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Home My WebLink AboutPermit D98-0434 - HOME DEPOT - STORAGE RACKS098-0434. 6810 So. 180u1 St. Home Depot City of Tukwila �. Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 Parcel No: 362304 -9074 Address: 6810 S 180 ST Suite No: Location: Category: ARET Type: DEVPERM Zoning: TUC Const Type: RACKS Gas /Elec.: Units: 001 Setbacks: North: Water: TUKWILA Wetlands: Permit Center Authorized Signature: Signature:_ DEVELOPMENT PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Permit No: Status: .Issued: Expires: Occupancy: EQUIPMENT UBC: 1997 Fire Protection: SPRINKLERED /AFA .0 South: .0 East: .0 West:. .0 Sewer: TUKWILA Slopes: y Contractor License Nu:. FERGUHS370NO OCCUPANT HOME DEPOT 6810.5 180 ST, TUKWILA WA 98188 OWNER HOME DEPOT . 2455 PACES RD NW :ATLANTA GA 303.39 CONTACT PETER HIGGINS' 1225 -F N PACIFIC, GLENDALE CA 91202 CONTRACTOR FERGUSON ' .,HUGH P.:O. BOX" 80867,'SEATTLE, VA 98108 k***•** k• kA****:******• k kA•*• k****.*.* *• k*A*•* k• k k k** kk* k• k*• k* 1* A• k***_** k• k *k.k*•k'k:k•k•k*•kkk•kk *k•k*** Permit Description:' INSTALLATION OF RACKING **k****k ** *k*** * *** *.* * * *k * * * k.k * •k** ***, :jc * ***** ** *** *-k*•k•kk*k ** * * *4 *k*•k*** * *•k **k Construction "Valua ion: s. .00 PLBL.IC WURrSPERMITS *(Water.Meter Permits Listed Separate°) Erik: Appr: Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: Size(in) •.00 Flood Control Zone: N Hauling: N Start •Time End'.Time: Land Altering: N Cut: Fi11:` Landscape Irrigation: N Moving Oversized Load: N Start Time: Sanitary Side Sewer: N 'No:. Sewer Main Extension: N Private: ,Storm`Dr.ainage: N Street Use: N Water Main Extension: N . Private: N Public: N k' k****•*** k***•*** * ** ** ** *'k * * ** *• *** * * *** *k k* ************* * * *** *•k * * *••k *k* **** * *• TOTAL DEVELOPMENT PERMIT. FEES: ffi :1,066.69 k kAk**** k*•• k*******• kk* k*• k****** k*****: l•**•***** k*** k*: *** * * ** **** ***'k * * **k *•k•k•k *:k t ` (206) 431 -3670 Streams: .Phone: (404)433 -8211 Phone: Phone: D98 -0434 ISSUED 07/21/1999 01/15/2000 818- 549 -0072 206.767 -3810 Date : 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 provision of any other state or local laws regulating construction. or the performance of work. I am authorized to sign for and obtain'this • development pe mit. Date: 4 v -9 r Print Name: E -Fe Y l 9 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. CITY OF TUKWILA Address: 6810 S 180 ST Permit No: D98-0434 Suite: Tenant: Status: ISSUED Type: DEVPERM Applied: 12/29/1998 Par'cel #: 362304-9074 Issued: 07/21/1999 ********.********Yek*Alik*********kk**4**A*****leik***kkk**'W*k*******Mkk*Ak Permit Conditions: 1. No changes will be made to the plans •unless approved by. the . Engineer and the Tukwila Bvilding Divlsion. 2. All permits, inspection records, and approved plans shall be available at the .job site prior to the tart of any con- struction. These .documents are to be maintained -and avail- able until final inspection'aPprOval is granted: .:... All construCtion to be done in conformance with approved plans and requirements of the Uniform Bullding 'J1997 _Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 4. Validity of Permit, The Issuance :of a permit 0? approval ,of plans, specifications, and computations shall not be con-: strued, to be a permit ,for, or an approval of, any violatiOn, of any of the provisions of the building code or of any oth:er'ordinance of the jurisdiction: No permit prestiming to give authority to violate or cancel the provisions' of this codeshall be valid: • Project Name/Tenant: / 70Ge , �+z CCN%cr' TIU /A! OrRi- -yJ6t 3 ,qpJ T,,Af Va lue of Construction: 4 �O,QdO..) Site Address: City State /Zip: 6P, S aU - - t1 II?c ST26g - i - ' - Tu u--rLrt iQ4 Tax Parcel Number: x&02 .3 oC‘ ?ct Property Owner /� J /7 »p, D. [ T (/ sli Phone: Street Address: City State /Zip: Fax #: Contractor: F , 9 c,, USaA) (r t 7uC i 0 ' - Phone: Street Address: City State /Zip: 7_ 1 --` / ,v6 .5vro- S - A rtzc f IAA IMO8 Fax #: Z06.767, rj_3 qZ Architect: Phone: Street Address: City State /Zip: Fax #: Engineer: I C. HTir -rr.is E /ASScciATE Phone: Pi 18. $z,9, 0O77 Street Address: City State /Zip: 122S- i N PAc � -z C CrLC -NU ) CA ?'2( - . Fax #: Contact Person: PcrerZ S, H m -cc,r is S. Phone: Pi P. 55 vo'7 - Street Address: 5 City State /Zip: 12ZS- F' N. t4C-1= c_ 4'16 rti 9IZoZ Fax #: Description of work to be done: // cd e- C / &/) ,9 7-�N A,,4 io E._ Existing use: g Retail El Restaurant El Multi- family ❑ Warehouse El Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel El Office El School/College/University El Other Proposed use: L17 Retail ❑ Restaurant El Multi- family ❑ Warehouse El Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel El Office ❑ School /College /University El Other Will there be a change of use? El yes ❑" - no If yes, extent of change: (Attach additional sheet if necessary) L Will there be rack storage? Ly yes El no Existing fire protection features: sprinklers 7I fire alarm ❑ none El other (specify) Building Square Feet: 2CICO SC .4. existing Area of Construction: (sq. ft.) OC:5 0 sc. Will there be storage of flammable /combustible hazardous material Attach list of materials and storage location on separate 8 1/2 in the building? 71 yes Trno X 11 paper indicating quantities & Material Safety Data Sheets CITY OF TL WILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 CTPERMIT.DOC 1 /29/97 Commercial / Multi - Family Tenant Improvement / Alteration Permit Application Application and plans must be complete in order to be accepted for plan review. , J � y Applications will not be accepted through the mail or facsimile. `i APPLICANT REQUEST FOR PUBLIC WORKSSITE/CIVIL PLAN REVIEW OF THE.FOLLOWING: (Additional reviews may be determined by thePubllc Works Department) El Channelization /Striping El Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. El Landscape Irrigation El Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public El Storm Drainage ❑ Street Use Cl Water Main Extension 0 Private 0 Public El Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal ❑ Miscellaneous ❑ Flood Control Zone ❑ Hauling Schedule: 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 extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: / - Zf. f8 Date application expires: Appllc#(lo9 taken by: (Initials) PLEASE SIGN BACK OF APPLICATION FORM BUILDING OWNER OR AUTHORIZED AGENT: / Signature: �/�/ �/� 4L� Date: `2 Z VI Print name: FA /1 /10N/. %Y1. 11)/ Ck_ Phone: - .767,. alo Fax #: 20G. tti7. '7 / I Address 5 -_- xtri " City /State /Zip ALL COMMERCIAUMULTI -FLY TENANT IMPROVEMENT /ALA TION PERMIT APPLICATIONS M BE SUBMITTED WITH THE FOLD ING: y ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER ➢ ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Complete Legal Description ❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Four (4) sets of working drawings (five(5) sets for structural work), which include : ❑ ❑ Site Plan (including existing fire hydrant location(s) 1. North arrow and scale 2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements 3. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions 4. Location of driveways, parking, loading & service areas 5. Recycle collection location and area calculations (change of use only) 6. Location and screening of outdoor storage (change of use only) 7. Limits of clearing /grading with existing and proposed topography at 2' intervals extending 5' beyond property's boundaries 8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of use only) 9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 18.45.040), of those, identify by size and species which are to be removed and saved 10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change of use only) 11. Location and gross floor area of existing structure with dimensions and setback 12. Lowest finished floor elevation (if in flood control zone) 13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H- 9). ❑ ❑ Floor plan: show location of tenant space with proposed use of each room labeled ❑ ❑ Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of any hazardous materials; dimensions of proposed tenant space. ❑ ❑ Vicinity Map showing location of site ❑ ❑ Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of rack. Structural calculations are required for rack storage eight feet and over. ❑ ❑ Indicate proposed construction of tenant space or addition and walls being demolished ❑ ❑ Construction details ❑ ❑ Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. ❑ ❑ Washington State Non - Residential Energy Code Data shall be noted on the construction drawings. ❑ ❑ SEPA Checklist - if intensification of use (check with Planning Department for thresholds). ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions. ❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Public Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries Valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal 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. CTPERMIT.DOC 1/29/97 w"' '''f'q'' _: •�r ^ta ��:,.;�;.+�,''" �'N.v��"'. , "' „ ^'i�� x='i:: y 'hA * ** *ic****** *A*** ***** 4- *A * ** * *A *k� A�Ai•k****-A•**:A *•k'kk,t�1: ** C_I_ TRANSMIT This Payment 646.25 Total Fees: Total ALL Pmts: Balance: TY OF TUKWIL.A, WA k **. *:4 * * **'A *kA,-k ** *A * *•k kA�k.t *A * *'kkA•:k4 *A*Ak* A *'k: {••dyk•:1'.lA*'ktl•lc:1*** •RANSM1T Number: 89000112 Amount: . 648.25 07/21/99 12:56 Payment Method:..CHECI( Notation: JEFF POWEL.L Init: CAS Permit No: D98-0434 Type: DEVPERM DEVELOPMENT PERMIT Parrel . No: 362304- 9074 Site Address: 66t() S 180 ST 1,066.69 1,066. 69 .00 . A. kA, 1* a *k * * *A * ** * * * **st *1t'k * * *Ah* *! *A' * *k * *1 A•. ** *•k * ***hk * *�t * *a *A* ) Account Code Description Amount 000/322.100 • BUILDING - NONRES. 643.75 000/386.904 STATE BUILDING SURCHARGE 5202,07/22 97.7 TOTAL 648.25 * **AA ** h 4.4* **k4r * * * ** *. **** * *AA'�r * *A AAA * * *A *ir** s1+ a *,4 *. * * ** * *: *** CITY TUI WILA. WA - TRANSMIT. " A4" A***• 4•* A ' * . * * * * *•h "A *A** *' *A l i irt.It•k ' �t :. !r*T •A " • *l *k st,ikit *i!•A.lt•k.*fi•k TRAinitq :. iium:4Gj a." R9:700887 . Amount :_ . 418 „.44 1212'.9/ 98 ; 1111'3 P. aymEn t Method : CHECK flotation: I' ;t OUSON CONSUL) Inuit: • [I.LH Per mit No, 098 -0434 ; 1•ype:• DEV'PERM DEVELUPM,ENT PERMIT. Parcel. IN: 362004 -9074 Site Addraea: .( 110 5 180 ST. .'total., Dees:' . r r 1,.06 6.,49 . Project: Type of Inspecti • Address: Date called: '...— n s: Special instructions: a t..t' _ Kja-- DV" d rcJ41 J ` �,( �/`u'"A7o 7 4-- 0321(Jv Date wanted: _a. m. 3 "I -Po P.m. Requester: Phone: ,� Cell 2ZYo - 31U - 20Z3 • INSPECTION NO. COMMENTS: lnsp Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 981 646 - 6 PERMIT NO. (206)431 -3670 a l& `l i Corrections required prior to approval. vex ova a , r / / 0 0 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Prog . l ov\c„. 1) 4k:71-- Irts ection:_ Type of ... Adfires$4, Obi I 0 — S 1 5 OP4 Date call d: ' Special instructions: Date d/ / 491 n Reque Phone: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION COMMENTS: lnsp ikc. . • ' • • • .... INSPECTION RECORD Retain a copy with permit ir WAS )c.00ttth " 7 ' 7 7 47 - 6300 Southcenter Blvd, #100, Tukwila, WA 981810 (206)431-3670 PERMIT NO. El Approved per applicable codes. rorrections required prior to approval. r TeAckS p.J , 7?7CLP (Ai /7vr Cr7 0 f $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Sbuthcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Pr. 'e t: �� i �r .i y / 1 II Ty.d.f Ins.. •; ion, .14 tl: %Fr�,�wrnr: t - -e ,...t.i.Y� / . A j gs 0 5 7 i 5/ . . Date call- .: �, j 7 /n9 7 S instruction : Date wanted: /' Requester: Phons:� 3 = -- . �j INSPECTION RECORD Retain a copy with permit 1NSPECTION NO. CITY OFgTUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 proved per applicable codes. C Corrections required prior to approval. COMMENTS: $4 .00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: PERMIT NO. (206)431 -3670 Project: i -De t Type of Inspec gn: iv Address: • �4�1O E • ! (�Sb Date called: - ' , Special instructions: Date wanted: — a.m. m Requester: v (' Phone: 4 /5 1 = ,8 '5---- INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter B lvd, #100, Tukwila, WA 98188 E Approved per applicable codes. r i j 0',„, 10 'r PERMIT NO. (206)431 -3670 Corrections required prior to approval. Aid El $47.01 REINSPECTION FEE REQUIRED. Prior to insdection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: t.._044> 77/Q9 Receipt No: Date: COMMENTS: Type of jnspection: Pc • Pt getA ( T A-( T" (SS c 4 ( AAusT 64(6. Pe,er• (7 vx( called: S /7 Special instructions: a� -1 m , 4- (/'JTrc.. ►ita1 P one: 4 i 7 - /4C6B ( 5 /7T ,,:/7 r7 7 , ProrkmAc D li Type of jnspection: Pc Ad es • [ O- S . 1 Bo 4 Date called: Special instructions: Date w 71 717 -1 m •eque •r: P Ar. _ ►ita1 P one: 4 10 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 ID Approved per applicable codes. INSPECTION RECOf : Retain a copy with pe ...it • '8 -0434 PERMIT NO. (206)431 -3670 �A 1.6o rrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: C Project Name 40111e De R Address 5;1 S 1 iSC Retain current inspection schedule Needs shift inspection ›< Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre-Fire: Permits: •- ■/7), Authorized Signature FINALAPP.FRM City of Tukwila Fire Department TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Permit No. T.F.D. Form F.P. 85 John W. Rants, Mayor Thomas P. Keefe, Fire Chief Suite # — 1 I 729 c \ Q \ Date Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 575-4439 FILE COPY Home Depot #4705 Tool Rental Center Addition Interlake Racks Location: 6810 South 180 Street Tukwila, WA Prepared For: Home Depot Orange, CA Prepared By: Peter S. Higgins And Associates Consulting Structural Engineers 1225 -F North Pacific Glendale, CA 91202 (818) 549 -0072 Peter S. Higgins, S.E. Job Number 3467 December 18, 1998 ents 1, it shall ge(s), an appropri eference This Document and the design it contains is copyright by Peter S. Hi is provided as an instrument of service, and shall not be reproduce written permission. Notice to Building Depa If this calculation is submitted for building permit approv calculations as listed in the table of contents on the next p by all drawings listed in Section 1. All documents shall be in ink of a contrasting color with the same Job Number signed across this block. itiKWILA 1) JAN 6 V99 ,..� , v 1) 1 L it • �I�_i G IJIV O t EXPIRES. tip a 1 20001 CITY OFETUKWILA DEC 2 9 1998 PERMIT CENTER a18-0434- Project: Home Depot #4705 December 18, 1998 ,TER S. HIGGINS AND ASSOCItk S CONSULTING STRUCTURAL ENGINEERS Table of Contents 1 Reference Data 1 1.1 Documents 1 1.1.1 Drawings 1 1.1.1.1 By Peter S. Higgins and Associates 1 1.1.1.2 By Others 1 1.2 Loads 1 1.2.1 Vertical (Dead plus Live) 1 1.2.1.1 Pallet Rack 1 1.2.1.2 Cantilever Rack 1 1.2.2 Impact Loads of Machine Loaded (Pallet /Selective) Racks 1 1.2.2.1 One Pallet Wide 1 1.2.2.2 2 Pallets Wide 2 1.2.2.3 3 Pallets Wide 2 1.2.3 Seismic 3 1.2.3.1 General (1994 UBC Chapter 22, Division VI) 3 1.2.3.2 Short Formulation 4 2 Heavy Duty 144" High Pallet Rack 4 2.1 Components and Geometry 4 2.2 Check Beams 4 2.2.1 Display Beams 4 2.2.1.1 Design Forces 5 2.2.1.2 Beam Properties 5 2.2.2 Up to 108" Spans 5 2.2.2.1 Design Forces 5 2.2.2.2 Beam Properties 5 2.2.3 Up to 150" Spans 5 2.2.3.1 Design Forces 5 2.2.3.2 Beam Properties 6 2.3 Check Posts (Dead plus Live Loads) 6 2.3.1 Load to Post (@ Critical Section) 6 2.3.2 Post Properties (net section) 6 2.4 Longitudinal Seismic 6 2.4.1 Base Shear 6 2.4.2 Design Forces 7 2.4.3 Post - Combined Stresses 7 2.4.4 Beam Connections 7 2.4.4.1 Design Forces 7 2.4.4.2 Connection Capacity 7 2.5 Transverse Seismic 7 2.5.1 Machine Loaded Racks (Limited to 144" tall) 7 2.5.1.1 Single Rows (Seismic Footplates) 7 2.5.1.1.1 Base Shear 7 2.5.1.1.2 Design Forces 8 2.5.1.1.2.1 Stability 8 2.5.1.1.2.2 Brace 8 2.5.1.1.2.2.1 Design Force 8 2.5.1.1.2.2.2 Brace Capacity 8 2.5.1.2 Back to Back Rows (Standard Footplates) 9 2.5.1.2.1 Base Shear 9 2.5.1.2.2 Design Forces 9 2.5.1.2.2.1 Stability 9 Copyright 0 by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Job No. 3467 Sheet i Project: Home Depot #4705 December 18, 1998 IN ER S. HIGGINS AND ASSOCIAT CONSULTING STRUCTURAL ENGINEERS 2.5.1.2.2.2 Brace 9 2.5.2 Display Racks (Limited to 192" tall) 9 2.5.2.1 Base Shear 9 2.5.2.2 Design Forces 10 2.5.2.2.1 Stability 10 2.5.2.2.2 Brace 10 3 Heavy Duty 192" High Pallet Rack 10 3.1 Components and Geometry 11 3.2 Check Beams 11 3.2.1 Up to 99" Spans 11 3.2.1.1 Design Forces 11 3.2.1.2 Beam Properties 11 3.2.2 108" Spans 12 3.2.2.1 Design Forces 12 3.2.2.2 Beam Properties 12 3.3 Check Posts (Dead plus Live Loads) 12 3.3.1 Load to Post (@ Critical Section) 12 3.3.2 Post Properties (net section) 12 3.4 Longitudinal Seismic 13 3.4.1 Base Shear 13 3.4.2 Design Forces 13 3.4.3 Post - Combined Stresses 13 3.4.4 Beam Connections 13 3.4.4.1 Design Forces 13 3.4.4.2 Connection Capacity 14 3.5 Transverse Seismic 14 3.5.1 Base Shear 14 3.5.1.1 24" Deep Racks 14 3.5.1.2 >36" Deep Racks 14 3.5.2 Design Forces 14 3.5.2.1 24" Deep Racks 14 3.5.2.1.1 Stability 15 3.5.2.1.2 Brace 15 3.5.2.2 >36" Deep Racks 15 3.5.2.2.1 Stability 15 3.5.2.2.2 Brace 15 3.5.2.2.2.1 Design Force 15 3.5.2.2.2.2 Brace Capacity 15 3.6 Attachment of Display Walls to Standard Duty 192" Racks 16 3.6.1 Loads 16 3.6.1.1 Pallets 16 3.6.1.2 Due to Walls 16 3.6.1.3 Total 16 3.6.2 Stability 16 3.6.2.1 Pallets plus Wall 16 3.6.2.1.1 Anchorage 17 3.6.2.1.2 Brace 17 3.6.2.2 Wall Only 17 3.6.2.2.1 Anchorage 17 3.6.2.2.2 Brace 17 3.7 Slab on Grade 18 4 "Doubler" 192" High Pallet Racks with 7.5 kips per level and LU79/25 uprights 19 Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only, Job No. 3467 Sheet ii Project: Home Depot #4705 December 18, 1998 C TER S. HIGGINS AND ASSOCIX ;S ' CONSULTING STRUCTURAL ENGINEERS 4.1 4 Levels @ 48" 19 4.1.1 Components and Geometry 19 4.1.2 Check Beams 19 4.1.2.1 Design Forces 19 4.1.2.2 Beam Properties 20 4.1.3 Check Posts (Dead plus Live Loads) 20 4.1.3.1 Load to Post (@ Critical Section) 20 4.1.3.1.1 Below Doubler 20 4.1.3.1.2 Above Doubler 20 4.1.3.2 Post Properties (net section) 20 4.1.3.2.1 Below Doubler 20 4.1.3.2.2 Above Doubler 21 4.1.4 Longitudinal Seismic 21 4.1.4.1 Base Shear 21 4.1.4.2 Design Forces 21 4.1.4.2.1 Below Doubler 21 4.1.4.2.1.1 Design Forces 21 4.1.4.2.1.2 Post - Combined Stresses 21 4.1.4.2.2 Above Doubler 22 4.1.4.2.2.1 Design Forces 22 4.1.4.2.2.2 Post - Combined Stresses 22 4.1.4.3 Beam Connections 22 4.1.4.3.1 Design Forces 22 4.1.4.3.2 Connection Capacity 22 4.1.4.4 Base Plate 23 4.1.5 Transverse Seismic 23 4.1.5.1 Base Shear 23 4.1.5.2 Design Forces 24 4.1.5.2.1 Stability 24 4.1.5.2.2 Brace 24 4.1.5.2.2.1 Below Doubler 24 4.1.5.2.2.1.1 Design Force 24 4.1.5.2.2.1.2 Brace Capacity 24 4.1.5.2.2.2 Above Doubler 25 4.1.5.2.2.2.1 Design Force 25 4.1.5.2.2.2.2 Brace Capacity 25 4.2 3 Levels, First @ 84" 25 4.2.1 Components and Geometry 25 4.2.2 Check Beams 26 4.2.2.1 Up to 99" Spans 26 4.2.2.1.1 Design Forces 26 4.2.2.1.2 Beam Properties 26 4.2.2.2 108" Spans 26 4.2.2.2.1 Design Forces 26 4.2.2.2.2 Beam Properties 27 4.2.2.3 Up to 150" Spans 27 4.2.2.3.1 Design Forces 27 4.2.2.3.2 Beam Properties 27 4.2.3 Check Posts (Dead plus Live Loads) 28 4.2.3.1 Load to Post (@ Critical Section) 28 4.2.3.1.1 Below Doubler 28 4.2.3.1.2 Above Doubler 28 4.2.3.2 Post Properties (net section) 28 4.2.3.2.1 Below Doubler 28 Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Job No. 3467 Sheet iii Project: Home Depot #4705 December 18, 1998 P( ER S. HIGGINS AND ASSOCIATE CONSULTING STRUCTURAL ENGINEERS 4.2.3.2.2 Above Doubler 28 4.2.4 Longitudinal Seismic 29 4.2.4.1 Base Shear 29 4.2.4.2 Design Forces 29 4.2.4.2.1 Below Doubler 29 4.2.4.2.1.1 Design Forces 29 4.2.4.2.1.2 Post - Combined Stresses 29 4.2.4.2.2 Above Doubler 29 4.2.4.2.2.1 Design Forces 29 4.2.4.2.2.2 Post - Combined Stresses 30 4.2.4.3 Beam Connections 30 4.2.4.3.1 Design Forces 30 4.2.4.3.2 Connection Capacity 30 4.2.4.4 Base Plate 31 4.2.5 Transverse Seismic 31 4.2.5.1 Base Shear 31 4.2.5.2 Design Forces 31 4.2.5.2.1 Stability 32 4.2.5.2.2 Brace 32 4.2.5.2.2.1 Below Doubler 32 4.2.5.2.2.1.1 Design Force 32 4.2.5.2.2.1.2 Brace Capacity 32 4.2.5.2.2.2 Above Doubler 32 4.2.5.2.2.2.1 Design Force 32 4.2.5.2.2.2.2 Brace Capacity 33 4.3 2 Levels, First @ 96" 33 4.3.1 Components and Geometry 33 4.3.2 Check Beams 34 4.3.2.1 Up to 99" Spans 34 4.3.2.1.1 Design Forces 34 4.3.2.1.2 Beam Properties 34 4.3.2.2 108" Spans 34 4.3.2.2.1 Design Forces 34 4.3.2.2.2 Beam Properties 34 4.3.2.3 Up to 150" Spans 35 4.3.2.3.1 Design Forces 35 4.3.2.3.2 Beam Properties 35 4.3.3 Check Posts (Dead plus Live Loads) 35 4.3.3.1 Load to Post (@ Critical Section) 35 4.3.3.1.1 Below Doubler 35 4.3.3.1.2 Above Doubler 35 4.3.3.2 Post Properties (net section) 35 4.3.3.2.1 Below Doubler 35 4.3.3.2.2 Above Doubler 36 4.3.4 Longitudinal Seismic 36 4.3.4.1 Base Shear 36 4.3.4.2 Design Forces 36 4.3.4.2.1 Below Doubler 36 4.3.4.2.1.1 Design Forces 36 4.3.4.2.1.2 Post - Combined Stresses 36 4.3.4.2.2 Above Doubler 37 4.3.4.2.2.1 Design Forces 37 4.3.4.2.2.2 Post - Combined Stresses 37 4.3.4.3 Beam Connections 37 Copyright ° by Peter S. Biggins and Associates. Provided as an instrument of service. Copying by written permission only. Job No. 3467 Sheet iv Project: Home Depot #4705 December 18, 1998 :TER S. HIGGINS AND ASSOCI CONSULTING STRUCTURAL ENGINEERS 4.3.4.3.1 Design Forces 37 4.3.4.3.2 Connection Capacity 37 4.3.4.4 Base Plate 38 4.3.5 Transverse Seismic 38 4.3.5.1 Base Shear 38 4.3.5.2 Design Forces 39 4.3.5.2.1 Stability 39 4.3.5.2.2 Brace 39 4.3.5.2.2.1 Below Doubler 39 4.3.5.2.2.1.1 Design Force 39 4.3.5.2.2.1.2 Brace Capacity 39 4.3.5.2.2.2 Above Doubler 40 4.3.5.2.2.2.1 Design Force 40 4.3.5.2.2.2.2 Brace Capacity 40 5 Interlake Cantilever Racks 40 5.1 Components and Geometry 40 5.2 Check Beams 41 5.2.1 Design Forces 41 5.3 Check Posts (Dead plus Live Loads) 41 5.3.1 Load to Post 41 5.3.2 Post Properties 41 5.4 Seismic 41 5.4.1 Base Shear 41 5.4.2 Transverse Forces 41 5.4.2.1 Base Connection 42 5.4.2.2 Stability 42 5.5 Longitudinal Seismic 43 5.5.1 Design Forces 43 5.5.1.1 Stability 43 5.5.1.2 Brace 43 5.5.1.3 Bending @ Base 43 5.6 Slab 43 Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Job No. 3467 Sheet v Project: Home Depot #4705 December 18, 1998 1 Reference Data This calculation reviews the installation of the storage racks and light clouds for structural adequacy. The sealing of drawings is for the structural review of these items only. Other information is not reviewed, nor approved. This an addition to an existing store. The original store was installed under permit in mid 1993, (Job No. 938). It was remodeled in late 1996 (Job No. 2366). This calculation reviews the new material being installed into the tool rental center only. The existing material remains qualified under the origi- nal review. 1.1 Documents 1.1.1 Drawings 1.1.1.1 By Peter S. Higgins and Associates HT -7, IL -5, IL -8 1.2 Loads 1.1.1.2 By Others Home Depot Fixture Plan Sheet 1 of 1, Plot date 7/245/98 1.2.1 Vertical (Dead plus Live) Pc ER S. HIGGINS AND ASSOCIAT( CONSULTING STRUCTURAL ENGINEERS 1.2.1.1 Pallet Rack Loads per pallet position =1.5 kips for Regular Duty Pallet Rack =2.3 kips for Heavy Duty Pallet Rack =3.8 kips for Extra Heavy Duty Pallet Rack Design beams for 25% impact of a unit (pallet) load 1.2.1.2 Cantilever Rack Max 2.0 kips per arm =4.1 kips per side Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Job No. 3467 Sheet 1 1.2.2 Impact Loads of Machine Loaded (Pallet /Selective) Racks Conservatively assume beams are simply supported UNO. Note: rack nomenclature is some- what different than standard structural notation. Here L =Load on the beam (usually expressed in terms of a unit or pallet load), W =Width of the bay (or span of beam). 1.2.2.1 One Pallet Wide Impact = 25% of pallet load. Design moment is 1.25 times moment due to the pallet load alone. Project: Home Depot #4705 December 18, 1998 ;TER S. HIGGINS AND ASSOCI S CONSULTING STRUCTURAL ENGINEERS 1.2.2.2 2 Pallets Wide Take 25% impact of a single pallet as a UDL on t of span. There are two beams support- ing each level (one front, one rear). Accordingly, each two pallet wide beam supports one pallet load on the full span, plus 1/8 of a pallet load on half of the span. r 1 Full Vertical Load L/21 1L/2 3L/32t 3W/8I T L/32 For the Fully Loaded Case WL 15WL ml- 8 ; M Z 128 M I M1 t i } W/ W/2 L /8 For the Impact Load Case Impact Load i ✓L _ 9W L I M 3 __ 64' 256 M+ I , M ? 4 I r 3 Design Moments Alois ° M2�' M ..... L��11m�e ° MIi A4,- 911L 64 GOVERNS Job No. 3467 Sheet 2 1.2.2.3 3 Pallets Wide Take 25% impact of a single pallet as a UDL on 1/3 of span. There are two beams support- ing each level (one front, one rear). Accordingly, each three pallet wide beam supports 1.5 pallets on the full span, plus 1/8 of a pallet load on the interior third of the span. Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only, - Project: Home Depot #4705 December 18, 1998 L /16 1 r W/3 1/ = R Thus: V< 0.7514/ R 7' within the range: Pc ER S. HIGGINS AND ASSOCIATC 1. CONSULTING STRUCTURAL ENGINEERS' W a Full Vertical Load 3L/41 For the Fully Loaded Case II M _ 3 IV L / \ M1 . � 16 W/3 L/8 W/3 0.03W<_1/<_0.201/ } Iripact Load 1L/16 M Design Moment 7111L M = 32 1.2.3 Seismic Stores are designed to zone 4 criteria, regardless of site location. 1.2.3.1 General (1994 UBC Chapter 22, Division VI) Where: Z=0.4 I =1.00 For the Impact Load Case I✓ L M 2 = R =8 Longitudinal 6 Transverse C = 1.25S T 213 Job No. 3467 Sheet 3 S < 1.5 (unless lower value permitted by soils report) W =Total Load (Dead Load of rack is usually negligible) T may be determined by any rational method, or the default C /R of 0.50 maybe used. Copyright u by Peter S. Higgins and Associates. Provided as an instrument of service, Copying by written permission only. Project: Home Depot #4705 December 18, 1998 ( ;TER S. HIGGINS AND ASSOCI CONSULTING STRUCTURAL ENGINEERS 1.2.3.2 Short Formulation If racks are interconnected such that 4 posts in each direction resist lateral load, then (using code defaults for C /R 1 / 0.2SDL+ 2 ) � 0.10S14( (since DL < < LL) This condition is usually satisfied by interconnecting back to back rows of rack, or by tieing single rows across the aisles. 2 Heavy Duty 144" High Pallet Rack 2.1 Components and Geometry W • W =108" a =6" b =42" c =48" d =48" Beam Type LH 20111 (Display) LH -321B, 38411 < 99 LH -351B, 59711 - 99 LH -354B, 588H > 108 tv■ H =144" D =min. 24" 1 =39" 1 =54" Upright Type LU -25B (min size - usually LU -75) r ._ S Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Job No. 3467 Sheet 4 2.2 Check Beams 2.2.1 Display Beams Max 1.2 kips per level (0.6 kips per beam); max span 99 ". No impact (not machine loaded) Project: Home Depot #4705 December 18, 1998 2.2.1.1 Design Forces N u� 1 �.f PC ER S. HIGGINS AND ASSOCIAT( CONSULTING STRUCTURAL ENGINEERS L t1/ M< 8 =7.4 inch kips 2.2.1.2 Beam Properties 1" = 0.75" 0.64" 2 2.2.2 Up to 108" Spans 2.2.2.1 Design Forces 39L M M 256 S .O.6 =24.7 inch kips =0.75 in 2.2.2.2 Beam Properties -- 1_ = 1.63" 0.070" =49.2 inch kips LB201H S =0.29 in I =0.37 in LB384H S =0.73 in I =1.44 in Smin � M 0.6F =0.23 in O.K. Say O.K. 2.75" 2.2.3 Up to 150" Spans 2.2.3.1 Design Forces A4 7 L � 1•✓ S < M 32 in 0.6F =1.49 in Job No. 3467 Sheet 5 Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only, Project: Home Depot #4705 December 18, 1998 2.2.3.2 Beam Properties N u7 " Substituting yields: T >1.7 sec Thus: V <0.077W C ;;;TER S. HIGGINS AND ASSOCI( )1'S CONSULTING STRUCTURAL ENGINEERS = 1.63" 0.090" LB599H S =1.57 in I, =4.21 in 2.75" 2.3 Check Posts (Dead plus Live Loads) 2.3.1 Load to Post (0 Critical Section) P (#t of levels)(L) 2 =4.5 kips 2.3.2 Post Properties (net section) 1 8 X 3 7 2300 I� j / (2n2+2n+l) LU25 B t =0.090 in A =0.54 in S =0.45 in r =1.11 in S� =0.24 in3 ry =0.62 in 1,/r, =63 b /ix =38 F =22.2 ksi P =12.0k M =13.5 1c Where: W = Load per level L = Spacing between levels I = Moment of inertia of post n = Number of levels O.K. Copyright a by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Job No. 3467 Sheet 6 2.4 Longitudinal Seismic 2.4.1 Base Shear Determine Period - Rayleigh Method - UBC Method B. Derivation supplied upon request. Units: kips, inches, seconds P( ; ER S. HIGGINS AND ASSOCIATC CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 December 18, 1998 2.4.2 Design Forces P <4.5k V <0.35k M <Va /2 = (0. 35)(48)/2 =8.3"k 2.4.3 Post - Combined Stresses 2.4.4 Beam Connections 2.4.4.1 Design Forces Mconn < 8.3"k 2.4.4.2 Connection Capacity 4" 7/1 6" diam. Rivet Va= 2.5kips 2.5 Transverse Seismic 2.5.1.1.1 Base Shear Use Code Default Values for CS V= 0.183W =1.65k P M — + — P M. =0.99<1.33 O.K. Standard Connection Ma= (1.33)(2.5)(4) =13.3 in k O.K. 2.5.1 Machine Loaded Racks (Limited to 144" tall) 2.5.1.1 Single Rows (Seismic Footplates) Job No. 3467 Sheet 7 Copyright 0 by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Project: Home Depot #4705 December 18, 1998 ;TER S. HIGGINS AND ASSOCIi CONSULTING STRUCTURAL ENGINEERS 2.5.1.1.2 Design Forces D V ± P ED h' 2.5.1.1.2.1 Stability TBolt = (Peq - PD +L) /2 = 1.1 Vh' P D h' =96 inches P =6.6 kips Note: Bracing shown is schematic - see this section, subsection .2 for actual geometry. Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3.0" into slab. O.K. 2.5.1.1.2.2 Brace 2.5.1.1.2.2.1 Design Force Pb <2.3k 2.5.1.1.2.2.2 Brace Capacity 0.071" Anet =0.26 in2 4 rmin = in 1 Q =0.82 '2 L k1 F P (in) (ksi) (k) 54 141 8.39 2.90 O.K. Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. • • Job No. 3467 Sheet 8 Project: Home Depot #4705 December 18, 1998 2.5.1.2 Back to Back Rows (Standard Footplates) 2.5.1.2.1 Base Shear Use 4 post rule V =0.10W =0.90k 2.5.1.2.2 Design Forces D t P( !,R S. HIGGINS AND ASSOCIAT( CONSULTING STRUCTURAL ENGINEERS h' =96 inches P =3.6 kips ± P EQ h' Note: Bracing shown is schematic see this section, subsection .2 for actual geometry. 2.5.1.2.2.1 Stability TBolt = (Peq - PD +L) / =0k lj h ' P _ e q D Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3.0" into slab. O.K. 2.5.1.2.2.2 Brace OK per above 2.5.2 Display Racks (Limited to 192" tall) 2.5.2.1 Base Shear Maximum load per bay = 4.0 kips Use Code Default Values for CS V = 0.183W =0.55k Copyright 0 by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Job No. 3467, Sheet 9 Project: Home Depot #4705 December 18, 1998 2.5.2.2 Design Forces D } of V p EQ ;TER S. HIGGINS AND ASSOCI CONSULTING STRUCTURAL ENGINEERS h' 2.5.2.2.1 Stability TBolt = (Peq - PD +L) / = 1.2k Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3.0" into slab. Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service, Copying by written permission only,` 1/h' P D h' =128 inches P =2.9 kips Note: Bracing shown is schematic - see this section, sub- section .2 for actual geometry. O.K Job No. 3467 Sheet 10 2.5.2.2.2 Brace OK per above. 3 Heavy Duty 192" High Pallet Rack This configuration includes by inspection the 144" Racks which have the same components, but one less load level. The top level is loaded to 3.0 kips - Project: Home Depot #4705 December 18, 1998 3.1 Components and Geometry W W =108" a =6" • b =42" c =48" d =48" e =48" PC ER S. HIGGINS AND ASSOCIATr CONSULTING STRUCTURAL ENGINEERS `' • Beam Type LH -351B, 597H < 99" LH -354B, 599H -108" H =192" D=min. 36" 1 =53" Id <60 Upright Type LU -75B 3.2 Check Beams 3.2.1 Up to 99" Spans 3.2.1.1 Design Forces 39L M M < 256 Smin < 0,6 =33.9 inch kips =1.03 in 3.2.1.2 Beam Properties Job No. 3467 Sheet 11 Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Project: Home Depot #4705 December 18, 1998 �^ = 1.63" 0.070" 2.75" 3.2.2 108" Spans 3.2.2.1 Design Forces M 3 9 L t i ✓ S /1/1 256 "" " 0.6 F „ =37.0 inch kips 3.2.2.2 Beam Properties 1" LB599H = 1.63" S = 1.57 in I =4.21 in • 0.090" 2.75" 3.3 Check Posts (Dead plus Live Loads) 3.3.1 Load to Post (Q Critical Section) P (II of levels)(L) 2 =9.0 kips 3.3.2 Post Properties (net section) LU75 B C. ;TER S. HIGGINS AND ASSOCIA �S CONSULTING STRUCTURAL ENGINEERS LB597H S =1.26 in I =3.36 in =1.12 in 1/r =49 t =0.090 in lo /te =34 X A =0.79 in 1 S =0.80 in F =24.5 ksi r„=1.23 in S�` =0.59 in P =19.4! r =1.08 in 1V Xa =24.02 O.K. O.K. Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Job No. 3467 Sheet 12 Project: Home Depot #4705 December 18, 1998 1 j+ (2fl2+2n+1) T> 2300 Substituting yields: T >1.7 sec Thus: V 41.076W 3.4.2 Design Forces P <9.0k V 13.68k M <Va /2 = (0.68)(42)/2 = 14.4 "k 3.4.3 Post - Combined Stresses 3.4.4 Beam Connections 3.4.4.1 Design Forces P ER S. HIGGINS AND ASSOCIATC CONSULTING STRUCTURAL ENGINEERS Mconn <(14.4)(1+0.75)/2=12.6"k P M — + — P M = 1.06<1.33 O.K. Where: W = Load per level L = Spacing between levels I = Moment of inertia of post n = Number of levels Job No. 3467 Sheet 13 3.4 Longitudinal Seismic 3.4.1 Base Shear Determine Period - Rayleigh Method - UBC Method B. Derivation supplied upon request. Units: kips, inches, seconds Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only, Project: Home Depot #4705 December 18, 1998 3.4.4.2 Connection Capacity 4" 7/16" diam. Rivet Va = 2.5 kips 3.5 Transverse Seismic 3.5.1 Base Shear 3.5.1.1 24" Deep Racks All 24" racks are required to be back to back. Single rows are not permitted. For this case use the 4 post rule from UBC 27 -11. Use Code Default Values for CS and V= 0.100W =1.80k 3.5.1.2 _6" Deep Racks These racks can exist as single rows. Use Code Default Values for CS V=0. 183W =3.47k 3.5.2 Design Forces 3.5.2.1 24" Deep Racks D V h' P EQ C7FER S. HIGGINS AND ASSOCIi( )!:S CONSULTING STRUCTURAL ENGINEERS Standard Connection M (1.33)(2.5)(4) =13.3 in k O.K. Job No. 3467 Sheet 14 1/1z" Pe D h' =120 inches P =9.0 kips Note: Bracing shown is schematic - see this section, sub- section .2 for actual geometry. Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Project: Home Depot #4705 December 18, 1998 3.5.2.1.1 Stability TBolt = (P - PD +L) /2 = Ok Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3.0" into slab. O.K. 3.5.2.1.2 Brace 36" racks govern (longer effective length) 3.5.2.2 _6" Deep Racks D t V T ± P T EQ PIC ER S. HIGGINS AND ASSOCIAT CONSULTING STRUCTURAL ENGINEERS h ' 3.5.2.2.1 Stability TBolt = (Peq - PD +L) / = 1.3k Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3.0" into slab. O.K. 3.5.2.2.2 Brace 3.5.2.2.2.1 Design Force Pb <4.7k 3.5.2.2.2.2 Brace Capacity 12 0.071" Job No. 3467 Sheet 15 Vh' Peg— D h' =120 inches P =11.6 kips Note: Bracing shown is schematic - see this section, sub- section .2 for actual geometry. Anet =0.26 in2 rmin =0.49 in Q =0.76 Copyright a by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only, Project: Home Depot #4705 December 18, 1998 3.6.1 Loads L fi F P (in) (ksi) (k) 58 119 10.5 4.25 Say O.K. (loads very conservative) 3.6 Attachment of Display Walls to Standard Duty 192" Racks The above calculation qualifies the heavy duty racks for 5.0 kips per level. The standard duty racks have a maximum load of 3.0 kips per level. Accordingly these racks have substantial base shear reserves. The racks may thus be used to provide stability to display walls. 3.6.1.1 Pallets Use Code Default Values for CS V=0. 183W =2.20k 3.6.1.2 Due to Walls Maximum dead load of wall = 20 psf Maximum tributary area = (8.25)(16) = 132 ft Maximum tributary base shear = 0.47 kips 3.6.1.3 Total V <2.7 kips 3.6.2 Stability 3.6.2.1 Pallets plus Wall Conservatively take centroid at 120" D t :TER S. HIGGINS AND ASSOCI :1 CONSULTING STRUCTURAL ENGINEERS h' < 120 inches P =7.3 kips ± P EQ Peg= Peq D Job No. 3467 Sheet 16 h' Note: Bracing shown is schematic - see this section, sub- section .2 for actual geometry. Copyright 0 by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Pc ER S. HIGGINS AND ASSOCIAT( CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 December 18, 1998 3.6.2.1.1 Anchorage TBolt = (Peq - PD +L)"2 = 0.7k Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3.0" into slab. 3.6.2.1.2 Brace OK per pallet rack checks 3.6.2.2 Wall Only D t ± P EQ h' 3.6.2.2.1 Anchorage TBolt = (Peq - PD +L)/2 = 0.7k Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3.0" into slab. O.K. 3.6.2.2.2 Brace OK per pallet rack checks O.K. Job No. 3467 Sheet 17 Vh' Peg= D h' <96 inches P =1.3 kips Note: Bracing shown is schematic - see this section, sub- section .2 for actual geometry. Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service, Copying by written permission only. Project: Home Depot #4705 December 18, 1998 3.7 Slab on Grade Treat slab as equivalent unreinforced square footing B B= 121 Qa) =25.5 in _ 1 B —b -1 L ` 12 2 ;TER S. HIGGINS AND ASSOCl/c CONSULTING STRUCTURAL ENGINEERS =0.62 feet Where: P = 9 kips b = 5.6 in. (average) t = 5 in. f'c = 2500 psi Qa = 2.0 ksf S a (12)(12) 6 =50 in /ft M Q ` = =0.092 ks si i - M ` ( x 5 �V 7 ocauow = 1.7 =4.58 in kip /ft 0.095 ksi O.K. Job No. 3467 Sheet 18 Copyright c by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PI� iR S. HIGGINS AND ASSOCIATI CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 December 18, 1998 4 "Doubler" 192" High Pallet Racks with 7.5 kips per level and LU79/25 uprights This configuration includes by inspection the 144" Racks which have the same components, but one less load level. The top level is loaded to 3.0 kips 4.1 4 Levels Q 48" 4.1.1 Components and Geometry W W =99" a =48" b =48" c =48" d =48" Beam Type LH -354B. 599H 4.1.2 Check Beams H =192" h =96" D =min. 36" 1 Id <56" Upright Type LU- 79/25B 4.1.2.1 Design Forces M < 39 W Sin,„ 5 256 0.6 =56.0 inch kips =1.70 in Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Job No. 3467 Sheet 19 Project: Home Depot #4705 December 18, 1998 4.1.2.2 Beam Properties 1 „ ;TER . H GGN AND I S CONSU I STRUCTURAL IS ENGINEER = 1.63" 0.090" 2.75" 4.1.3 Check Posts (Dead plus Live Loads) 4.1.3.1 Load to Post (0 Critical Section) 4.1.3.1.1 Below Doubler 4.1.3.1.2 Above Doubler LB599H S =1.57 in I =4.21 in p< (1-1 of levels)(L) 2 =15.0 kips (II of levels)(L) 2 =7.5 kips 4.1.3.2 Post Properties (net section) 4.1.3.2.1 Below Doubler 3" if' LU79/25 B (25 is unpunched) X t= 0.120/0.090 in A =1.67 in S =1.60 in � r rx =1. in I =4.31 in Sy = 1 68 in r =1.61 in 4 1/r=33 a /r =4 F =25.8 ksi _ P =43.1k Mxa= 48 ° Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service.' Copying by written permission only. Job No. 3467 Sheet 20 Say O.K. (Cold work conserva- tively ignored) Project: Home Depot #4705 December 18, 1998 3 „ P 4.1.3.2.2 Above Doubler 3" I 4.1.4 Longitudinal Seismic 4.1.4.1 Base Shear Determine Period - Rayleigh Method - UBC Method B. Derivation supplied upon request. Units: kips, inches, seconds 3 T 2300 w-7–(2n2+ 2n+ 1) Substituting yields: T >1.6 sec Thus: V <0.068W 4.1.4.2 Design Forces 4.1.4.2.1 Below Doubler 7,R S. HIGGINS AND ASSOCIAT ` CONSULTING STRUCTURAL ENGINEERS LU79 B 4.1.4.2.1.1 Design Forces P<15.0k V<1.Olk M <Va /2 = (1.01)(48)/2 = 24.3 "k 4.1.4.2.1.2 Post - Combined Stresses 1 /r =50 t =0.120 in /I' =40 X A =1.03 in S =1.02 in F =24.4 ksi r =1.21 in S =0.78 in P =25.2k ry = in 1 V� Xa = 30.6"k Where: W = Load per level L = Spacing between levels I = Moment of inertia of post (use 2.4) n = Number of levels P M P M =0.85<1.33 O.K. Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only, Job No. 3467. Sheet 21 Project: Home Depot #4705 December 18, 1998 C ;TER S. HIGGINS AND ASSOCI S CONSULTING STRUCTURAL ENGINEERS 4.1.4.2.2 Above Doubler 4.1.4.2.2.1 Design Forces P <7.5k V <0.50k M <Vc /2 = (0.50)(48)/2 = 12.2 "k 4.1.4.2.2.2 Post - Combined Stresses 4.1.4.3 Beam Connections 4.1.4.3.1 Design Forces In general for a given level M i +114 + 1 A4 CORK i M4 M3 2 M M 2 P M —+ — P M =0.70<1.33 O.K. Column Moments Connection Moments M4 =6.1in k M3 = 12.2in k M2= 18.3in k M1 = 24.3in k MS =M1 4.1.4.3.2 Connection Capacity All heavy duty beams are fitted with 4 pin end connectors. M4 =3.1in k M3 =9.1in k M2= 15.3in k M1= 21.3in k Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Job No. 3467 Sheet 22 Project: Home Depot #4705 December 18, 1998 2" (tYP) • PI ; Fall S. HIGGINS AND ASSOCIAT( CONSULTING STRUCTURAL ENGINEERS 7/1 6" diam. Rivet Va = 2.5 kips 4.1.4.4 Base Plate P -0 7 —e /2 P +T 4.1.5 Transverse Seismic V= 0.183W =5.12k s 0.85 fc T =0 Stable under vertical load alone Anchors provide added Factor of Safety Use Code Default Values for CS Heavy Duty Connection Ma= (1.33)(2.5)(2)(4) =26.6 in k O.K. Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3.0" into slab. 4.1.5.1 Base Shear >42" Deep Racks. These racks can exist as single rows. 0078 Type From equilibrium: (5.0)(e)(0.85 — c )= P +T (3.13)(T) +I 3.88 2 +T) = M 9 Simultaneous solution yields: e =1.77 in. T =0 kip O.K. O.K. Job No. 3467 Sheet 23 Copyright 0 by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written perniission only, Project: Home Depot #4705 December 18, 1998 4.1.5.2 Design Forces >42" Deep Racks D -011--.. . V '.TER S. HIGGINS AND ASSOCI ( �S CONSULTING STRUCTURAL ENGINEERS h' ± P EQ 4.1.5.2.1 Stability TBolt = (P - PD +L) /2 = Ok Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3.0" into slab. O.K. 4.1.5.2.2 Brace 4.1.5.2.2.1 Below Doubler Properties for one brace. Brace is doubled, buckling occurs about major axis, and buckling of one set of outstanding legs is prevented. 4.1.5.2.2.1.1 Design Force Pb <7.7k 4.1.5.2.2.1.2 Brace Capacity 1 2 12 Vh' P D h' =120 inches P =14.6 kips Note: Bracing shown is schematic - see this section, sub- section .2 for actual geometry. 1 0.071" Anet =0.30 in2 r in Q =0.88 L k F P (in) (kst) (k) 56 89 16.1 13.0 O.K. Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Job No. 3467 Sheet 24 Project: Home Depot #4705 December 18, 1998 4.2 3 Levels, First Q 84" 4.2.1 Components and Geometry W W =99 -150" a =84" b=54" c=54" Mr ER S. HIGGINS AND ASSOCIAT CONSULTING STRUCTURAL ENGINEERS 4.1.5.2.2.2 Above Doubler 4.1.5.2.2.2.1 Design Force Pb <4.1k 4.1.5.2.2.2.2 Brace Capacity ' 2 0.071 " L k 1 F 4 P (in) (kst) (k) Anet =0.30 in2 rmin= in Q=0.76 58 119 10.7 4.26 O.K. D H =192" h =96" D =min. 36" 1 =53" ld <56" Beam Type LH -351B, 597H < 99" Upright Type LH -354B, 599H - LU- 79/25B LH -354B, 599H < 150" Copyright 0 by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Job No. 3467 Sheet 25 Project: Home Depot #4705 December 18, 1998 ;TER S. HIGGINS AND ASSOCI( CONSULTING STRUCTURAL ENGINEERS 4.2.2 Check Beams 4.2.2.1 Up to 99" Spans 4.2.2.1.1 Design Forces M Lt1� S < M (2)(10) min 30 =37.1 inch kips =1.24 in 4.2.2.1.2 Beam Properties 1 I — 1 = 1.63" S =1.30 in 5.23" I =3.54 in 0.070" 2.75" 1" M �^ = 1.63" 2.75" 0.070" LH351 B LB597H S =1.26 in I =3.36 in O.K. O.K. 4.2.2.2 108" Spans 4.2.2.2.1 Design Forces M <_ L i ll/ S M (2)(10) m ` 30 =40.5 inch kips =1.35 in Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Job No. 3467 Sheet 26 Project: Home Depot #4705 December 18, 1998 4.2.2.2.2 Beam Properties Uri 1 1 P _SR S. HIGGINS AND ASSOCIAT CONSULTING STRUCTURAL ENGINEERS 1" -- 1__ t 1.63" S =1.60 in O.K. 5.23" I =4.34 in 2.75" 2.75" 0.087" 1.63" 0.090" 0.087" LH354 B LB599H S =1.57 in I X =4.21 in LH354 B O.K. 2.75" 4.2.2.3 Up to 150" Spans 4.2.2.3.1 Design Forces L M. M < ( 2)(10) Smtn 0 =46.9 inch kips =1.56 in 4.2.2.3.2 Beam Properties 1" - 1_ = 1.63" S =1.60 in O.K. 5.23" �/ I =4.34 in Copyright c by Peter S. Higgins and Associates, Provided as an instrument of service,, Copying by written permission only:. Job No. 3467 Sheet 27 Project: Home Depot #4705 December 18, 1998 C ER S. HIGGINS AND ASSOCI a?S ;TER STRUCTURAL ENGINEERS 1 " ; 1.63" 0.090" 2.75" 4.2.3 Check Posts (Dead plus Live Loads) 4.2.3.1 Load to Post ((a Critical Section) 4.2.3.1.1 Below Doubler 4.2.3.1.2 Above Doubler 4.2.3.2 Post Properties (net section) 4.2.3.2.1 Below Doubler 3 " X -- — 3 „ X - - - -' 3 " 1 t I 3 ,' 1 5" a 4.2.3.2.2 Above Doubler LB599H S = 1.57 in I =4.21 in i' < (II of levels)(L) 2 =11.3 kips P < (II of levels)(L) 2 =7.5 kips LU79/25 B (25 is unpunched) X t= 0.120/0.090 in A =1.67 in S =1.60 in r =1.20 in I =4.31 in S y = 1.68 in r =1.61 in LU79 13 t =0.120 in X A =1.03 in S =1.02 in r =1.21 in S =078 in ry =1.07 in O.K. 1y /r =33 a /r =70 F =19.3 ksi 1 Mxa= 48 1,/r,=50 b/4 =40 F =24.4 ksi _P =25.2k 1V = 30.6' -k Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Job No. 3467 Sheet 28 -- Project: Home Depot #4705 December 18, 1998 4.2.4 Longitudinal Seismic P) l'R S. HIGGINS AND ASSOCIATC CONSULTING STRUCTURAL ENGINEERS 4.2.4.1 Base Shear Determine Period - Rayleigh Method - 3 1 2300 ` 1J (2n2 +2n+ 1) T> Substituting yields: T >2.0 sec Thus: V m.060W 4.2.4.2 Design Forces 4.2.4.2.1 Below Doubler 4.2.4.2.1.1 Design Forces P <11.3k V m.67k M <Va /2 = (0.67)(84)/2 =28.2"k 4.2.4.2.1.2 Post - Combined Stresses 4.2.4.2.2 Above Doubler 4.2.4.2.2.1 Design Forces P<7.5k VO.45k M <Vb /2 = (0.45)(54)/2 =12.1"k UBC Method B. Derivation supplied upon request. Units: kips, inches, seconds Where: W = Load per level L = Spacing between levels (use 64) I = Moment of inertia of post (use 2.4) n = Number of levels P M P M M =0.94<1.33 O.K. Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only, Job No. 3467. Sheet 29 Project: Home Depot #4705 December 18, 1998 4.2.4.2.2.2 Post - Combined Stresses 4.2.4.3 Beam Connections C TER S. HIGGINS AND ASSOCIk CONSULTING STRUCTURAL ENGINEERS 4.2.4.3.1 Design Forces In general for a given level M corn • 2" (tYp) M Mt +1 M M 2 M 1 M 2 4.2.4.3.2 Connection Capacity All heavy duty beams are fitted with 4 pin end connectors. 7/1 6" diam. Rivet Va= 2.5kips P M — + — P M = 0.69 <1.33 O.K. Column Moments Connection Moments M3 =6.0in k M2= 12.1in k M1= 28.2in k MS =M1 Heavy Duty Connection Ma= (1.33)(2.5)(2)(4) =26.6 in k O.K. M3 = 3.0in k M2 =9.2in k M1 = 20.2in k Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Job No. 3467 Sheet 30 Project: Home Depot #4705 December 18, 1998 4.2.4.4 Base Plate P T =0 Stable under vertical load alone Anchors provide added Factor of Safety Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3.0" into slab. 4.2.5 Transverse Seismic 4.2.5.1 Base Shear >42" Deep Racks. These racks can exist as single rows. Use Code Default Values for CS V= 0.183W =4.11k 4.2.5.2 Design Forces >42" Deep Racks S. HIGGINS AND ASSOCIAT( CONSULTING STRUCTURAL ENGINEERS 0078 Type From equilibrium: (5.0)(o)(0.85 p - P +T (3.13)(T) +(3.88- -e + = M. Simultaneous solution yields: e =1.32 in. T =0 kis O.K. O.K. Job No. 3467 Sheet 31 Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Project: Home Depot #4705 December 18, 1998 D V ( ;TER S. HIGGINS AND ASSOC" ES CONSULTING STRUCTURAL ENGINEERS h' ± P EQ 4.2.5.2.1 Stability TBolt = (Peg - PD +L) / = 1.14k Vh' Peg— D h' =138 inches P =13.5 kips Note: Bracing shown is schematic - see this section, sub- section .2 for actual geometry. Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3.0" into slab. O.K. 4.2.5.2.2 Brace 4.2.5.2.2.1 Below Doubler Properties for one brace. Brace is doubled, buckling occurs about major axis, and buckling of one set of outstanding legs is prevented. 4.2.5.2.2.1.1 Design Force P <6.4k 4.2.5.2.2.1.2 Brace Capacity 12 0.071" L f` i F P (in) r (ksi) (k) 4.2.5.2.2.2 Above Doubler 4.2.5.2.2.2.1 Design Force Pb <4.1 k Anet =0.30 in2 r =0. in Q =0.88 56 89 16.1 13.0 O.K. Job No. 3467 Sheet 32 Copyright 0 by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Project: Home Depot #4705 December 18, 1998 4.3 2 Levels, First 0 96" 4.3.1 Components and Geometry W W =99 -150" a =Max. 96" b =Max. 96" Pl `FR S. HIGGINS AND ASSOCIAT( CONSULTING STRUCTURAL ENGINEERS 4.2.5.2.2.2.2 Brace Capacity ' 2 0.071" Anet =0.30 in2 rmin=0.49 in Q =0.76 L ki F P (in) (ksi) (k) 58 119 10.7 4.26 O.K. • 11=192" h =96" D =min. 36" 1 =53" Beam Type Id <56" LH -351B. 597H < 99" LH -354B. 599H - Upright Type LH -354B. 599H < 150" LU- 79/25B Job No. 3467. Sheet 33 Copyright 0 by Peter S. Iiiggins and Associates. Provided as an instrument of service. Copying by written permission only. Project: Home Depot #4705 December 18, 1998 4.3.2 Check Beams 4.3.2.1 Up to 99" Spans 4.3.2.1.1 Design Forces L t i�T M M < ( (10) S 30 =37.1 inch kips 4.3.2.1.2 Beam Properties 1" ":T ER S. HIGGINS AND ASSOCIk . CONSULTING STRUCTURAL ENGINEERS = 1.63" 0.070" 2.75" 4.3.2.2 108" Spans 4.3.2.2.1 Design Forces L 2.75" M ( 2 )( 10 ) =40.5 inch kips 4.3.2.2.2 Beam Properties 1 = 1.63" 0.090" LB597H S= 1.26. in I =3.36 in LB599H S =1.57 in I =4.21 in =1.24 in M S min < 30 =1.35 in Job No. 3467 Sheet 34 O.K. O.K. Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Project: Home Depot #4705 December 18, 1998 3" X - -- — 1" P S. HIGGINS AND ASSOCIAT CONSULTING STRUCTURAL ENGINEERS 4.3.2.3 Up to 150" Spans 4.3.2.3.1 Design Forces L t I / A/I 5 (2)(10) =46.9 inch kips 4.3.2.3.2 Beam Properties i 1.63" 0.090" LB599H S =1.57 in I =4.21 in 2.75" 4.3.3 Check Posts (Dead plus Live Loads) 4.3.3.1 Load to Post (Q Critical Section) 4.3.3.1.1 Below Doubler 4.3.3.1.2 Above Doubler 1, < (I1 of levels)(L) 2 =7.5 kips P < (II of levels)(L) 2 =3.8 kips 4.3.3.2 Post Properties (net section) 4.3.3.2.1 Below Doubler 3" 1!" LU79/25 B (25 is unpunched) X t= 0.120/0.090 in A =1.67 in S =1.60 in r =1.20 in I =4.31 in 5 in ry =1.61 in I t t 1 , M S min < 3 0 =1.56 in Job No. 3467. Sheet 35 O.K. 1/r =33 k /r =80 F =19.0 ksi Nix a =� Copyright 0 by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Project: Home Depot #4705 December 18, 1998 ;TER S. HIGGINS AND ASSOCL( +�S CONSULTING STRUCTURAL ENGINEERS 4.3.3.2.2 Above Doubler 3 ' , 3 f 4.3.4 Longitudinal Seismic LU79 B 4.3.4.1 Base Shear Determine Period - Rayleigh Method - UBC Method B. Derivation supplied upon request. Units: kips, inches, seconds 1 � 3 It / (2n2+ 2n+ 1) T > 2300 Substituting yields: T >2.6 sec Thus: V m.049W 4.3.4.2 Design Forces 4.3.4.2.1 Below Doubler 4.3.4.2.1.1 Design Forces P<7.5k V<0.37 M <Va /2 = (0.37)(96)/2 = 17.8 " 4.3.4.2.1.2 Post - Combined Stressgs I /r =50 t =0.120 in b/4 =80 X A =1.03 in S =1.02 in F =19.0 ksi r =1.21 in S =0 78 in P =19.6( r =1.07 in Mxa= 30.62 Job No. 3467 Sheet 36 Where: W = Load per level L = Spacing between levels (use 64) I = Moment of inertia of post (use 2.4) n = Number of levels P M P M M =0.61 <1.33 O.K. Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PIC DR S. HIGGINS AND ASSOCIATTC CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 December 18, 1998 4.3.4.2.2 Above Doubler 4.3.4.2.2.1 Design Forces P <3.8k V <0.19k M <Vb /2 = (0.19)(96)/2 = 8.9 "k 4.3.4.2.2.2 Post - Combined Stresses 4.3.4.3 Beam Connections 4.3.4.3.1 Design Forces In general for a given level M t + M + 1 M co,zf t = 2 P A'! — + P. M =0.49<1.33 O.K. Column Moments Connection Moments M2 =8.9in k M2 =4.5in k M1= 17.8ink M1= 13.4ink MS =M1 4.3.4.3.2 Connection Capacity All heavy duty beams are fitted with 4 pin end connectors. Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only, Job No. 3467 Sheet 37 - . r ;TER S. HIGGINS AND ASSOCIk CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 December 18, 1998 7/ 6" diam. Rivet Va = 2.5 kips 4.3.4.4 Base Plate P T =0 Stable under vertical load alone Anchors provide added Factor of Safety Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3.0" into slab. 4.3.5 Transverse Seismic V = 0.183W =2.75k Heavy Duty Connection 4.3.5.1 Base Shear >42" Deep Racks. These racks can exist as single rows. Use Code Default Values for CS Ma= (1.33)(2.5)(2)(4) =26.6 in k O.K. 0078 Type From equilibrium: (5.0)(e)(0.85 f'd = P +T (3.13)(T) +(3.88 - 2)(P +T)- M Simultaneous solution yields: e =0.88 in. T =0 kip O.K. O.K. Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Job No. 3467 Sheet 38 ;R S. HIGGINS AND ASSOCIATIC CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 December 18, 1998 4.3.5.2 Design Forces >42" Deep Racks D } V ± P EQ h ' 4.3.5.2.1 Stability "'Bolt = (Peq - PD +0/2 = 0.95k Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3.0" into slab. O.K. 4.3.5.2.2 Brace 4.3.5.2.2.1 Below Doubler Properties for one brace. Brace is doubled, buckling occurs about major axis, and buckling of one set of outstanding legs is prevented. 4.3.5.2.2.1.1 Design Force P <4.0k 4.3.5.2.2.1.2 Brace Capacity 2 '2 0.071" L Ic 1 F P (in) (ksi) (k) h' Peg— Pe — D h' =144 inches P =9.4 kips Note: Bracing shown is schematic - see this section, sub- section .2 for actual geometry. Anet =0.30 in2 rmax =0.63 in Q =0.88 56 89 16.1 13.0 O.K. Copyright ° by Peter S. Higgins and Associates, Provided as an instrument of service. Copying by written permission only. Job No. 3467 Sheet 39. Project: Home Depot #4705 December 18, 1998 1 2 5 Interlake Cantilever Racks :!,TER S. HIGGINS AND ASSOCI( ' ES CONSULTING STRUCTURAL ENGINEERS 4.3.5.2.2.2 Above Doubler 4.3.5.2.2.2.1 Design Force Pbr< 4.3.5.2.2.2.2 Brace Capacity i 12 0.071" • Anet =0.30 in2 rmin = in Q =0.76 L k[ F 4 P (in) r (ksi) (k) 58 119 10.7 4.26 O.K. Job No. 3467 Sheet 40 5.1 Components and Geometry Note: Toilet seat display arms weigh considerably less than stored material, and are thus OK by this calculation. Uprights and Base W8x18 (50 ksi) Arms S5x10 48" H 28" t--1 Horizontal Brace L2x2x1 /4 Diagonal Brace L11/2x11/2x1/4 60" 48" Copyright 0 by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Project: Home Depot #4705 December 18, 1998 5.2 Check Beams 5.2.1 Design Forces Min. 3 Arms per side - Max.. 2.0 kips per arm A4I 5 (2.0)( = 48.0 " S5x10 Ample 5.3 Check Posts (Dead plus Live Loads) 5.3.1 Load to Post One Side Loaded Both Sides Loaded P <4.1 kips P <8.2 kips M =115 inch kips M= inch kips 5.3.2 Post Properties 5.4 Seismic W8x18 5.4.1 Base Shear V < 0.14W = 0.57 kips per side 5.4.2 Transverse Forces One Side Loaded Both Sides Loaded P < 4.1 kips V <0.57 kips M < (0.57)(90) + 115 =166 inch kips PIC 'R S. HIGGINS AND ASSOCIAT CONSULTING STRUCTURAL ENGINEERS < 8.2 kips V < 1.14 kips M < (1.14)(90) =103 inch kips 4.1 66 _0.41.1.33 8.2 +1 03 _0.335_1.33 83.1 456 83.1 4.56 OK OK Job No. 3467 Sheet 41 S min 5 = 2.00inches KL /r < (1.7)(192)/3.43 =95 F =15.8 ksi Combined Stress Pa = 83A kips OK by insp. M =456 inch kips M =91.2 inch kips Copyright © by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. ;?TER S. HIGGINS AND ASSOCI( ES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 December 18, 1998 5.4.2.1 Base Connection Neglect moment resistance of interior bolts (use for shear) 2 -3/4" diam. A325 Bolts Q 8" T (2)(19.4) =38.8 M a = 310 " + Al = 414 " + L +E) > > 161/2 inch kips OK 5.4.2.2 Stability One Side Loaded Governs By Inspection OTM < 59 inch kips RM > 98 inch kips Stable - No Uplift Anchors provide added F.S. Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Job No. 3467 Sheet 42 Project: Home Depot #4705 December 18, 1998 5.5 Longitudinal Seismic 5.5.1 Design Forces 5.5.1.1 Stability 5.5.1.2 Brace 5.6 Slab OK per Pallet Rack Check PIC :R S. HIGGINS AND ASSOC CONSULTING STRUCTURAL ENGINEERS 28" Peg BPD +L - Stable -No Uplift. Anchors provide added Factor of Safety. Use min. 3/8" diam. ICBO approved expansion anchors. Minimum embedment 2" into slab. Tb Pbr 2.3k Braces Ample by Inspection 5.5.1.3 Bending a Base M < (1.14)(48)- (8.1)(2) =38.5 inch kips 8.2 + 91.2 38.5 83.1 =0.52« 1.33 OK O.K. Job No. 3467 Sheet 43 Copyright ° by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only;. February 16, 2000 Peter Higgins 1225 -F N Pacific Glendale Ca 91202 RE: Permit Status D98 -0434 6810 S 180 St Dear Mr Higgins: City of Tukwila Department of Community Development Steve Lancaster, Director In reviewing our current permit files, it appears that your permit for pallet racking issued on July 21, 1999, has not received a final inspection as of the date of this letter by the City of Tukwila Building Division. Per the Uniform Building Code and /or Uniform Mechanical Code, every permit issued by the building official under the provision of this code shall expire by limitation and become null and void if the building or work authorized by'such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, if a final inspection is not called for within ten (10) business days from the date of this letter, the Permit Center will close your file and the work completed to date will be considered non - complying and not in conformance with the Uniform Building Code and /or Mechanical Code. Please contact the Permit Center at (206)431 -3670 if you wish to schedule a.final inspection. Thank you for your cooperation in this matter. Sincerely, G-LU Bill Rambo Permit Technician Xc: Permit File No. D98 -04343 Duane Griffin, Building Official Steven M Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431.3670 • Fax: 206.431.366S ACTIVITY NUMBER: D98 -0434 DATE: 12 -29 -98 PROJECT NAME: HOME DEPOT #4705 TOOL RENTAL CENTER Response to Incomplete Letter Response to Correction Letter # Revision # After Permit Is Issued XX Original Plan Submittal DEPARTMENTS: J Pu Iic Complete Comments: TUES /THURS ROUTING: Approved n Approved with Conditions CORRECTION DETERMINATION: Approved E \PR- ROUTE,DOC 6/98 Division PLAN REVIEW /ROUTING SLIP Fife prevention VI 4wc Iz -3i'j Structural ❑ DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 12 -31 -98 Please Route ❑ No further Review Required Routed by Staff n (if routed by staff, make copy to master file and enter into Sierra) Planning Division Permit Coo d nator Incomplete Not Applicable n REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIO. : (ten days) DUE DATE: 1 -28 -99 REVIEWERS INITIALS: Not Approved (attach comments) DATE: DUE DATE: Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: Dear Sir: City of Tukwila Fire Department Fire Department Review Control #D98 -0434 (512) December 31, 1998 Re: Home Depot ( #4705) - 6810 South 180th Street, Tool Rental Center Thomas P. Keefe, Fire Chief The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. Maintain fire extinguisher coverage throughout. Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) 2. Aisles leading to required exits shall be provided from all portions of buildings. Aisles located within an accessible route of travel shall also comply with the Building Code requirements for accessibility. (UFC 1204.1) Obstructions, including storage, shall not be placed in the required width of an exit, except projections as permitted by the Building Code. Exits shall not be obstructed in any manner and shall remain free of any material or matter where its presence would obstruct or render the exit hazardous. (UFC 1203) 3. Maintain sprinkler coverage per N.F.P.A. 13. Addition /relocation of walls, closets or partitions may require relocating and /or adding sprinkler heads. All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than John W. Rants, Mayor Headquarters Station: 444 Andover Pant East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 5754439 4 City of Tukwila Fire Department Page number 2 Thomas P. Keefe, Fire Chief 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1742) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 4. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 5. Storage may not be closer than 36 inches in all directions to ceiling -hung "Space or Unit" heaters. (UFC 1109.2) Storage may not be closer than 18 inches below sprinkler heads. (NFPA 13, 4 -2.5 and NFPA 231.5 -1) The critical storage height for high -piled combustible stock in closely packed piles is 12 feet. (UFC 9.110) Storage above 12 feet may necessitate increasing the sprinkler density to extra hazard and adding smoke removal capabilities. (UFC 8101) (NFPA 231) To use any building or portion thereof exceeding 500 square feet for the storage of high -piled combustible stock. A floor plan showing the dimensions and location of the stockpiles and aisles shall be submitted with applications for such permits. (UFC 8101) In double row racks with heights of storage up to and including 25', an average nominal 6" transverse flue space between loads or at rack uprights shall be maintained. (NFPA 231C 4 -3.1) John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone (206) 5754404 • Fax (206) 575-4439 ■ Yours truly, City of Tukwila Fire Department Page number Maintain minimum 6" longitudinal flue space between back to back racks. (NFPA 231C) Where storage height exceeds 15 feet and ceiling - sprinklers only are installed, fire protection by one of the following methods is required for steel building columns located within racks: (a) one -hour . fire proofing, (b) sidewall sprinkler at the 15 foot elevation of the column, (c) ceiling sprinkler density minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 231C, 3 -2.3) Racks designed for high -piled storage must comply with. section 2207 of The Uniform Building Code. Please contact The Tukwila Building Department for details pertaining to design and installation standards. 6. This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. The Tukwila Fire Prevention Bureau cc: TFD file ncd John W. Rants, Mayor Thomas P. Keefe, Fite Chief Headquarters Station: 444Andover Park East • Tukwila, Washington 98188 • Phone: (206) 57S4404 • Fax (206) 575 -4439 REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL REG IS.T.~ . #::;:';, ?EXP': DATE.; CC01 "yP FERGUHS37ONO 06 /01/1 EFFECTIV :DATE F , 08/ 20/.1963f, .�... .....'.Y: ^�..... ... ... .��.. �� . -.'•.1 ....... .tA ,�`.- � �r�: t.. il i.i � t�'i X. FERGUSON, HUGH S CO PO BOX 80867 SEATTLE WA 98108 -0867 Detach And Display Certificate __1.EOPM A,A2 L LFOFM AE!/- =ERE LI� _T. _TUR+: 4""ME TEAmAND HALL 1 E LAARUOM rL 2 2122. 44 LA. REVISIONS DATE B VESTBULE • ILRI .I.I.I.I�1.1" 1 1 1 1 1 a 1 V G f `,,,„9 T E ENY awn (OR) -42 19 P- N -192- s TraSPUr 1 � 1 P1J6- 192- Y9(3)425 1 1 1 a i :1 6 -1 4 -0 P 5-144-51 P a 25 P- 42 -1aa 2fi 1 ® J 24 24 rl VESTIBULE •••• •••• D 5 A �OV L.9 pTno x \' T Oa RPET AREA = 63 BATS ,' 1.081 f 21 It OF CUSTOMER PICK -UP AN PICK -UP 1 — J 1821 5. =1 " "S v- I, 23) r LINEAR FOOT COMPARISON CHART s �N� 11111111MMIIIMIIMI - IMIII1_IIIIIIMIII_lI_ _ 9=1 PT, ILP :. LA 110110101111M >1.1.111111�1�u; P -a2 -192 -2 493(4 I -wwl -444 ,7 P- 24- 14442 -10ft P- RECEIVING AREA 5,940 SC FT r J.ce VES IBULE 4Ia I DENOTES MkARE FoQr Afi. IENTAiM1E CANING WE 11/16/93 THE HOME DEPOT US..A., INC. STORE #4705—R1:1 G'V OF TUKWILA 0 5_99(21'wn:1LF -i2 -95-X5 LOCATION XX � , PERMIT CENTER X ., TUIKWILA. v\ 0 O - - REG. ;•;' REG. 4`o C. REG. ❑ ❑ ❑ ❑ ❑ SEDER oB =;0 TUK 151A. W SHEET FIXTURE PLAN SHEETS .` 1 MEE OUTDO PLANT TABL ,LFGRI/ APM_ NOTES & INSTR.fTIONS RACKING LEGENDS I L ECIR;CAL & PLUMBING I OLP. OUR, DEDUTEO ouPNv • w N. o P,Pc.7oa e HO . e,6E6 A I.1 D Cw9w DEPARTMENTS zs MI 4 WALL WARMS WM. 4 Toss 26 PDw®ING 22 EIfOOirH n Mwx 4OMMN 29 DGNRNG w F /urM GwO • BOADRG 50. R. ; In YEAR LF Cw: DI YEAR / OF aE 0 21 ( R1LK) ii Io�ulv F.w 0 21 TOTAL oxTi. 1 647 f, &,f 4 i < 63 F DA, 0-25 TOTAL Lk FT ID aes D-16 MIX LIN FT D-27 7014. Fl 2 DID NO -0434 - 11 uEC 8 1998 L�— OUTDOOR Fl ANT TABLE sGEE i «1L ErC[ED : - 0' I OU70R PLANT TABLE OUP,OR PLANT TA, ;D Emtl APPROVED 3GF�5 ;, ,NAs tTFS - ....,._....ill. [IN:::INE: RA 3 4 6 DEC 13199t F/oNU�B" 1O 1X 1 STL ,.J4 P f ' R DAit DEPOT DON BOARDS \ARE 7,7 16 03B WAFFER BOARD IN DESIGN AREAS DEPOT DON BOARDS MAY BE MELAMINE D2/16/9i o ca Upright - Min. LU 79/25B Doubler to 96" Doubled Bottom Diagonal or C1.5x2x12 ga Seismic (0078) Footplate Maximum Loads: 7,500 Ibs per Level 22,500 Ibs per Bay 99" FRONT "DOUBLER" 3 LEVEL Upright - Min. LU 79/25B Doubler to 96" Doubled Bottom Diagonal or C1.5x2x12 ga Seismic (0078) Footplate Maximum Loads: 7,500 Ibs per Level 15,000 Ibs per Bay FRONT "DOUBLER" 2 LEVEL 36-48" r SIDE 36-48" a) m By Date L v CITY OF TUKWIL_4 DEC 2 9 1998 PERMIT CENTER Upright - Min. LU 79/25B Doubler to 96" Doubled Bottom Diagonal or C1.5x2x12 ga Seismic (0078) Footplate Maximum Loads: 7,500 Ibs per Level 30,000 Ibs per Bay Permit No. FRONT "DOUBLER" 4 LEVEL 99" 36 -48" a v SIDE FILE COPY I understand that the Plan Check approvals are subject lei errors and omissions and approval of planet does not authorize the violation of any adopted code or ordinance. Receipt of con - tractor's copy of approv i lans acknowledged- ' % . O 4 34 o � 1dl e,t $ �di. 1 . Vi . E x Pat�B ,RYnB k S IONAL 00 cu 2 48" Max. 108" Upright - Min. LU 75B Maximum Loads: 4,500 Ibs per Level UNO 3,000 Ibs on Top Level 18,000 lbs per Bay DRAWL AN COPY BY +r WE f' G ED •T•PIE • IN c P ' MIT ST B IGNE' A., • Upright and Base: W8x18 Arms: S5x10 Maximum Loads: 2,000 Ibs 'per Arm 4,100 Ibs per Side P TER S GINS AND ' SO IATES STRUCT 'A NGINEERS 1225 -F • RT PACI GLEN CA9 S G OR WING BLOCK. T // 36 -48" 1 Pr 9 v N' V N C 9 FRONT SIDE HEAVY DUTY 4 LEVEL See Levine Dwg. KD for Details of Display Wall 28" FRONT DE GANTIL RACKS DATE RAWN APFiROVED v Max. 108" 24 -48" Upright - Min. LU 75B B -B rows: Std. footplate to 144" Seismic footplate above Single Rows and Above 144 ": Seismic footplate Maximum Loads: 4,500 Ibs per Level 9,000 Ibs per Bay 4,000 Ibs for 24" deep above 144" N V' a G N FRONT CV 9 G- : 17 `-J SIDE HEAVY DUTY 3 LEVEL GENERAL NOTES C; i4gli L 1. This drawing shows typical unit material and geometry. See Home Depot fixture plan for location within store. See Higgins Drawings IL -5,8 for details of the rack components. 2. BEAMS (Minimum- heavier may be used) Display (limited to 300 Ibs per level) LH2O1H Standard (1,500 pounds per pallet) <99" Spans: 384H =99" Spans: 597H <108' Spans: 588H Heavy (2,500 pounds per pallet) <99" Spans: 597H 99- 108" Spans: 599H 150" Spans: 599H Doubler (3,750 pounds per pallet) 99" Spans: 599H 3. ARRANGEMENT Not all configurations may be present in any one store. A unit may have any number of beam levels if the above loads per bay and the maximum spacings shown are not exceeded. HOME DEPOT INTERLAKE RACKS TOOL RENTAL CENTER TYPICAL CONFIGURATIONS a a a avi �` v Issue Date: December 18, 1998 Job # 3467 Drawing # HT -7 J Item 1 Description 1 W8x18 (Fy =50 ksi) 2 PL 8.25x5.25 3 PL - Trim to Fit 4 L3x3x1 /4 - 3.25" Long 5 Min. 1/2" diam. Stud Type Anchor 6 PL 8.25x6 7 1 S4x7.7 or S5x10 8 PL 5.50" Wide 9 L1- 112x1- 112x1/8 ` 10 min. L2x2x3/16 , t rit‘._ H Type No. of A 1 (in) Braces (in) , 96 -144 I1 1 145-192 1 1 36 -60 193-264 I I 2 36 -60 \265 -312 I 2 48 -60 , 1 GENERAL NOTES 1. This drawing shows standard details of the rack product line only. See engineer approved installation drawings (same Job number) for components used, special details, arrangement, and site specific information. Non structural elements (such as pole sockets and secondary display items) have been omitted for clarity. 2. The installation drawings govern over this drawing. EXPIRES 18- AN • BY SI N. . CO ;UILD PERMI MUST ' :E SIGNED ,C 49-0 ESI TT C RMIS NLY AR PLICAT LY. D' FOR RAWING HIS BLOCK. ER S. AND AS STRUCTU 1225 -F N •► GLEN► DRAW! COP TYPE I INC PATTERN DETAILS 4 AND 6 6 -8 -98 CHECKED TYPE II 3. MATERIAL Steel ASTM A36 Yield as noted Bolts - ASTM'A325 (Design Basis =A307) no special inspections required. Welding Electrodes - AWS E70-XX (all welds single pass fillet welds designed at 50% stress levels) 4. Expansion Anchors shall be ICBO approved types. e.g. Hilti Kwik Bolt (ICBO RR #2156, 4627) ITW Ramset/Red Head JS type (ICBO RR #1372) Gunnebo Taper -Bolt Sup - R-Stud (ICBO RR #3219) Rawl -Stud (ICBO RR #4514) Embedment shall be minimum 5X Bolt Diameter. Other similar anchors may be used if ICBO approved. The anchor types, sizes, and embedments shown on the installation drawing govern over the sizes shown on this drawing. Special inspections are not required unless noted on the installation drawings. . DETAILING UNO: All components symetric about centerlines All welds min. 7/32" All Plates 1/2" thick All holes 13/16" ANCHORAGE Each upright assemby shall be anchored in at least two locations Double sided uprights shall be anchored at the front end of each base (shaded anchor location). Single uprights shall be anchored at each end of the base (unshaded anchor location). Unless noted otherwise on the installation drawings, the allowable soil bearing value is 1.0 KSF. BASE PLATE AND STIFFENERS FABRICATION DETAILS —.. t" Bent Plate Bolt per Detail 3 MO ` 3/16' 1.5 @ 9 3/16 PLAN Cold Formed BASE FABRICATION DETAILS SEE NOTE 6 RE ANCHORAGE 2. Hot Rolled ARM 3.7 5 " 4.00" 'I Fi H tO0" B Type TYP UNO Furni- ture DM H 8.00 5.00 DH Regu- lar A B 8.50 4.00 Units: inches "Arm tapers from 2" at tip to d at b 2.75" 0.19 0.19 0.25` 2.75" DIMENSIONS AND PROPERTIES BRACE GEOMETRY Braces in Alternate Bays UNO FRONT SIDE COLUMNS ROVED P. H. FRONT TYPICAL ELEVATIONS SEE INSTALLATION DRAWINGS FOR SITE SPECIFIC INFORMATION V min. 1" BRACING FABRICATION DETAILS 4 ,' 0.688" diam. hole 0.25' BAR BRACING CONN. (Rods Only) INTERLAKE RACKS LODI CANTILEVER STRUCTURAL TYPE S Y ANDARD DETAILS Job # 3467 1 Drawing # Issue Date: December 18, 1998 IL -5 l rit‘._ 1 GENERAL NOTES 1. This drawing shows standard details of the rack product line only. See engineer approved installation drawings (same Job number) for components used, special details, arrangement, and site specific information. Non structural elements (such as pole sockets and secondary display items) have been omitted for clarity. 2. The installation drawings govern over this drawing. EXPIRES 18- AN • BY SI N. . CO ;UILD PERMI MUST ' :E SIGNED ,C 49-0 ESI TT C RMIS NLY AR PLICAT LY. D' FOR RAWING HIS BLOCK. ER S. AND AS STRUCTU 1225 -F N •► GLEN► DRAW! COP TYPE I INC PATTERN DETAILS 4 AND 6 6 -8 -98 CHECKED TYPE II 3. MATERIAL Steel ASTM A36 Yield as noted Bolts - ASTM'A325 (Design Basis =A307) no special inspections required. Welding Electrodes - AWS E70-XX (all welds single pass fillet welds designed at 50% stress levels) 4. Expansion Anchors shall be ICBO approved types. e.g. Hilti Kwik Bolt (ICBO RR #2156, 4627) ITW Ramset/Red Head JS type (ICBO RR #1372) Gunnebo Taper -Bolt Sup - R-Stud (ICBO RR #3219) Rawl -Stud (ICBO RR #4514) Embedment shall be minimum 5X Bolt Diameter. Other similar anchors may be used if ICBO approved. The anchor types, sizes, and embedments shown on the installation drawing govern over the sizes shown on this drawing. Special inspections are not required unless noted on the installation drawings. . DETAILING UNO: All components symetric about centerlines All welds min. 7/32" All Plates 1/2" thick All holes 13/16" ANCHORAGE Each upright assemby shall be anchored in at least two locations Double sided uprights shall be anchored at the front end of each base (shaded anchor location). Single uprights shall be anchored at each end of the base (unshaded anchor location). Unless noted otherwise on the installation drawings, the allowable soil bearing value is 1.0 KSF. BASE PLATE AND STIFFENERS FABRICATION DETAILS —.. t" Bent Plate Bolt per Detail 3 MO ` 3/16' 1.5 @ 9 3/16 PLAN Cold Formed BASE FABRICATION DETAILS SEE NOTE 6 RE ANCHORAGE 2. Hot Rolled ARM 3.7 5 " 4.00" 'I Fi H tO0" B Type TYP UNO Furni- ture DM H 8.00 5.00 DH Regu- lar A B 8.50 4.00 Units: inches "Arm tapers from 2" at tip to d at b 2.75" 0.19 0.19 0.25` 2.75" DIMENSIONS AND PROPERTIES BRACE GEOMETRY Braces in Alternate Bays UNO FRONT SIDE COLUMNS ROVED P. H. FRONT TYPICAL ELEVATIONS SEE INSTALLATION DRAWINGS FOR SITE SPECIFIC INFORMATION V min. 1" BRACING FABRICATION DETAILS 4 ,' 0.688" diam. hole 0.25' BAR BRACING CONN. (Rods Only) INTERLAKE RACKS LODI CANTILEVER STRUCTURAL TYPE S Y ANDARD DETAILS Job # 3467 1 Drawing # Issue Date: December 18, 1998 IL -5 l Type A B d t Sx Ix e LB201 H 2.34 2.00 0.75 0.070 0.29 0.37 LB282H 3.04 2.00 0.75 0.070 0.45 0.73 LB311 H 3.31 2.75 1.63 0.070 0.63 1.13 LB384H 3.65 2.75 1.63 0.070 0.73 1',.44 LB485H 4.04 2.75 1.63 0.070 0.86 1.84 LB486H 4.36 2.75 11.63 0.070 0.97 2.24 LB496H 4.76 2.75 1.63 0.070 1.12 2.79 LB597H 5.12 2.75 1.63 0.070 1.26 3.sd LB599H 5.12 2.75 1.63 0.090 1.57 4.21 LB689H 5.93 2.75 1.63 0.070 1.59 4.88 1 LB690H 6.54 2.75 1.63 0.070 1.86 6.29 I l LB692H 6.54 2.75 1.63 0.084 2.20 7.43 i Type W D t As Sx rx ■ ry LU-21B 3.00 1.63 0.071 0.43 0.36 1.12 0.62 LU -25B 3.00 1.63 0.089 0.54 0.45 1.11 0.62 LU -27B 3.00 1.63 0.105 0.62 0.51 1.11 0.61 LU -74B 3.00 3.00 0.071 0.63 0.66 1.24 1.09 LU -75B 3.00 3.00 0.089 0.79 0.80 1.23 1.08 LU -77B 3.00 3.00 0.105 0.91 0.91 1.22 1.07 LU -79B 3.00 3.00 0.120 1.03 1.02 1.21 1.07 LU -95B 4.00 3.00 0.089 0.92 1.18 1.60 1.14 ` LU -958 4.00 3.00 0.120 1.21 1.53 1.59 1.12 I Type l C e LU -2X 1.50 1.25 LU -7X 1.50 1.50 ` LU -9X 2.00 1.50 1 GENERAL NOTES C 1. This drawing shows standard details of the rack product line only. See engineer approved installation drawings (same Job number) for components used, special details, arrangement, and site specific information. Fabrinatlon by Interlake Lodi Fab Plant (City of Los Angeles Certified Fabricator #777) 2. The installation'', drawings govern' over this drawing. 3. MATERIAL Steel - ASTM A570 Grade 50 (55 after 1996) UNO Welding Electrodes - AWS E70 -XX (all welds single pass fillet welds designed at 50% stress ieveis) 4. Expansion Anchors shall be ICBO approved types. e.g. Hilti Kwik Bolt (ICBO RR #2156, 4627) ITW Ramset/Red Head JS type (ICBO RR #1372) Gunnebo Taper -Bolt Sup -R -Stud (ICBO RR #3219) Embedment shall be minimum 5X Bolt Diameter. Other similar anchors may be used if ICBO approved. The anchor types, sizes, and embedments shown on the installation drawing govern over the sizes shown on this drawing. Special inspections are not required unless noted on the installation drawings. 5. Unless noted otherwise on the installation drawings, the allowable soil bearing value is 1.0 KSF. RIVET PATTERN 2 Rivet Clip Standard 4 Rivet Clip Optional ® POST- RIVET -typ 3/16" ''' CONNECTOR PLATE ON BEAM B BEAMS DIMENSIONS AND PROPERTIES UNITS: INCHES UNO A B. D COLUMNS DIMENSIONS AND PROPERTIES NET SECTION - UNITS: INCHES UNO D tandard) (Optional) (Optional) (Optional) C EAM -END WELD NOMENCLATURE: Uprights LU- XXB -YY -ZZZ (Options) XX =Post Model Number YY= Upright Depth' (inches) ZZZ = Upright Height (inches) Options = special footplates, etc. Min. 3/8" Anchor (1 per post) 1/8 STANDARD T =11 ga FRONT TYPICAL ELEVATIONS SEE INSTALLATION DRAWINGS FOR SITE SPECIFIC INFORMATION Beams LBXXXH -YYY- (Options) XXX =Beam Model Number YYY =Beam Lengty (inches) Options = special end connections, welds, etc. 7/16" (Nom.) ASTM A502-3 Rivets DRAW COP ND, E Y W' NEDCI I ;R NG PER MiSTBE.IG SIG TTE IES TAP D ACIFIC 91202 72 ARE NLY LICAT R ER r IGGINS E CO ' y� T. ONLY. a • O AR: �• LID FOR DRAWING THIS BLOCK. DAT 8 -3 -98 .RAWN CHECKED ROVED INTERLAKE RACKS LODI SECTIONS INTERRACK 30 H BEAMS STANDARD DETAILS Job # 3467 Drawing # IL -8 o c6 u 11 ; co BASE PLATES COMMON SIZES ONLY SEE INSTALLATION DRAWINGS FOR CUSTOM SIZES D ANCHORAGE Min. 1/2" Anchor (2 per post) 1/8 U 7.75" SEISMIC (t=3!8 ") SIDE (:) Added Welds 1 Issue Date: December 18, 1998