle available on the job site at the time of ins on. 7: 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. 8: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 9: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. doc: IBC -7/10 D13-039 Printed: 02-26-2013 'ciTT O.F: TUKWILA coluni DOdopniatt.Deliaitment Pug; frwki.Pepartinent rennf COW: 6300 Southcenter 131rd..Sidle 100 Tukwila, 1Y.1 98188 Building Permit ko. I 3706 . Project NO.•": "-: • . s . Date Application Accepted: I 13 Dale Application Expires: (For office use ride/ CONSTRUCTTON PERMIT A.PPLIcATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the Mail or by fax. **Please Print* SITE LOCATION Site Address: 1026 Southcenter Blve Tenant Name, 'The Children's Place King:Co Assessor's Tax No.: Suite Number: Floor: New Tenant: VI..—Yes PROPERTY OWNER Naine: PIRAC DIIIitzt." Name: Westfeild Properties cit3'. PI aer.,t-t, PriisME w I za tsg Address: PO box 130940 Email: 8-14.-ec tvco,vsreitcr4au alY: Carlsbad State: CA ZIP92013 CONTACT PERSON — pason riceivini ail pinker commtmkation. • Naine: PIRAC DIIIitzt." .Address: a5-0.--.' 6 0:v1e/we 41,—. cit3'. PI aer.,t-t, PriisME w I za tsg , Phb"e:026 A- '57 ..433 4a'a t?'":7 -3 ii -174 Email: 8-14.-ec tvco,vsreitcr4au GENERAL CONTRACTOR INFORMATION Company Name. LalieView Construction fnc. . Address: 10505 Corporate Drive Suite 200 C1tY: 'Pleasant Praide stiae: WI Zip: 53158. Phone : (262) 857-3336 Fax: (264,857-3424 ContrRetZo.: . ExP Date: — ------ --.- . 1,..:tvila Business Licelj)e lo,: 13?"6. _ 0 91 q os -s- 55 Ii4plattridpa.4401.4210ACWall .4e#*...qtAS1.4'-"it *OWE MOstaii ARCHITECT OFRECORD ' ' • ' : . CortWanY Name: ARC Vision Architect Name Lame Johnson Address: 1950 Craig road . CitY: St Louis State:1140ZliP: 63146 Phone (314) 415-2400 Fax (314) iii..-?icia Elail: Ljohnsonqarcv.corn ,F.NCINEER OF RECORD C4r.uP"r1147"e:Eclipse.Fpi.1841g0118: T.rigineql‘4101m.Rolt Armstrong Address : 155 it,AVE.SUITE:A City BEND state, OR ZIp.: 97701 Phone 0111. 389 9659 Fx.: (5103127-8708 . • :1);"' -At \IVW•gOLTPSE-ENGZIEBRINOPO4 :LENDER/BOND ISSUED (required for projects S5,000 or 1,7eater per RCW 19.27.095) Name: 4drIms: . City: State: Zip; !'s !'°t BUILDING PERMIT INFORMATION -.i.-2.0f;431-3470 / Valuation orProjed (contractor's bid price): $ 000. 00 Describe the scope of work (pica= provide detailed information): INSTALLATION OF STEEL STORAGE RACKS Existing Building Vibration: S Will therebe new. reek storage? 0.._.Yes a -No Jfyes, a separate:permit. furl Plan submittal Will be required: Provide All Building Areas in Square rootagelte.low Existina interior Itanntiel • Addition to Es:Lydon': • 'Stitiettim kw Cnrisbuitimi per IBC Type of Occupancy per IBC 14 F. iliOr .• • 2' Floor 31' Floor • Hums Basement ' • Aec!4sciTY sfructwe Annehed Garage Detached Garage Attached Carron Deta.eited Carport ' Covered Deck Uncovered Deck PLANNING DIVISION: Single familv. building footprint (area of the foanclutino of all structures, plus any decks over Di indies arid Overfierigsireater dim 18 inches) "ForwsnrydnulIing, pnividethe Lot (sr' ft): Floor aito of principal &thine: Fraafaecsohelling ry "Provide documentation that show* that the Principal Owner lives In one of the dwellings ascus or her primary lioNci*: • Nurither of Parking Shills Provided: Stumhud: Compact: • • HandicapWIII there be a change in use? -0 Yes ---NO If 'yes"XvPlain: FIRE PROTECTIONMAZAJIDOTIS NIATER I ALS: 114::::SpriniderS Alarm0 0 Other (OecilA • Willi Mein storage or useof flammable, combustible or limuudnts imateriali in the building? a.....Yes 1;..aNlo If 'yes. attach RV Vag:think Old ;sitirage'lacalfrau an a separate 4.-I12"x 1.1^ paper hiCht4lagattitatittei thzrMtukrial SafoyData Sheet:. SEPTIC SYSTEM Ia.—On-site Seigle System ,For on-site septicSystem. provide Z.A•Pitz ofacurrent septic design approved by icin8.cnnitty Health . permment. ItAppOistasferaiihiatiskvii Os, ki.s.k,311:404snoalircreis 141141%;64 Rev6.1 • 3.9.1 Lams Remo!: Airs. Mt I. Page 2 ofd i.. PERiMIJT AP?J.1CATIO0N NOTES Yatue of Construction —.in ali'tascs, a value otconstruction amount should be entered bye the appdeant. This figure will be reviewed and is subject to possibhireeisian by thePenpit.Ocnter In comply` with cui ent fee schedulev. L• xpiralion of Plan Rericw—Applications for which no permit is issued .within 130 daysIbilouing the date orapplication shall expite by limitation. The Building Official niay grant one or more extensions of lime fur additional l periods nal e.m;ceding 90 days each. The extension shall he requested in Writing gild justifiabk cause demonstrated. Section 105.12 International. Building Code (current edition). I IIEREBY.CERTIFY TIIAT I.HAVE REAL) AND LaXAMINII 71115 APPLICATION AND KNOW TIIE SAME TO BE TRUE UNDER PENALTY OI PERJURY -BY THE LAWS OF THE STATE OF WAS I11NOTON,.AND l AMAUTIiORIZED TO APPLY FOR THIS PERMIT. MALDuGOWY'. f.0 e.t ;.�� n. "tom Siena / �` Date: dZ4 j!/ O/ Print Name: C/ d' `> .K7/!�/ ,` 'j Da}�T[e .twone �� 6��0114 / �<j (5q• Spee r ivlailine Address:/g• O$r41. Iirtycls,uM.Fwe,vtr�Ucnte'r,;oeL.tlbti ... . acpi?leadt'an!e hrl!udesR�ai:,gt-461t;dwz, Nedtd 'meet 2(111 tp rase3 of4 i • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov RECEIPT Parcel No.: 9202470010 Permit Number: D13-039 Address: 1026 SOUTHCENTER MALL TUKW Status: PENDING Suite No: Applied Date: 02/01/2013 Applicant: CHILDREN'S PLACE Issue Date: Receipt No.: R13-00690 Payment Amount: $143.10 Initials: WER Payment Date: 02/01/2013 01:30 PM User ID: 1655 Balance: $0.00 Payee: CLYDE SMITH TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 021230 ACCOUNT ITEM LIST: Description 143.10 Account Code Current Pmts BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE 000.322.100 000.345.830 640.237.114 Total: $143.10 84.00 54.60 4.50 _ _ 0..../,,.1• /)') Al q/11 '2 INSPECTION RECORD Retain a copy with permit 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 ..t.) r3 --03 1 Project: ( ` /� , (r f e -k 5 f t' `�,t Type f -Inspection: (� s ' 1 ', AJ .lam �� Add(0--/_ tt �J �U _ A4`_L / 1� Date Called: Special Instructions: Date Wanted:3 a %, Requester: Phong No• r6_(ag`/ -O4 ( Approved per applicable codes. a Corrections required prior to approval. COMMENTS: InSpr CLOg r: n v A 14,p n REINSPECTION FEE REQUIRED: Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date -1. /3 3 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit P13-03'1 arc' /3- F-o3g PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: 61-,,Idfch.s F)6« Type of Inspection: PAiAfpc,G,, f r-is Address: f a(0 Sc._ MG I I Suite #: Contact Person: Special Instructions: Phone No.: /Approved per applicable codes. Corrections required prior to approval. • COMMENTS: Sprinklers: \ I FA F-,,,,1 Ok YHoo Mc - k F I Ok i &'Duct: N Monitor: CT -LA -14 Pre- ire:,, Permits: Occup4kcy`1 Ype: /14 -- Needs Shift Inspection: `r' Sprinklers: \ I Fire Alarm: YHoo i &'Duct: N Monitor: CT -LA -14 Pre- ire:,, Permits: Occup4kcy`1 Ype: /14 -- Inspector: _ __ jef: - x I $100.00 REINSPECTION FEE REQUIRED. 'Yob 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 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project:.T ON 1 I d C--er`-) P c..R., Hood & Duct: e of Inspection: 3/44 Address: /ba e, Suite #: S L r- e— Contact Person: Special Instructions: 1c), o ,v Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: -- Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: . %- • NO 1c), o ,v sex -e.. Needs Shift Inspection: Sprinklers: Fire Alarm: -- Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 4M- -- Date: 3/'?/ .3 Hrs.: L _, $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 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing PROPRIETARY ANCHOR MECHANICAL INSPECTION REPORT Job Number: 13-0128 RECEIVED MAP 25 2013 I, ai Report Number: 132582 Permit Number: D13-039 Project: Children's Place Address: 1026 Southcenter Mall, Tukwila Inspector: Mike Preciado Client: Lakeview Construction, Inc. Address: 10505 Corporate Drive, Pleasant Prairie, WI Date: 03/01/2013 RECEIVED Description/Location: On site for inspection of bolts for racking system, bolts were installed per approved c 1W OF TUKWILA APR 032013 Building Code & Year: 2009 IBC Intended Use: Racking_ system_ Reference Standard(s) Used: Copies to: X Client X Engineer Owner X Contractor Architect X Building Dept. Others omments Technical Responsibility: Conforms X Does Not Conform Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN -87-01 (Rev 7/09) Anchor Size & Quantity: k U MIT CENTER Anchor Type: ./ Expansion • Screw • Sleeve I Drop In ESR Number: 1917 Anchor Manufacturer: Hilti TZ anchors Hole Diameter: 3/8" Hole Depth: 3" Required Embedment: 2" Anchor Length: 3" Concrete Thickness: Existing - 4" Concrete Strength: Unknown Base Material: ./ Normal Weight Concrete ■ Light Weight Concrete I CMU ■ Brick ■ Composite Deck Hole Cleaning: ►/ Compressed Air ■ Hand Pump • Other: ORA Torque Wrench ID: ORA6039 Torque: 25 ft -lbs Drill Bit (ANSI B212.15): I Yes Al No Weather: Indoors Ambient Temperature: 75°F Reference Standard(s) Used: Copies to: X Client X Engineer Owner X Contractor Architect X Building Dept. Others omments Technical Responsibility: Conforms X Does Not Conform Jeff Rabe, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN -87-01 (Rev 7/09) ECLIPSE --- ENGINEERING INC. FILE if PY Structural Calculations Steel Storage Racks By Pipp Mobile Storage Systems, Inc. PIPP P.O. #098418 5.0. #292941 The Children's Place #1322 Southcenter Mall 2800 Southcenter Mall - Space #155 Tukwila, Washington 98188 Prepared For: Pipp Mobile Storage Systems, Inc 2966 Wilson Drive NW Walker, MI 49544 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 21 2013 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 0 1 2013 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 2009 International Building Code. These storage racks are not accessible to the general public. S 155 NE REVERE AVENUE, SUITE A, BEND, OR 97701 0� �'�� PHONE: (541) 389-9659 FAX (541) 312-8708 I�.1� ��-U WWW.ECLIPSE-ENGINEERING.COMS \SR��UT1 CN N D 13639 Eclipse Engineering, Inc. THE CHILDRENS PLACE #1322 1/24/2013 Consulting Engineers TUKWILA, WA Pipp Mobile STEEL STORAGE RACK DESIGN 2009 IBC & 2010 CBC - 2208 & ASCE 7-05 - 15.5.3 Design Vertical Steel Posts at Each Corner : Shelving Dimensions: Total Height of Shelving Unit - Width of Shelving Unit - Depth of Shelving Unit - Number of Shelves - Vertical Shelf Spacing - ht:= 10.00•ft w := 4.00.ft d := 2•(1.333•ft) = 2.666ft N := 9 S:= 15.00•in Shelving Loads: Maximum Live Load on each shelf is 50 lbs: Weight per shelf - Load in psf - Design Live Load on Shelf - Dead Load on Shelf - Section Properties of 3/4" Modulus of Elasticity of Steel - Steel Yield Stress - Physical Dimensions of Channel : Channel Width - out -to -out - Channel Depth - out -to -out - Radius at Corners - Channel Thickness - Channel Width - CL - to - CL - Channel Height - CL - to - CL - Radius of Gyration in x and y - Section Modulus in x and y - Moment of Inertia in x and y - Full Cross Sectional Area - Length of Unbraced Post - Effective Length Factor - Wu := 2•(50•Ib) Wtj LL; := w.d Rolf Armstrong, PE kips:= 1000 -lb plf := Ib•ft 1 psf := lb -ft- 2 pcf := lb -ft- 3 psi := lb -in- 2 ksi := 1000 -lb in- 2 Wtj = 10Olb LLj = 9.3773 •psf LL := LLj LL = 9.3773 •psf DL:= 1.50•psf x 1 9/16" x 16 Gauge Steel Channel : E := 29000•ksi Fy:= 33•ksi b:= 1.5625•in h := 0.75•in R�:= 0.188•in t := 0.0593•in 16 Gauge bc:= b -0.5•t hc:= h - t r,:= 0.4982•in S,:= 0.06141n3 IX:= 0.05571n4 Ap := 0.2246•in2 Lx:=S=15•in KX := 1.0 be = 1.5329•in [lc = 0.6907•in ry:= 0.3239.in Sy := 0.0628413 Ir .= 0.02361n4 Ly:= S= 15•in KY := 1.0 Lt:= S = 15•in Kt := 1.0 1 Eclipse Engineering, Inc. THE CHILDRENS PLACE #1322 1/24/2013 Consulting Engineers Section Properties Continued: Density of Steel - Weight of Post - Vertical DL on Post - Vertical LL on Post - Total Vertical Load on Post - Floor Load Calculations : Weight of Mobile Carriage: Total Load on Each Unit: Area of Each Shelf Unit: Floor Load under Shelf: TUKWILA, WA psteel := 490.pcf Wp := psteel•Ap•ht Pd := DL•w•.125d•N + Wp P1:= LL•w•.125•d•N Pp := Pd + Pi Wc:= 90•Ib W := 8•Pp + We Au := w•d PSF := A—u NOTE: SHELVING LIVE LOAD IS LESS THAN 200 psf ALLOWED FOR SLAB FLOOR LOADING Rolf Armstrong, PE Wp = 7.64•Ib Pd = 25.641b = 112.5 lb Pp = 138.14•Ib W=1.2x 1031b Au = 10.664ft2 PSF = 112 • 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 _ IE := 1.0 Ss := 1.426 Class D Fa := 1.000 SMs:= Fa•SS SMS = 1.426 2 SDS:= -•SMS SDs = 0.9507 Structural System - Section 15.5.3 ASCE-7: 4. Steel Storage Racks R := 4.0 Rp := R Total Vertical LL Load on Shelf - W1:= LL.w.d Total Vertical DL Load on Shelf - no := 2 ap ••= 2.5 Wp Wd := DL•w•d + 8. N Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height - Height of Rack Attachment - hr := 20.0.ft z:=Oft S1:= 0.488 Fv := 1.512 SM1 := Fv•S1 5M1 = 0.7379 2 SDI - •SM1 SDI = 0.492 Cd := 3.5 Ip := 1.0 Wi = 100lb Wd = 22.79 lb (0'-0" For Ground floor) 2 Eclipse Engineering, Inc. THE CHILDRENS PLACE #1322 1/24/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE 0.4•ap•Sps z Seismic Base Shear Factor - Vt:- 1 + 2•— Vt = 0.238 Rp hr Ip Shear Factor Boundaries - Vtn,in := 0.3•Sps•Ip Vtmin = 0.285 Vtmax := 1.6•Sps•Ip Vtmax = 1.521 Vt := if (Vt > Vtmax • Vtmax , Vt) 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 := if(Vt < Vtmin , Vtmin , Vt) Vt Vp := 1— .4 = 0.204 Vtd := Vp•Wd•N = 41.78 lb Fd := Vp • Wd = 4.64 lb Vu := Vp•WI•N = 183.341b F1:= Vp•WI = 20.37 lb F1.67 := 0.67•Vp•WI = 13.65 lb Force Distribution per ASCE-7 Section 15.5.3.3: Operating Weight is one of Two Loading Conditions : Condition #1: Each Shelf Loaded to 67% of Live Weight Cumulative Heights of Shelves - H1 := 0.0•S + 1.0•S + 2.0•S + 3.0.5 + 4.0•S +5.0•S + 6.0•S + 7.0.S + 8.0•S Total Moment at Shelf Base - H := H1 Mt:= H•Wd + H•0.67•WI Vt = 0.285 H = 45 ft Mt = 4040.53 lb Vertical Distribution Factors for Each Shelf - Total Base Shear - Vtotal := Vtd + 0.67•Vti Vtotal = 164.62 lb Wd.0.0•S+ WI.0.67.0.0•S Wd•1.0•S+ WI.0.67.1.0•S C1:= - 0 C2 := - 0.028 Mt Mt F1 Cl•(Vtotal) = 0 F2 C2•(Vtotal) = 4.57 lb Wd•2.0•S+ WI.0.67.2.0•S Wd•3.0•S+ WI.0.67.3.0.S C3 := - 0.056 C4:- - 0.083 Mt Mt F3 C3.(Vtotai) = 9.15 lb F4 := C4•(Vtotal) = 13.721b Wd•4.0•S + WI.0.67.4.0•S Wd•5.0•S + WI.0.67.5.0•S C5:= - 0.111 C6:= - 0.139 Mt Mt F5 C5•(Vtotal) = 18.29 lb F6 C6•(Vtotal) = 22.86 lb Wd.6.0.S+ WI.0.67.6.0•S Wd•7.0•S+ WI.0.67.7.0•S C7:= - 0.167 C8:= - 0.194 Mt Mt 3 Eclipse Engineering, Inc. THE CHILDRENS PLACE #1322 1/24/2013 Consulting Engineers F7:= C7'(vtotal) = 27.44 lb Wd •8.0•S + WI.0.67.8.0•S C9 := M — 0.222 t TUKWILA, WA Rolf Armstrong, PE F8 := C8•(Vtotal) = 32.01lb Wd•9.0•S + W1.0.67.9.0.S C10 M — 0.25 t F9:= Cg•(Vtotal) = 36.58 lb Flo := Cio•(Vtotal) = 41.161b Wd•10.0•S + WI.0.67.10.0.S C11:= M — 0.278 t F11:= C11.(vtotal) = 45.73 lb Wd•12.0•S + WI. 0.67.12.0•S C13 :_ — 0.333 Wd•11.0•S + WI.0.67.11.0•S C12 := M — 0.306 t F12 := C12'(vtotal) = 50.3 lb Wd•13.0•S + WI.0.67.13.0•S — 0.361 C14= Mt Mt F13:= C13'(vtotal) = 54.87 lb F14 := C14•(Vtotal) = 59.45 lb C1+C2+C3+C4+C5+C6+C7+C8+C9=1 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) SAM = 1228ft•Ib Coefficients Should total 1.0 Total Base Shear - Wd•0.0•S+ 0•WI.0.0•S Cia C11a := M to Mta Wd•(N — 1)•S+ WI. (N — 1).S Vtotal2:= Vtd + FI Vtotal2 = 62.15 lb Cia =o Fia := Cia •(Vtotal2) Ciia = 1 Fila := Clla'(Vtotal2) 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. Fia = 0 F11a = 62.15 lb Brace Spacing in Short Direction of Shelving System: Maximum Offset at the Bottom: zb := 1.25.in Height of Brace: hb := 4.75.in Maximum Dist to Rivet/Screw: zs := 0.375 -in Spacing of Rivet/Screw: ss := 4.00•in Number of Braces Used in Shelving System: Nb := if[ht <_ (5.ft) , 2, if[ht < (7.ft) , 3, if[ht < (12.ft) , 4, if[ht < (16.ft) , 5, "NG" = 4 Cht — (zb + Nb • hb)] Nb -1 Si) :— + 2•zs = 34•in 4 Eclipse Engineering, Inc. THE CHILDRENS PLACE #1322 1/24/2013 Consulting Engineers Column Design in Short Direction : Bending Stress on Column - Allowable Bending Stress - TUKWILA, WA Rolf Armstrong, PE 1 Ms '= 8* -2 b'(Vtd+Vti) fbx := Ms•SX 1 Fb := 0.6.Fy Ms = 39.866ft•lb fbX = 7.7914•ksi Fb = 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 + Vti)Sb - 0.4565•in S = 32.8597 12•E•IX At := 0.(Nb - 1) = 1.3695•in Oa := 0.05•ht = 6 -in if(At < Oa, "Deflection is Adequate" , "No Good") = "Deflection is Adequate" Note: The deflection shall not exceed L/180, so shelving deflection is adequate. Moment at Rivet Connection: Shear on each rivet - Ms d„2 -3.14 dr := 0.25 -in Vr := = 119.6Ib Ar := - 0.0491•in2 ss 4 Vr Steel Stress on Rivet - f„ := = 2.44•ksi A, Allowable Stress on Rivet - F„r := 0.4.80 • ksi = 32 • ksi RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST Seismic Uplift on Shelves : Seismic Vertical Component: E„ := 0.2•Sps•(DL + LL) •w•d E„ = 22.0547Ib Vertical Dead Load of Shelf: D := (DL + LL) •w•d D = 115.996 lb 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„ =-47.5429Ib Note: This uplift load is for the full shelf. Each shelf will be connected at each corner. Number of Shelf Connections: Uplift Force per Corner: Nc := 4 Fu Fuc:= N c Fuc = -11.8857 lb ROTE: Since the uplift force is negative, a mechanical connection is not required. 5 Eclipse Engineering, Inc. THE CHILDRENS PLACE #1322 1/24/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE Find Allowable Axial Load for Column : Allowable Buckling Stresses - �2•E Qex.x Kx 2 rx 0ex.x = 315.73•ksi Distance from Shear Center to CL of Web via X-axis crex crex.x t hc2 •bc2 ec :_ 4.I„ Distance From CL Web to Centroid - xc := 0.649.in — 0.51 Distance From Shear Center to Centroid - Polar Radius of Gyration - Torsion Constant - Warping Constant - Shear Modulus - xo:=+ec 2 2 xo2 ro := rx + Ty + J:= —31 .(24:04-3 + h13) t•b3•h23•b•t+ 2•h•t G" 12 ( 6•b•t + h•t ) G := 11300•ksi 1 ir2•E•Cw at := 2 G•J+ Ap•ro (Kt•4) (LC))2:=1- ro Fet := —[(ex cr + at) — J�+ Qt)2 — 4.0.0 -ex -ad Elastic Flexural Buckling Stress - Allowable Compressive Stress - Fe := if(Fet < aex , Fet , Qex) if[Fe FY _y.(1 FY F Factor of Safety for Axial Comp. - � := 1.92 4-Fe3 Fe vex = 315.73•ksi ec = 0.2983•in xc = 0.6193•in x0=0.9177•in r0= 1.0933•in J = 0.00027•in4 Cw = 0.00648•in6 Qt = 42.0427•ksi = 0.2954 Fet = 38.3144•ksi Fe = 38.3144•ksi Fn = 25.8943•ksi 6 Eclipse Engineering, Inc. THE CHILDRENS PLACE #1322 1/24/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE Find Effective Area - Determine the Effective Width of Flange - Flat width of Flange - wf := b - 0.5•t wf = 1.5329.in Flange Plate Buckling Coefficient - kf := 0.43 Flange Slenderness Factor - Xf := 1.052 tf E w Xf = 1.2392 0.22 1 pf:= 1- — %f �`f pf=0.6637 be := if(Xf > 0.673, pf•wf, wf) be = 1.0174. in Effective Flange Width - Determine Effective Width of Web - Flat width of Web - Web Plate Buckling Coefficient - ww := h - t ww = 0.6907•in KA, := 0.43 1.052 wwFn t E 0.22) 1 pw := 1- — pw = 1.0853 %`w %kw Web Slenderness Factor - Xw :_ %w = 0.5584 Effective Web Width - . he := if(Xw > 0.673, pw•ww, ww) he = 0.6907•in Effective Column Area - Ae := t•(he + be) Ae = 0.1013.in2 Nominal Column Capacity - P,, := Ae•Fn P,, = 2623 lb Pn Allowable Column Capacity - Pa :_ Pa = 1366 lb 0 Check Combined Stresses - I'2•E.Ix Pc, :—Pcrx = 70854.991b (Kx•L2 Pcr Pcrx Pcr = 70854.99Ib Magnification Factor - a := 1— (no•Ppj :_ a = 0.996 Cm0.85 Pa Pp Combined Stress: + Cm fbx - 0.437 MUST BE LESS THAN 1.0 Pa Fb•a Final Design: 3/4" x 1 9/16" x 16 ga. CHANNEL POSTS ARE ADEQUATE FOR REQD COMBINED AXIAL AND BENDING LOADS NOTE: Pp is the total vertical load on post, not 67% live load, so the design is conservative 7 Eclipse Engineering, Inc. THE CHILDRENS PLACE #1322 1/24/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE STEEL STORAGE RACK DESIGN PER 2009 IBC & 2010 CBC - 2208 & ASCE 7-05 - 15.5.3 Find Overturning Forces : Total Height of Shelving Unit - Ht := ht = 10ft Width of Shelving Unit - w = 4ft Depth of Shelving Unit - d = 2.666ft WORST CASE Number of Shelves - N = 9 Vertical Shelf Spacing - S = 15.in Height to Top Shelf Center of G - htop := Ht htop = 10ft Height to Shelf Center of G - he :_ (N 2 1) S he = 6.25•ft From Vertical Distribution of Seismic Force previously calculated - Controlling Load Cases - Weight of Rack and 67% of LL - W :_ (Wd + 0.67•N•N W = 808.11Ib Seismic Rack and 67% of LL - V := Vtd + 0.67•Vd V = 164.62lb Ma:= F1.0.0•S + F2.1.0.S + F3.2.0•S + F4.3.0•S + F5.4.0.S + F6.5.0.S + F7•6.0•S + F8.7.0•S Mb := F9.8.0•S Overturning Rack and 67% of LL - Weight of Rack and 100% Top Shelf - Wa := Wd .N + W1 Seismic Rack and 100% Top Shelf - Va := Vtd + Fi Overturning Rack and 100% Top Shelf - Ma := Vtd•hc + FI•htop Controlling Weight - We := if(W > Wa, W , Wa) Controlling Shear - Vc := if(V > Va, V , Va). Controlling Moment - Mot := if(M > Ma, M , Ma) Tension Force on Column Anchor - T := Mat - 0.60. Wc per side of shelving unit d 2 M := Ma + Mb = 1166.08ft- lb Wa = 305.11 lb Va = 62.15 lb Ma = 464.86 ft.lb We = 808.11 lb Vc = 164.62 lb Mot = 1166.08 ft.lb T = 194.961b T := if(T<0•Ib,0-lb ,T) T = 194.961b V` Shear Force on Column Anchor - V := —2 V = 82.31 Ib USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) - USE 3/8"0 x 2" embed installed per the requirements of Hilti Allowable Tension Force - Ta := 1006•Ib For 2500psi Concrete Allowable Shear Force - Va := 999•Ib Combined Loading - 1.0 T + 1.0 V _ 0.276 MUST BE LESS THAN 1.0 Ta Va 8 Eclipse Engineering, Inc. THE CHILDRENS PLACE #1322 1/24/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE Strap Bracing on Backside of Shelving Units : Total Seismic Base Shear - Shear Force on Backside into Braces - Vc = 164.6226 lb Vc Vb := 2 Number of Shelf Racks Supported by Brace - Nb := 1 Use two braces on side of shelf Tension Force into Brace - Vb•hc Tb := Nb Vb 2 + W USE 0.75" x 18ga STRAPS Width of Strap - bs:= 0.75•in Thickness of Strap - ts:= 0.0478.in Area of Strap - AS := bs•ts Tb Tension Stress in Strap - ft := —As Allowable Tension Stress - Ft := 0.6.33 • ksi Vb = 82.3113 lb Tb = 152.7 lb As = 0.0358•in2 ft = 4.26•ksi Ft = 19.8•ksi USE #10 SCREWS or RIVETS TO CONNECT STRAP TO FRAME : Shear Capacity of #10 Screw - Connecting to 18ga metal Number of Screws Required - Vc := 263•Ib per scafco Tb Ns• Vc Ns = 0.5806 USE: min (1) #10 SCREWS or RIVETS AT EACH END OF STRAP VERIFY HILTI BOLT CONNECTION FROM STRAP : Tension Force from Brace - Tv := Nb•Vb. h c (Vertical Component) w Shear Force from Brace - (Horizontal Component) Combined Loading - 1.0.; Ta Vh Nb•Vb 1.0•Vh - 0.21 Va Tv = 128.611b Vh = 82.3113 lb MUST BE LESS THAN 1.0 9 Eclipse Engineering, Inc. THE CHILDRENS PLACE #1322 1/24/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE STEEL ANIT-TIP CLIP AND ANTI -TIP TRACK DESIGN Tension (Uplift) Force on each side - T = 194.96 lb 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 ba — br Width of Anti -tip Flange -La := 2 La = 0.12 -in Tension Force per Flange leg - T1:= 0.5•T T1= 97.48 lb Bending Moment on Leg - M1:= Tr2La Mi = 0.49 -ft -lb ba ta2 Section Modulus of Leg - Si :=6 Si = 0.0007•in3 Mi Bending Stress on Leg - fb := Si fb = 8.84•ksi Ratio of Allowable Loads - fb — 0.327 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 fM b=St Fb := 21•ksi fb•Fb 1 = 0.283 St = 0.092•in3 M = 45.69 ft- lb fb = 5.95•ksi MUST BE LESS THAN 1.0 ANTI—TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE 10 Eclipse Engineering, Inc. THE CHILDRENS PLACE #1322 1/24/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE Connection from Steel Racks to Wall Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height - hr = 20 ft Height of Rack Attachments - zb := z + ht = lOft Seismic Base Shear Factor - Shear Factor Boundaries - Seismic Coefficient - Number of Shelves - Weight per Shelf - Total Weight on Rack - 0.4•ap.Sps Vt:= R 1 + P Ip Vtmin 0.3•Sps•Ip Vtmax:= 1.6•Sps•Ip Vt := if(Vt > VI -max Vtmax . Vt) Vt := if(Vt < Vtmin , Vtmin , Vt� Vt = 0.475 N=9 Wtj = 100lb WT := 0.667.4•Pp 0.7 •Vt• WT At Top for fixed racks connected to walls zb 2.) r Seismic Force at top and bottom - Connection at Top: Standard Stud Spacing - Width of Rack - Number of Connection Points - on each rack Force on each connection point - Capacity per inch of embedment - Required Embedment - For Steel Studs: Pullout Capacity in 20 ga studs - per Scafco Tv: - 2 Sstud := 16.in w=4ft Nc := floor(1 Sstud Tv Fc. —N c Ws := 135.Ib in Fc ds. W s Vt = 0.475 Vtmin = 0.285 Vtmax = 1.521 Vt = 0.475 WT = 368.55 lb Tv = 61.31 lb Nc=3 Fc = 20.441b ds=0.151•in T20 := 84•Ib 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 11 Eclipse Engineering, Inc. THE CHILDRENS PLACE #1322 1/24/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE STEEL STORAGE RACK DESIGN STEEL CHANNEL SECTION PROPERTIES W/O UPS Channel Dimensions 3/4 x 1 9/16 x 16 gauge - Channel Flange Length - df := 1.5625.in Channel Web Width - bw := 0.75•in Channel Thickness - t:= 0.0598.in Radius at Corners - R:= 0.188.in Area of one Flange - Af := - 0•t Area of Web - Aw := bw•t Total Area of Channel - At := 2.Af + Aw X -X Section Properties: df - t Distance to Flange CL - yfx := t + 2 t ywx:= 2 Distance to Web CL Centroid of Channel - Dist - Flange CL to Centroid - Dist - Web CL to Centroid - 2.Af•Yfx+Aw•Ywx Yc = 2 •Af + Aw Yxi yfx - Yc Yx2 Yc - Ywx Af = 0.0899•in2 Aw = 0.0448.in2 At = 0.2246 • in2 Yfx=0.8111•in Ywx = 0.0299•in yc = 0.6551•in Yxi = 0.156.in yx2 = 0.6252.in t.(df - 03 Moment of Inertia of one Flange • Ifx:= 12 Ifx = 0.0169.in4 Moment of Inertia of Web - Using Parallel Axis Theorem - bw •t3 Iwx :- 12 Iwx = 0.000013•in4 Moment of Inertia of Channel - Ix := 2.(Ifx + Af•Yxi2) + (Iwx + Aw•Yx22) Distance from Centroid to edge - cx := if(yc > df - Yc, Yc , df - Yc) Ix Sx :_ cx Ix Radius of Gyration - rx := — At Section Modulus of Channel - Ix = 0.0557• in4 cx = 0.9074•in Sx = 0.0614.in3 rx = 0.4982•in 12 Eclipse Engineering, Inc. Consulting Engineers THE CHILDRENS PLACE #1322 1/24/2013 Y - Y Section Properties : Distance to Outer Flange CL - Distance to Near Flange CL - Centroid of Channel - Dist - Flanges to Centroid - Moment of Inertia of Flange - Moment of Inertia of Web - Using Parallel Axis Theorem - TUKWILA, WA Rolf Armstrong, PE t xfl=UW-2 t xf2:=2 bw x`:= 2 X1:= xfl - xc Of - t) •t3 IN:- fy. 12 t•bw 3 I`"y 12 xf1 = 0.7201•in xf2 = 0.0299. in xx = 0.375.in x1=0.3451.in Ify = 0.000027 . in4 Iwy = 0.0021•in4 Moment of Inertia of Channel - Iy := Iwy + 2•(Ify + Af•x12) Iy = 0.0236•in4 Distance from Centroid to edge - cy := 2" cy = 0.375.in Section Modulus of Channel - Sy := Iy Sy = 0.0628•in3 w 7—,Radius of Gyration - ry :=ry = 0.3239•in 13 Eclipse Engineering, Inc. THE CHILDRENS PLACE #1322 1/24/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE Pipp Mobile STEEL STORAGE RACK DESIGN 2009 IBC & 2010 CBC - 2208 & ASCE 7-05 - 15.5.3 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•(1.333•ft) = 2.666ft Number of Shelves - N := 5 Vertical Shelf Spacing - S := 30.00.in Shelving Loads: Maximum Live Load on each shelf is 100 lbs: Weight per shelf - Wti := 2•(100•Ib) Wti = 200 lb Load in psf - Wti LLi := —w•d LLi = 18.7547-psf Design Live Load on Shelf - LL := LLi LL = 18.7547.psf Dead Load on Shelf - DL := 1.50•psf Section Properties of 3/4" x 1 9/16" x 16 Gauge Steel Channel : Modulus of Elasticity of Steel - E := 29000•ksi Steel Yield Stress - Fy := 33-ksi Physical Dimensions of Channel : Channel Width - out -to -out - b := 1.5625.in Channel Depth - out -to -out - h := 0.75.in Radius at Corners - Rc := 0.188•in Channel Thickness - t:= 0.0593•in 16 Gauge Channel Width - CL - to - CL - be := b - 0.5•t be = 1.5329.in Channel Height - CL - to - CL - he := h - t he = 0.6907.in Radius of Gyration in x and y - r, := 0.4982•in Ty := 0.3239.in Section Modulus in x and y - SX := 0.0614.in3Sy:= 0.0628•in3 Moment of Inertia in x and y - IX := 0.0557•in4 Iy := 0.0236.in4 Full Cross Sectional Area - Ap := 0.2246•in2 Length of Unbraced Post - LX := S = 30.in Ly := S = 30.in Lt:= S = 30•in Effective Length Factor - KX := 1.0 Ky := 1.0 Kt := 1.0 14 Eclipse Engineering, Inc. THE CHILDRENS PLACE #1322 1/24/2013 Consulting Engineers Section Properties Continued: Density of Steel - Weight of Post - Vertical DL on Post - Vertical LL on Post - Total Vertical Load on Post - Floor Load Calculations : Weight of Mobile Carriage: Total Load on Each Unit: Area of Each Shelf Unit: Floor Load under Shelf: TUKWILA, WA Rolf Armstrong, PE psteel := 490•pcf Wp := psteel•Ap•ht Pd := DL•w•.125d•N + Wp P1:= LL•w•.125•d•N Pp := Pd + PI We := 90 -lb W:=8•Pp+Wc Au := w•d PSF := WAu Wp = 7.64•lb Pd = 17.641b P� = 125 lb Pp = 142.64•lb W = 1.23 x 103lb Au = 10.664ft2 PSF = 115-psf NOTE: SHELVING LIVE LOAD IS LESS THAN 200 psf ALLOWED FOR SLAB 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 := 1.426 S1:= 0.488 Determine the Site Class - Class D Determine Fa and Fv - Fa := 1.000 Fv := 1.512 Determine SMs and SM1 _ SMs = Fa•Ss SM1 Fv•Si SMs = 1.426 SM1= 0.7379 Determine SDs and SDI _ SDs 3 •SMS SDI 3 *N11 SDs = 0.9507 SDI = 0.492 Structural System - Section 15.5.3 ASCE-7: 4. Steel Storage Racks R := 4.0 Rp := R Total Vertical LL Load on Shelf - W1:= LL•w•d Total Vertical DL Load on Shelf - Ito := 2 ap := 2.5 Wp Wd := DL•w d + 8 N— Seismic Analysis Procedure per ASCE-7 Section 13.3.1: Average Roof Height - hr := 20.0 -ft Height of Rack Attachment - z := Olt Cd := 3.5 Ip := 1.0 Wi = 200lb Wd = 28.22 lb (0'-0" For Ground floor) 15 Eclipse Engineering, Inc. THE CHILDRENS PLACE #1322 1/24/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE Seismic Base Shear Factor - Shear Factor Boundaries - 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 := 0.4•ap•Sps z 1+2.- Rp hr Ip Vtmin := 0.3•Sps•Ip Vtmax := 1.6•Sps•Ip Vt := if (Vt > Vtmax , Vtmax , Vt) Vt := if (Vt < Vtmin , Vtmin , Vt) Vt Vp := 1- .4 = 0.204 Vtd:= Vp•Wd•N = 28.75 lb Fd := Vp•Wd = 5.75 lb Vd := Vp•WI•N = 203.71 lb F1:= Vp•WI = 40.741b F1.67 := 0.67•Vp•WI = 27.3 lb Force Distribution per ASCE-7 Section 15.5.3.3: Operating Weight is one of Two Loading Conditions : Condition #1: Each Shelf Loaded to 67% of Live Weight Cumulative Heights of Shelves - H1:= 0.0.S + 1.0•S + 2.0•S + 3.0•S + 4.0•S Total Moment at Shelf Base - H := H1 Mt:= H•Wd + H•0.67•WI Vertical Distribution Factors for Each Shelf - Total Base Shear - Vtotai Vtd + 0.67•Vd Wd •0.0•S + W1.0.67.0.0.S Cl :_ - 0 Mt F1 Cy(Vtotai) = 0 Wd•2.0•S + WI.0.67.2.0•S C3:= M - 0.2 t F3 C3.(Vtotal) = 33.05 lb Wd •4.0•S + WI.0.67.4.0•S C5 :_ - 0.4 Mt F5 C5.(Vtotal) = 66.09 lb Wd •6.0•S + W1.0.67.6.0.S C7 :_ - 0.6 Mt C2 :- Vt = 0.238 Vtmin = 0.285 Vtmax = 1.521 Vt = 0.285 H=25ft Mt = 4055.61ft•lb Vtotai = 165.24 lb Wd • 1.0•S + WI.0.67.1.0•S - 0.1 Mt F2 := C2•(Vtotal) = 16.52 lb Wd •3.0•S + WI.0.67.3.0•S C4 := M - 0.3 t F4 C4'(Vtotal) = 49.57 lb Wd •5.0•S + WI.0.67.5.0•S C6 := M - 0.5 t F6 C6'(Vtotal) = 82.62 lb Wd•7.0•S + WI.0.67.7.0•S C8 := M - 0.7 t 16 Eclipse Engineering, Inc. THE CHILDRENS PLACE #1322 1/24/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE F7 := C7•(Vtotal) = 99.141b F8 := CB•(Vtotal) = 115.67 lb Wd•8.0•S + W1.0.67.8.0•S Wd.9.0.S + W1.0.67.9.0•S C9 :_ — 0.8 C10 :_ — 0.9 Mt Mt F9 := C9•(Vtotal) = 132.19Ib Flo := C10.(Vtotal) = 148.71lb Wd•10.0•S + W1.0.67.10.0•S Wd•11.0•S+ WI.0.67.11.0•S C11 :_ — 1 C12 :_ — 1.1 Mt Mt F11 := C11•(Vtotal) = 165.24lb F12 := C12•(Vtotal) = 181.76 lb Wd•12.0•S+ W1.0.67.12.0•S Wd•13.0•S + W1.0.67.13.0.S C13 :_ — 1.2 C14 :_ — 1.3 Mt Mt F13 := C13•0/total) = 198.28Ib F14 := C14•(Vtotal) = 214.81lb C1+C2+C3+C4+C5=1 Force Distribution Continued : Coefficients Should total 1.0 Condition #2: Top Shelf Only Loaded to 100% of Live Weight Total Moment at Base of Shelf - Mta :_ (N — 1) •S•Wd + (N — 1) •S•WM = 2282ft•Ib Total Base Shear - Cia Ciia := Mta Wd•0.0•S+ 0•Wl•0.0•S Mta Wd•(N — 1)•S+ W1•(N — 1).S Vtotal2 := Vtd + F1 Cla = 0 Clla = 1 Fla := Cla•(Vtotal2) Vtota12 = 69.49 lb Fla = 0 Fina := C11a•(Vtotal2) Flla = 69.491b 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. Brace Spacing in Short Direction of Shelving System: Maximum Offset at the Bottom: zb := 1.25.in Height of Brace: hb := 4.75.in Maximum Dist to Rivet/Screw: zs := 0.375•in Spacing of Rivet/Screw: ss := 4.00•in Number of Braces Used in Shelving System: Nb:= if[ht<_(5.ft),2,if[ht<(7.ft),3,if[ht<(12.ft),4,if[ht<(16.ft),5,"NG" III =4 Sb .—Eht — (Zb + Nb •hb9+ 2.z= 34 in Nb — 1 17 Eclipse Engineering, Inc. THE CHILDRENS PLACE #1322 1/24/2013 Consulting Engineers Column Design in Short Direction : Bending Stress on Column - Allowable Bending Stress - TUKWILA, WA Rolf Armstrong, PE 1 Sb Ms:= $• 2 •(Vtd+Yu) fbx := Ms•SX 1 Fb := 0.6.Fy Ms = 41.1653ft•lb fbX = 8.0453•ksi Fb = 19.8•ksi Bending at the Base of Each Column is Adequate Deflection of Shelving Bays - worst case is at the bottom bay 3 •- (Vtd + Vti) Sb - 0.4714.in S = 63.6452 12•E•IX fit:= 0•(Nb - 1) = 1.4141•in Aa := 0.05•ht= 6•in if(zt < Oa, "Deflection is Adequate" , "No Good") = "Deflection is Adequate" Note: The deflection shall not exceed L/180, so shelving deflection is adequate. Moment at Rivet Connection: Shear on each rivet - dr := 0.25•in Ms Vr := = 123.5 lb ss yr Steel Stress on Rivet - f„ := = 2.52 • ksi Ar Allowable Stress on Rivet - Fvr := 0.4.80 • ksi = 32 • ksi RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST Seismic Uplift on Shelves : Seismic Vertical Component: dr2.3.14 Ar := 4 - 0.0491•in2 Vertical Dead Load of Shelf: E,, := 0.2•Sps•(DL + LL) •w•d Ev = 41.068Ib D := (DL + LL) •w•d D = 215.996 lb Note: since the shelf Li is used to generate the seismic uplift force, it may also be used to calculate the net uplift load. For an empty shelf, only the DL would be used, but the ratio of seismic uplift will be the same. Net Uplift Load on Shelf: Fu := E„ - 0.6•D F„ _-88.5296Ib 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 = -22.1324 lb NOTE: Since the uplift force is negative, a mechanical connection is not required. 18 Eclipse Engineering, Inc. THE CHILDRENS PLACE #1322 1/24/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE Find Allowable Axial Load for Column : Allowable Buckling Stresses - 7r2•E Qex.x •_ Kx•Lx 2 rx Oex.x = 78.93•ksi Distance from Shear Center to CL of Web via X-axis sex crex.x Distance From CL Web to Centroid - Distance From Shear Center to Centroid - Polar Radius of Gyration - Torsion Constant - Warping Constant - Shear Modulus - t,hc2.bc2 e:= 4•Ix xc:= 0.649.in – 0.5.t xo:=xc+ec ro:=1 rx2 + ry2 + x02 J:=3(2b +ht3) t•b3•h2 (3.b.t+ 2•h•t C`" 12 6•b•t+ h•t G := 11300.ksi 1 71.2•E•Cw vt:= 2 G•J+ 2 Ap • ro ( Kr Lt) (rex = 78.93•ksi ec = 0.2983•in xc = 0.6193•in xo = 0.9177.in ro = 1.0933.in 3 = 0.00027.in4 C = 0.00648•in6 of = 19.0137•ksi xo 13 := 1– —2 p = 0.2954 ro Fet:= 1� [(oex+at)–J(Qex+Qt42-4•p•ve•vt] Fet=16.1051•ksi Elastic Flexural Buckling Stress - Fe := if(Fet < (Tex, Fet, crex) Fe = 16.1051 •ksi Allowable Compressive Stress - Fn := i Fe > 2 , Fy4• 1– F , Fe Fn = 16.1051•ksi Fe Factor of Safety for Axial Comp. - no := 1.92 19 Eclipse Engineering, Inc. THE CHILDRENS PLACE #1322 1/24/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE Find Effective Area - Determine the Effective Width of Flange - Flat width of Flange - wf := b - 0.51 wf = 1.5329.in Flange Plate Buckling Coefficient - kf := 0.43 1.052 wfIT Flange Slenderness Factor - Xf := tE Xf = 0.9773 0.22 1 Pf := 1- — pf = 0.7929 Xf Xf Effective Flange Width - be := if(Xf > 0.673, pf•Wf, wf) be = 1.2154.in Determine Effective Width of Web - Flat width of Web - ww := h - t ww = 0.6907•in Web Plate Buckling Coefficient - kw := 0.43 w F Web Slenderness Factor - Xw := 1.052 t E Xw = 0.4404 V w 0.22 1 pw := 1 - — pw = 1.1364 Xw Xw Effective Web Width - he := if(Xw > 0.673 , pw •ww , ww) he = 0.6907. in Effective Column Area - Ae := t•(he + be) Ae = 0.113•in2 Nominal Column Capacity - Pr, := Ae. Fn Pr, = 1820 lb Pn Column Capacity - Pa := � Pa = 948 lb 0 Check Combined Stresses - Tr2•1-'Ix Pcrx := Pcrx = 17713.751b (Kx•Lx)2 Pcr Pcrx Magnification Factor - 1- Pp a = 0.985 C 0.85 ) m :_ Pcr I, Pp Cm fbx + 0.501 , MUST BE LESS THAN 1.0 I Pa Fb•a Final Design: 3/4" x 1 9/16" x 16 ga. CHANNEL POSTS 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 Pcr = 17713.75 lb Combined Stress: 20 Eclipse Engineering, Inc. THE CHILDRENS PLACE #1322 1/24/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE STEEL STORAGE RACK DESIGN PER 2009 IBC & 2010 CBC - 2208 & ASCE 7-05 - 15.5.3 Find Overturning Forces : Total Height of Shelving Unit - Ht := ht = 10ft Depth of Shelving Unit - d = 2.666ft Number of Shelves - N = 5 Height to Top Shelf Center of G - htop := Ht Height to Shelf Center of G - he :_ (N 2 1) •S From Vertical Distribution of Seismic Force previously calculated - Width of Shelving Unit - WORST CASE Vertical Shelf Spacing - Controlling Load Cases - Weight of Rack and 67% of LL - Seismic Rack and 67% of LL - W := (Wd + 0.6714•N V := Vtd + 0.67•Vti Ma:= F1.0.0•S + F2.1.0•S + F3.2.0•S + F4.3.0•S + F5.4.0•S Overturning Rack and 67% of LL - Weight of Rack and 100% Top Shelf - Wa := Wd • N + W1 Seismic Rack and 100% Top Shelf - Va := Vtd + Fi Overturning Rack and 100% Top Shelf - Ma := Vtd•hc + Fi•htop Controlling Weight - Controlling Shear - Controlling Moment - Wc := if(W > Wa , W , Wa) Vc := if(V > Va, V, Va) Mot := if(M > Ma, M , Ma) Tension Force on Column Anchor - T := Mot - 0.60.-2 d 2 T:= if(T < 0•Ib, 0•Ib,T) per side of shelving unit w = 4ft S = 30•in htop = 10 ft he = 7.5•ft W = 811.12Ib V = 165.24Ib M := Ma = 1239.28ft•Ib Wa = 341.12 lb Va = 69.49 lb Ma = 623.04ft•Ib We = 811.12 lb Vc = 165.24 lb Mot = 1239.28ft•Ib T = 221.51 lb T = 221.511b V Shear Force on Column Anchor - V := —` V = 82.62 lb 2 USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) - USE 3/8"0 x 2" embed installed per the requirements of Hilti Allowable Tension Force - Allowable Shear Force - Combined. Loading - 1.0•T Ta Ta := 1006 -lb Va := 999•Ib For 2500psi Concrete (1..O.V) - 0.303 MUST BE LESS THAN 1.0 Va 21 Eclipse Engineering, Inc. THE CHILDRENS PLACE #1322 1/24/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE Strap Bracing on Backside of Shelving Units : Total Seismic Base Shear - Vc = 165.237 lb Vc Vb : 2 Shear Force on Backside into Braces - Number of Shelf Racks Supported by Brace - Nb := 1 Use two braces on side of shelf Tension Force into Brace - Vb•hc 2 Tb := Nb • Vb2 + w USE 0.75" x 18ga STRAPS Width of Strap - bs:= 0.75•in Thickness of Strap - ts:= 0.0478•in Area of Strap - As:= bs.ts T Tension Stress in Strap - ft :_ —b As Allowable Tension Stress - Ft := 0.6.33•ksi Vb = 82.6185 lb Tb = 175.56 lb As = 0.0358 • in2 ft = 4.9•ksi Ft= 19.8•ksi USE #10 SCREWS or RIVETS TO CONNECT STRAP TO FRAME : Shear Capacity of #10 Screw - Connecting to 18ga metal Number of Screws Required - Vc := 263•Ib per scafco Tb Ns: —Vc Ns = 0.6675 USE: min (1) #10 SCREWS or RIVETS AT EACH END OF STRAP VERIFY HILTI BOLT CONNECTION FROM STRAP : Tension Force from Brace - T„ := Nb*Vb • h c (Vertical Component) w Shear Force from Brace - (Horizontal Component) Combined Loading - Ta Vh:= Nb•Vb Tv = 154.911b Vh = 82.6185 lb 1.0 •Vh – 0.24 MUST BE LESS THAN 1.0 Va 22 Eclipse Engineering, Inc. THE CHILDRENS PLACE #1322 1/24/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE STEEL ANIT-TIP CLIP AND ANTI -TIP TRACK DESIGN Tension (Uplift) Force on each side - T = 221.511b Connection from Shelf to Carriage = 1/4" diameter bolt through 14 ga. steel: Capacity of #12 screw (smaller than 1/4" diam. bolt) 349.1b in 16 ga. steel (thinner than 14 ga. posts and clips) - k '_ if(T < 2 •Zc , "(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 - T1:= 0.5•T Ti = 110.75 lb Bending Moment on Leg - M1:= T2� M1= 0.55•ft•lb ba tat Section Modulus of Leg - Si := 6 Si = 0.0007.in3 M Bending Stress on Leg - fb := — fb = 10.05.ksi Sii f Ratio of Allowable Loads - b - 0.372 MUST BE LESS THAN 1.0 0.75. Fy Width of Anti -Tip track - L:= 5.1 • i n 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 fb := St Fb := 21.ksi fb•Fb— 1 = 0.322 St = 0.092•in3 M = 51.92ft.lb fb = 6.76•ksi MUST BE LESS THAN 1.0 ANTI—TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE 23 Eclipse Engineering, Inc. THE CHILDRENS PLACE #1322 1/24/2013 Consulting Engineers TUKWILA, WA Rolf Armstrong, PE FIXED BEAM DESIGN - Double Rivet Beam Design criteria: Steel Yield Stress - Fy = 36•ksi Width of Rack - Live Load per shelf - Dead Load on Shelves - w = 4ft W w11:= i = 25 • plf 2•w Modulus of Elasticity - Depth of Rack - Live Load on Shelves - DL•d Minimum Dist wdi := 2 - 1.9995•plf Load Req'd - Wh P:=—=100lb 2 Total Point Load @ Center - Moments for Each Load - MW wti•w2 12 E=2.9x 104•ksi d = 2.666 ft LL = 18.7547 • psf wti := wdi + wii = 26.9995•plf 2 - 35.999ft•Ib Mp := wd12 + (P-T) =52.666ft•Ib Maximum Design Moment - M := max(Mp , MW) = 52.666ft•Ib Lateral Moment from Post - Shear for Each Load - Maximum Design Shear - Allowable Shear Stress - VW = Allowable Bending Stress - MS = 41.1653ft.lb page 4 of original calcs wti •w - 53.999 lb 2 VP := P = 100lb V := max(Vp , Vw) = 100 lb F„ := 0.4•F = 14.4.ksi Fb := 0.66.Fy = 23.76.ksi Section Properties for Double Rivet Beam A := 0.36.in2 Actual Shear Stress - f� :_ ! = 0.278•ksi A 0.4•Fy Deflections for Each - - 0.019 OK 4 wti•w 0w :_ - 0.021.in 384•E•I S := 0.05•in3 I := 0.05•in4 Actual Bending Stress - fb M + MS fb - 22.52 • ksi — S - 1.043 OK 0.6•Fy 4 wdi•w p•w3 Op :_ + - 0.041.in 384•E•I 192•E•I Total Load Deflection - 0 := max(Op , zW) = 0.041 . in = 1162 OK Double Rivet Low Profile Beam is Adequate 24 Eclipse Engineering Inc. THE CHILDREN'S PLACE #1322 01/23/13 Consulting Engineers TUKWILA, WA Nick Bumam, PE Conterminous 48 States 2005 ASCE 7 Standard Latitude = 47.458877 Longitude = -122.25864200000001 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.426 (Ss, Site Class B) 1.0 0.488 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 47.458877 Longitude = -122.25864200000001 Spectral Response Accelerations SMs and SM1 SMs =Fax Ss and SM1 =FvxS1 Site Class D- Fa= 1.0,Fv= 1.512 Period Sa (sec) (g) 0.2 1.426 (SMs, Site Class D) 1.0 0.738 (SM1, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 47.458877 Longitude = -122.25864200000001 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1=2/3xSM1 Site Class D - Fa = 1.0 ,Fv = 1.512 Period Sa (sec) (g) 0.2 0.951 (SDs, Site Class D) 1.0 0.492 (SD1, Site Class D) Eclipse Engineering Inc. Consulting Engineers THE CHILDREN'S PLACE #1322 TUKWILA, WA Fasteners (Screws and Welds) Screw Table Notes 01/23/13 Nick Burnam, PE SEAFco. 5teat Stud Manufacturing Ca. 1. Screw spacing and edge distance shall not be less than 3 x D. (D = Nominal screw diameter) 2. The allowable screw values are based on the steel properties of the members being connected, per AISI section E4. 3. When connecting materials of different metal thicknesses or yield strength, the lowest applicable values should be used. 4. The nominal strength of the screw must be at least 3.75 times the allowable loads. 5. Values include a 3.0 factor of safety. 6. Applied loads may be multiplied by 0.75 for seismic or wind loading, per AISI A 5.1.3. 7. Penetration of screws through joined materials should not be less than 3 exposed threads. Screws should be installed and tightened in accordance with screw manufacturer's recommendations. Allowable Loads for Screw Connections (lbs/screw) Steel lMlls Thick ss ' Design (ln)`1 Steel;?Fs peiUes .Fy.(kst). ,Fu(ii i) ' Dleii#.O;216r In ' ,ear . �Pul aut=.:� :Sh " Din.= 0.1804 nK �Si�ea�-� -. Pullouts „ +Dia, =,0164, * .She °.ar,' .� � Pul out -0n Din.= 0138�(in) s1 .�"Sf'i"ealn. Pullout "'; 18 0.0188 33 45 45 609 54 0.0566 66 39 60 33 27 0.0283 33 45 97 0.1017 33 45 121 59 111 50 30 0.0312 33 45 50 65 151 76 141 65 129 55 33 0.0346 33 45 1983 118 177 84 164 72 151 61 280 124 43 0.0451 33 45 263 109 244 94 224 79 54 0.0566 33 45 394 156 370 137 344 118 68 0.0713 33 45 _ 557 156 523 173 Weld Table Notes 1. Weld capacities based on AISI, section E2. 2. When connecting materials of different metal thickness or tensile strength (Fu), the lowest applicable values should be used. 3. Values include a 2.5 factor of safety. 4. Based on the minimum allowance load for fillet or flare groove welds, longitudinal or transverse loads. 5. Allowable loads based on E60xx electrodes 6. For material less than or equal to .1242" thick, drawings show nominal weld size. For such material, the effective throat of the weld shall not be less than the thickness of the thinnest connected part. Allowable Loads For Fillet Welds And Flare Groove Welds Design4 E60)()4'Electrodes lbslin Thickness Yield Tensile 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. Consulting Engineers Page 11 of 14 THE CHILDREN'S PLACE #1322 TUKWILA, WA 01/23/13 Nick Burnam, PE ESR -1917 TABLE19-KB.TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC: TENSION (ASD)',;NORMAL=WEIGHT CRACKED CONCRETE, CONDITION B (00und0)'2'3 Nominal Anchor Diameter Embedment Depth he (in.) Concrete'Compressive Strength2 Pc = 2,500 psi Pc = 3,000 psi , f'c =:4,000 ps1 f'c.a 8;000 pal Carbon steel Stainless' steel Carbon steel Stainless steel Carbon' steel Stainless steel Carbon steel Stainless steel 3/8. 2 1,006 1,037 1,102 .1;136 1;273 .1;312 1,559 1,607 1/2 2 1,065 1;212 1,167 11;328 1,348 1;533 1,651 1,878 31/4 2,178 2,207 2;386' 2;418 2;755 2,792 3,375 3,419 5/8 31/8 2,081 2;081 2,280 2;280 2,632' 2,632 '3,224 3,224 4 3,014: 2,588 3,301 2,835. 3,812 3,274 4,669 4,010 3/4 3 3/4 2,736 3,594 2,997 3,937 3,460 4,546 '4;238 5;568 '43/4 3,900 3,900 4,272 4,272 4,933 4,933 6,042 '6,042 For SI: 1 Ibf = 4.45 N, 1 psi = 0.00889 MPa for pound -inch units:.1 mm = 0.03937 inches 'Values are or single anchors with no edge distance. or: spacing reduction. For other cases, calculation of Rd as per ACI 318-05.and conversion to ASD In accordance with Section 4 21 Eq (5) Is required. 'Values are or normal weight concrete: For sand -lightweight concrete, multiply values by 0.60. 'Condition B applies:where supplementary: reinforcement In conformance with AC1318-05 Section D:4.4 isnot provided,;orwhere pullout or pryout strength governs.: For. cases where"the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. STAINLESS STEEL ALLOWABLE SEISMIC SHEAR LOAD (ASD), (pounds) Nominal Anchor Diameter Allowable Steel Capacity, Seismic Shear Carbon. Steel .Stainless Steel 3/8 999 1;252 1/2 .2,839' 3,049 •5/8 4,678 5,245. 3P4 6,313: 6,477' For SI: •1;Ibf=4.45 N 'Values are or singleanchors with no edge distance or spacing reduction,due:to:concrete .failure. • CO*D p.':TCO s e � PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D13-039 DATE: 02-01-13 PROJECT NAME: CHILDREN'S PLACE SITE ADDRESS: 1026 SOUTHCENTER MALL X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: (r iiding ivision Public Works I IA AP Fire Prevention Structural I n Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 02-05-13 Complete Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only • INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required C No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved n Approved with Conditions DUE DATE: 03-05-13 Not Approved (attach comments) I I 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: Documents/routing slip.doc 2-28-02 Contractors or Tradespeople- *nter Friendly Page General/Specialty Contractor A business registered as a construction contractor with LAI to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name LAKEVIEW CONSTRUCTION INC UBI No. 601447862 Phone 4146574222 Status Active Address 10505 Corporate Dr, #200 License No. LAKEVCI072KC Suite/Apt. License Type Construction Contractor City Pleasant Prairie Effective Date 5/3/1993 State WI Expiration Date 1/13/2015 Zip 53158 Suspend Date County Out Of State Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status STATECC11363 STATE CONST CORP OF S E WISC Construction Contractor General Unused 1/23/1989 12/9/1993 Archived Business Owner Information Name Role Effective Date Expiration Date MOON, KENT ALAN President 05/03/1993 Amount SUNDAY, EUGENE R President 01/01/1980 01/10/2011 Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 4 TRAVELERS CAS a STY CO OF AMER 400MJ9662 04/23/2006 Until Cancelled $12,000.00 02/17/2006 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 13 National Fire Ins of Hartford 5082945285 01/01/2012 01/01/2014 $1,000,000.00 01/02/2013 12 National Fire Ins Co of Hartfo 2077580782 01/01/2009 01/01/2012 $1,000,000.00 12/17/2010 11 NATIONAL FIRE INS CO OF HART 2077580782 01/01/2008 01/01/2009 $1,000,000.00 12/27/2007 10 TRANSPORTATION INS CO 2077580782 01/01/2007 01/01/2008 $1,000,000.00 12/26/2006 Summons/Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period Infractions/Citations Information No records found for the previous 6 year period httns://fortress.wa.gov/lni/bbio/Print.asnx 02/26/2013 0) C) It (5 0) CC) 00 0) (3) 0 It c0j _JAN 24 2013 r -t-4 CZ) • 8 °' \-0 o 7' cLi , ;74 -14 cz"" Zz (2e rn pl r:e OMM"4 U 13-01-196 01-24-2013 SHEET 44/40. FELE COPY -i4-r- 0 NOTE: HILTI HUS -EZ W/ 2 1/2" EMBEDMENT OP IS AN APPROVED ALTERNATE TO REPLACE 440 ir SEE DETAIL 2 0 KWIK BOLT TZ, ESR -3027. (SEE NOTE NO. 3) 1 :*-441t MINIMUM: RIVETS pt: - r''Pe'l7:7:p7r1:o.:voijact; ii:Ir),!udblectu.SInte:: s ectsrror0doorsrdeiananildns9c"181:2:7* 0 IP up_ 1 3/4" WIDE x 16 GA. 'X' 1/4" STEEL f; , r.- _ 5/8" OR #10 TEK SCREWS `.':, -.04-i,-,ands t code ": 1% acknowiscii0d: \ / STRAPS W/ MIN. • cy 'CAA .0 VVP,Y (1) #10 TEK SCREW AT EACH END L.1:1 By , ____5906311!5is G':'------ ( - / rit ./ ''' . I , , 3/8" NUT '--- , .„--..... -1 vigj IV Date: 4- _"..),A e)'7 C' / , UPRIGHT 7 (,) ...,-. ..../ / \ a) .., (fl - 18 GA on , • City Of TilioNila -REF. DTL 2 ,,,-.• .-"- ...... ....„„,„....,, / Ilk ;I- -... in SPANNER 0 o BUILDING DIVISION ....- .,--. . . .4 BEAM 0 .' \ cn FLOOR ANCHOR CLIP fo, 713, FITS INTO LOWEST r .„--'""--/ .,• UPRIGHT TAB P- .-,.. SEE DETAIL 2 _ r ‘ /1° Cr' 'Nr1rs-7 -..‘h iiT co\ 1 • • 4. ' 4 • • 18 GA 1/4" STEEL i...101.77: , ., , , f t I sill 3/8" FLAT WASHER cl ; Lc2J;:1:1.) FOR: SPANNER RIVETS 16 GA. FLOOR ANCHOR PLATE 0 z i= .. ..- .. ' 4 BEAM UPRIGHT POST: 1.1"Mochanical (n - . _ 4. • • e• • 4 411111410,110 •--- PE:octrical x . . . FASTEN SHELVES BACK 3/4"Xi 9/16%16 GA REVI,`110r9S SINGLE POST COL. B. PL. .,., . 4 ' • • . • . NOTE: REF. FOR BASE CONNECTION TO BACK W/ (2) 1/4" BOLTS AT 24" O.C. NOTEEACH END OF THE X -BRACES : _____ rs!ct r'1,7inc` ch:* -)11 rs '-n-lrir-) to th- ecope , C-'' ---.( ‘-ithci.:t prior cppmy,-I of Building Divi:' -'-i tr77. . .:3713 will rcr...,uiro a ii ---rt n' -n zubm:ft-I L.-.: iii.-1L-,!ude c:dditional kg rev.:\ , ;:.-: CHANNEL i:117.ft:mbing - - 410C..?.s Piping ' .f Tukwila . 7; E,VISION (1) 3/8"0 1 2" EMBED. HUS -EZ EMBED. (SEE NOTE HILTI TZ ANCHOR BOLT OR (1) 3/8"0 HILTI ANCHOR BOLT 2 1/2' AT EACH POST SHELVING NO. 3) LOAD ON SHALL BE LOCATED EQUAL -DISTANT FROM TOP AND BOTTOM OF THE SHELVING UNITS SLAB = 1 1 5 psf FASTENING SHELVES TOGETHER (1) "SPANNER" BEAM (-2-_') BASE PLATE (FIXED UNITS) (3_ NOTE: HILTI HUS -EZ W/ 2 1/2" EMBEDMENT SHALL BE ATTACHED WALL IS AN APPROVED ALTERNATE TO REPLACE -1.188- NOTE: THE SHELVING TO THE EXISTING WALL STUDS AND I ! EXISTING COVER TZ, ESR NOTE NO. 3) CONCRETE SLAB. NO NEW STUDS OR EXISTING STUD KWIK BOLT -3027. (SEE STUD WALLS ARE REQUIRED. 111 111 WALL r r TI, - CD 1/4"0 BOLT - TYP. IN TRACK ANTI -TIP MIN. 1" \C I I 1 EMBED. THICK PLASTIC BRAKE SPACER 1" UPRIGHT ," 4.:, PLAN VIEW - STEEL STUD WALL 00#:, S CORNER BRACE 4 1 I _........... #10 TEK SCREW AT ::. -,••,-;:,:., [ I 1 ;75 - - GUIDE EACH WALL STUD THROUGH POST INTO SPACER, TYP. & 1!1 L. III 1x4 SPACER 6;) ...: .- ,, PRESS WITH FOOT To so- 1 ...,,, 0 .. . ..,.... N...." <-> :' PRESS WITH FOOT EXISTING e 1 8 0 I 1 TO RELEASE II -..z.,..., WALL 4. MIN. 1" Ism N411 I I _ 1 EMBED. •••••••• -.. • SHELVING UPRIGHT rl ATTACH POST TO CARRIAGE W/ . . PLAN VIEW - WOOD STUD WALL EXISTING WAU_ FOOTBRAKE ", BER STOP 0.600 COVER RUBBER STOP •:.:::4:-:..,, _T‘-‘-‘-'--,,,,,,,,. .F.: -..:..i... - AT EACH CORNER r", TOP SCREW . - I EXISTING STUD 0 1 I 0 ___ :: I (e4 0 I ITAT ANTI -TIP TRACK WALL ......_..... .,....., 0 ) SHELVING POST p III XISTING STUD BOTTOM SCREWS ‘00 -Le .., '1 It etwasalmi 1 ' %.s.•Y .3) . _ 5.813 FROM Ih[Pid (1 1 1 0-1 I 1 I I i TEK SCREW III MIL I I 0 TO TOP OF UNIT, 1,1 i 1x4 SPACER SPACER AND 1-----1 THROUGH ill ."..„.„.„ o INTO WALL STUD WITH 2" 1 NOTES: MINIMUM 1" EMBED. FRONT VIEW SIDE VIEW 3/8"x3" HILTI TZ ANCHORS SHALL FIELD VERIFY MINIMUM S ZE, SPACING, AND GUAGE OF IN -TRACK ANTI -TIP -REF. DETAIL 5 POSITIVE CARRIAGE FOR STANDARD V -GROOVE LOCK TRACK EMB. ON TRACK. MAX. 22-1/2" 0.C. ,==, 1. CONTRACTOR EXISTING WALL STUDS. AND FLAT TRACKS ONLY: I I 2. CONTACT ENGINEER OF RECORD IF THERE IS A DISCREPANCY. NON-STRUCTURAL 'HILTI' ANTI -TIP & GUIDE CONN, 3. MINIMUM 4. MINIMUM STEEL WALL STUD SIZE = 362S125-30 (3 -5/8"x1 -1/4"x20 GA.). WOOD WALL STUD SIZE = 2x4. 1/4" 0 x 2" LONG SLEEVE ANCHORS 0 22.5" o.c. 5. MAXIMUM WALL STUD SPACING = 16" o.c. FOR STEEL OR WOOD STUDS. - CARRIAGE AND TRACK ASSEMBLY (4.: WALL CONNECTION (5J FOOT BRAKE (6 STORAGE SHELVING UNIT PROPERTIES NOTES: EARTHQUAKE DESIGN DATA: AREA OF SCOPE OF WORK FOR SHELVING UNITS SHELVING AS SHOWN BY THESE DRAWINGS AND Seismic Importance Factor, IE = 1.0 MOBILE / WALL -SUPPORTED / NUMBER OF LIVE LOAD PER UNIT UNIT UNIT MARK NUMBER MOBILE / WALL -SUPPORTED / NUMBER OF LIVE LOAD PER UNIT UNIT UNIT 1) DESIGN OF STEEL STORAGE a) CALCULATIONS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE IBC 2009 EDITION Cccupancy Category II - Not open to the public MARKNUMBER OF UNITS FREE-STANDING SHELVES SHELF (LBS) LENGTH DEPTH HEIGHT OF UNITS FREE-STANDING SHELVES SHELF (LBS) LENGTH DEPTH HEIGHT B 1 WALL -SUPPORTED 6 100 4'-0` 1'-6" 10.-0" E2 1 WALL -SUPPORTED 8 50 3'-0" 1'-6' 10'-0" ---1 0 I 0 ul 2) STEEL FOR ALL SHAPES IS Fy = 36 KSI, ASTM A1011-12 GR 36 (EXCEPT AS NOTED) b) Mapped Spectral Response Accelerations, 3) ALL ANCHORS ARE HILTI KWIK BOLT TZ (ESR -1917), OR HUS -EZ (ESR -3027) Ss = 1.426 and Si = 0.488 BB2 2 WALL -SUPPORTED 2 100 3'-0" 1'-6" 10'-0" K 9 MOBILE 5 100 4'-0" l'-‘1" OR .-6" 10.-0" / \ A lit A - < 4) EXISTING CONCRETE SLAB = MIN. 4" THICK SLAB -ON -GRADE c) Site Class = D WITH F`c = 2500 PSI AND 500 PSF SOIL BEARING PRESSURE d) Spectral Response Coefficients, C2 2 WALL -SUPPORTED OR 6 100 X-0" 1'-6" 10LO" W 3 FREE-STANDING / MOBILE 9 50 4'-0" 1'-4" OR 10'-0" \ CI r‘ Om - 5) STORAGE SHELVING CAPACITY = 50# PER LEVEL SDS = 0.951 and SD1 = 0.492 FREE-STANDINa 1'-6" WITH AM 6) ALL SHELVING INSTALLATIONS AND SHELVING MANUFACTURED IN CONFORMITY e) Seismic Design Category = E NOTE: NOTE: FOR (2) 24" WIDE RACKS tBH-no BH -500 214-400 \ I THIS STANDARD SHALL DISPLAY IN ONE OR MORE CONSPICUOUS LOCATIONS A f) Basic Seismic -Force -Resisting System(s) - BACK TO BACK, ATTACH RACK POSTS THAN 50 SQUARE INCHES IN AREA SHOWING THE FIXED/MOBILE RETAIL SHELVES SHALL BE RESTOCKED BY HAND. DO NOT ' (-7-‘`) (-- ® (--' ® @ C.19 C- ® (- r r, r PERMANENT PLAQUE, EACH NOT LESS Non -Building Structures, SteelEStcorEolgve,EREa) cks W/ 1/4" 0 BOLTS 0 24" 0.C. W/ Ni: N'S' ricq MAXIMUM PERMISSIBLE UNIT LOAD PER LEVEL USE A FORKLIFT OR OTHER MECHANIZED LOADER TO STOCK SHELVES. STEEL WASHER AND NUT Ok 'C) 48" 1 1 r .. g) Design Base Shear = 165 lb 7) ALL SHELVING SHALL BE IN COMPLIANCE WITH THE RMI h) Seismic Response Coefficient, Vt = 0.285 NC; 16" OR 18" NC; L. 8) THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MINIMUM OF 18 INCHES BETWEEN 36" OR 48" 36" OR 48" 16" OR 18" ft., to Oil p6 ,, i) Response Modification Factors, R = 4.0 if ,,,,7,,_ TYP. -, it 21 . G RES , THE TOP OF THE STORED MATERIAL AND THE CEILING SPRINKLER DEFLECTORS f I. ir "-.. Co %, -,, -I 9) THE SHELVING RACKS WILL NOT BE OPEN TO THE PUBLIC j) Redundancy Factor, p = (5) TYP. (:) TYPf 0 X.O. 1 "OUT-OF-PLUMBNESS" k) Analysis Procedure per ASCE 7-05, Sec. 15.5.1 ..,_, r TYP. U.N.O. cv w 1 i.- ' 10) SHELVING UNIT'S MAXIMUM SHALL BE 0.500 INCH IN 10 FT. ...„._____ - TYP. ,,_ ,1 CA I (NI TI i .i.. A4r05, t 11) - INDICATES DETAIL CALLOUT 1 (:) 0 - o I., _ 0 / T I o . ooc,fiel 3,-, x ') 1 -,(' xl PFoo ' =mot 2 q CITY OF TUKWILA ii 0 } ---3 er452 al- ; • ; li 1 0 o' FF / 6 - ‘‘, # La (J) 0 K BABY BOYS -901Y4 (6) . FEB 0 1 2013 4 ,v‘‘ 4 4 Cif (n lin U.i 0 % 4 M M Z 41=0A .1 • . ' _ _ / z ,‘ ,7 CS < • -.tico• ri,A,‘„,4 , a REVIEVVED FOR ERMIT CENTER .-.13.. 114-a-wm CODE COMPLIAACE -._ i En 133 4 ‘‘ 0 -o # .•• 4, v. # ‘,‘ / 6 6 LLJ La tx La -( r r, Periodic special inspection is required during the FEB 2 1 2013 w cr ce w z o , ). - anchorage of access floors and storage racks 8 feet ,,,, % / w ,., ,‘ z „. ,-/ - z z % cia OF -1000 1 `‘..k 4 ,‘ - - / ' 3 , _ 0- i z a. /7 0 I i T cncl '., ru a or greater in height in structures assigned to Al--- tilitt i, \\ i, # ‘‘ ‘`. / t -.(1) (f) _ + 6. 5 - 1 Seismic Design Category D, E or F. City of Tukwila 4 % i' . / • ). t / r lir IBC 1707.5 and BUILDING DIVISION v my \ / al e , / TABLE 1704.4 (4) Inspection of anchors installed .. 0 0 in II- , in hardened concrete. / k Ahlt .,P1 - P ENE , . a PI Ct m..= II illis11111111=1Wal I _ _ I I i I smimmemomimilat mismois m I m WINNSEINE 1 FAI b 1 3 Q... 0 3 WALL -SUPPORTED FREE-STANDING : 31 •‚I ..,-- --... I FIXED SHELVING SIDE VIEWS MOBILE SHELVING SIDE VIEW PARTIAL FLOOR PLAN & SHELVING RACK LAYOUT GENERAL TES 0) C) It (5 0) CC) 00 0) (3) 0 It c0j _JAN 24 2013 r -t-4 CZ) • 8 °' \-0 o 7' cLi , ;74 -14 cz"" Zz (2e rn pl r:e OMM"4 U 13-01-196 01-24-2013 SHEET