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HomeMy WebLinkAboutPermit B96-0042 - EAGLE HARDWARE - STORAGE RACKSCity of Tukwila t (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 RACK STORAGE PERMIT Permit No: B96 -0042 Type: B -RACKS Category: Address: 101 ANDOVER PK E Location: Parcel #: 022300 -0030 Zoning: CM Contractor License No.: EAGLEHG073L4 Status: ISSUED Issued: 02/21/1996 Expires: 08/19/1996 Suite: TENANT EAGLE HARDWARE 101 ANDOVER PK E, TUKWILA, WA 98188 OWNER SABEY DAVID A PO BOX 9847, SEATTLE WA 98109 CONTACT JOHN HALLSTROM Phone: 206 455 -5203 919 124TH AVENE N.E. #101,...BELLEVUE, WA 98005 CONTRACTOR EAGLE HARDWARE &:GARDEN - INC. :' . Phone: 206 227 -5740 101 ANDOVER, PARK: EAST, TUKWILA, WA. 98188 **************- k******* k*******• kk************* k * *k *k-k * *k•k * * * * ** ** * ** * * * * *k ** Permit Description: INSTALL NEW'STEEL RACKING IN GARDEN DEPARTMENT AND LUMBER YARD. Rack Storage. Dimensions- Linear Feet UBC Edition: 1994 100,000.00 Valuation: ********** * * *. * * * * * * * * * * * * * * * * ** * ** * * * * ** A• ** * * * *k*** k* * ** *fit ** * ****k* * * * * ** Total Permit Fee: 1,468.46 Height . 0 . 0 .0 .0 . 0 .0 Totals Permit Center Authorized Signature D1^ 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 work. I am authorized to sign for and obtain this building permit. Signature: Print Name: clLf_ dd e1's H'1 06c, 1.x:,1. Date: A— a /- �r7 Title: /.e,. 71cctrt_Se el.J(7Lex4,_ 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. EXPIRE.) Address: 101 ANDOVER PK E Permit No: 896-0042 Suite: Tenant: EAGLE HARDWARE Status: ISSUED Type: B-RACKS Applied: 02/12/1996 Parcel #: 022300-0030 Issued: 02/21/1996 **-4 4 **4********4**4kAkAAAA4 4 4*AA4 4 4 41,44 444 4444 Permit Conditions: 1. No chan9es will be made„t6 by the Architect or En9ineer TukwilaBUlTdinivision. 2. All permi ts, inspeCtJon records, and:,,approved'.01ans, shall be available at 03 sitepijOr.., to:the start of ankoon- struction. Thee docOmen,ttare maintained an'd,avail- able until toSpectfon approval iS aranted -..-:..,. 3. All constriontO,be done An'COnfOrmance viithcapproved plans an,drequir'ementsof'the Buitd Code" Edition) Y4s iMende Code A.199 Edition3';', and WaOvi State (1994 EditionY • 4. Validty of Permit. The:-ASsuance of'sa permit or'aPr t'.if planSVpeoffications,::and computations shall not ke cqn- struWtowbe. permit-for, or an approval of, any violatiMi , , . , of a)* of the provisions'of—t4e building code or of any other ord*nance of thejurisOctiorG.-NO—ppr,mit presdpindto canc of=,thi'S coder;Shall'be -,, '. f' ,., r) • t CITY OF TUKWILA L,":• • ,72+ f A ./.6V DEPARTMENT DATE IN DATE AP RO ED REQUIREMENTS / COMMENTS BUILDING - Initial review / , / ( ' 1 ONSULTANT: (ROT Date Sent - Date Approved - �" � ei b ) 13 FIRE I l `(.� - U ' A FIRE PROTECTION: Spri Mors Detectors NIA FIRE DEPT. LETTER DATED: nr INSPECTOR: . BY: (init.) + � INIT:;R -_-� O PLANNING I ZONING: IBAR/LAND USE CONDITIONS? ( )Yes (J No REFERENCE FILE NOS.: INIT: MINIMUM SETBACKS: N- S. E- W- O PUBLIC WORKS UTILITY PERMITS REQUIRED? Yes No PUBLIC WORKS LETTER DATED: INIT: 0 OTHER INIT: X BUILDING - final review „7 q TYPE OF CONSTRUCTION: EAC-- [C-: -S CERT. OF OCCUPANCY? O Yes No UBC EDITION (year): ( - c2 c 44 INIT4' X BUILDING OFFICIAL // i :V02/ c /6 . 17 INIT: AMOUNT OWING: 1 CONTACTED -1 l DATE NOTIFIED O� �" � BY: (init.) 13 2nd NOTIFICATION BY: ( init. 3RD NOTIFICATION BY: (init.) PLAN CHECK NUMBER u`J -IW ocidia CITY OF TUKWIL' Department of Coihmunity Development — Permit Center - 6300 Southcenter Boulevard - #100, Tukwila, WA 98188 (206) 431 -3670 Building Permit Application Tracking PROJECT NAME E"ogP Kcs r d wo re SITE ADDRESS lol T\n d ov-e f k SUITE NO. INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that the status of the project may be ascertained at any time. • Plan corrections shall be completed and approved prior to sending to the next department. • Any conditions or requirements for the permit shall be noted in the Sierra system or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. • Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N /A ", date and initial. DEPARTMENTAL REVIEW "X" in box indicates which departments need to review the project. REVIEW COMPLETED 01/08/93 SITE ADDRESS SUITE # 1 o I AN bcoV - 'Wi - i z " VALUE OF CONSTRUCTION - $ Loo, ono 1631 7 PROJECT NAME/TENANT %e\-e t-� l-}>'1- w>f G . ASSESSOR ACCOUNT # o -22.-3o0 - od 3o -OS TYPE OF ❑ New Building .,.Addition ❑ Tenant Improvement (commercial) Li Demolition (building) WORK: ...Rack Storage ❑ Reroof ❑ Remodel (residential) ❑ Other DESCRIBE WORK TO BE DONE: INS1It�t -t. NI S'T meK-th1G . (J Grrw.A.1 tor, Am WMb0 -- . BUILDING USE (office, warehouse, etc.) &/ran* J I4r c o lk -a . NATURE OF BUSINESS: f{,. 4 �A-p -0*- -N gWt-r--S WILL THERE BE A CHANGE IN USE? $ No ❑ Yes If Yes, new building requirements may need to be met. Please explain: SQUARE FOOTAGE - Building: w Tenant Space: Area of Construction: 2.6) 120 s.1` WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? ❑ No (? Yes IF YES, EXPLAIN: L.*'b 4 13t-6G-. ttit/ o-tALs . FIRE PROTECTION FEATURES: Sprinklers 0 Automatic Fire Alarm System PROPERTY OWNER B>ta1 • tit S. u,.) . R we" 1' N (PHONE �-) _� ZIP �iSc�S ADDRESS c 1 }oW pt-t., r�Ik- CONTRACTOR PHONE - S 2-4 3 PHONE ADDRESS ZIP WA. ST. CONTRACTOR'S LICENSE # OTHER: EXP. DATE ARCHiTECT 3y .i.,i /.�, r f J. �t-� 4_1, ►u.t -iuu- WA PHONE S -32 ZIPc ©OS ADDRESS c il c i. il.� . I .HEREBY CERTIF.Y I HAVE READ.AND.. EXAMINED THIS APPLICATION. AND .KNOW • THE SAME: TO: BE TRUE AND CORRECT, AND I AMA THORIZED TO APPLY FOR THIS PERMIT. '> BUILDING OWNER OR AUTHORIZED AGENT SIGNATURE s��. 41411 11 DATE Z L PRINT NA 131 11111 " .- .. r T- }f1-, 1�lp it PHONE s - 320 CITY/ZIP g ux►Lr - 56005 ADDRESS , 1(51 1 WtA +I 0 j CONTACT PERSON 0IJ I u 'M PHONE - S 2-4 3 DESCRIPTION AMOUNT RCPT # DATE BUILDING PERMIT FEE PLAN CHECK FEE BUILDING SURCHARGE ,q")(') OTHER: TOTAL - L Li !6t MAL CITY OF TUKWILA Department of Community Development - Building Division 6300 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 PRE CI u , 0u3 !PLAN N MBER CHECK / � APPLICATION MUST BE FILLED OUT COMPLETELY BUILDING PERMIT APPLICATION APPLICATION SUBMITTAL In order to ensure that your application is accepted for plan review, please make sure to fill out the application completely and follow the plan submittal checklist on the reverse side of this form. Handouts are available at the Building counter which provide more detailed information on application and plan submittal requirements. Application and plans must be complete in order to be accepted for plan review. VALUATION OF CONSTRUCTION Valuation for new construction and additions are calculated by the Department of Community Development prior to application submittal. Contact the Permit Coordinator at 431 -3670 prior to submitting application. In all cases, a valuation amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Building Division to comply with current fee schedules. 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. EXPIRATION OF PLAN REVIEW Applications for which no permit is issued within 180 days following the date of application shall expire by limitations. 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 304(d) of the Uniform Building Code (current edition). No application shall be extended more than once. If you have any questions about our process or plan submittal requirements, please contact the Department of Community Development Building Division at 431 -3670. DATE APPLICATION ACCEPTED I DATE APPLICATION EXPIRES @_ )a I `U IQ 10/22/99 .1OMMERCIAL :EW COMMERCIAL BUILDINGS /ADDITIONS Completed building permit application (one for each structure) - 1 Assessor Account Number Two sets (2) of the following: Specifications — 1 Structural calculations stamped by a Washington State licensed engineer Soils report stamped by a Washington State licensed engineer `Topographical survey _1 Energy calculations stamped by a Washington State licensed • engineer or architect 7 Legal description Working drawings, stamped by a Washington State licensed architect, which include: • Site plan • Architectural drawings • Structural drawings • Mechanical drawings • Elevations • Civil drawings • Landscape plan Completed utility permit application (one for entire project) Ti Six (6) sets of civil drawings NOTE :. See utility permit application and checklist for specific utility . submittal requirements. RACK STORAGE Ti Completed building permit application Assessor Account Number Two (2) sets of plans, which include: G.ri!d ng floor plan showing: RESIDENTIAL • Entire space where racks will be located • Exit doors • Dimensions of all aisles I Tenant space flc, r plan showing rack storage layout, aisles and exits. NOTE: Include dimensions of racks (height, width and length), aisles and exit ways on plan. I Structural calculations stamped by a Washington State licensed engineer (rack storage B' and over). NEW SINGLE - FAMILY DWELLINGS /ADDITIONS Li Completed building permit application (one for each structure) I Legal description Assessor Account Number I Two sets (2) of working drawings, which include: • Site plan (On plan, show closest hydrant location.:: • Foundation plan Include access to building, showing • Floor plan width and length of access.) • Roof plan • Building elevations (all views) . • Building cross - section • Structural framing plans — 1 Washington State Energy Code data L I Completed utility permit application 1 Six (6) sets of site plans showing utilities NOTE: Building site plan and utility site plan may be combined. See • utility permit application and checklist for specific subm'ttal requirements. Additional topographical and soils information may be required if unique site conditions. SUBiAITTAL CHECKLIST COMMERCIAL TENANT IMPROVEMENTS Completed building permit application (one for each structure or tenant) J Assessor Account Number Two (2) sets of construction plans, which include: Ti n F • loor plan of proposed tenant space Site plan . • Location of tenant space • Existing and proposed parking • Landscape plan (if applicable, i.e,, change of use) Overall building plan • Tenant location • Use of adjacent (common wall) tenant • Overall dimensions of building or square footage • Tenant space plan with use of each room labelled. • Exit doors, egress patterns. • New walls,' existing wall, and walls to be demolished. Construction details • Cross sections showing wall construction and method of attachment for floor and ceiling. Structural calculations stamped by a Washington State licensed engineer may be required if structural work is to be done (2 sets) NOTE: If any utility work is to be done, submit separate utility permit application and plans. REROOF 1 1 C ompleted building permit application (one for each structure) I t Narrative describing existinj roof, material being removed, ano material being installed. . NOTE: A certification letter is required prior to final inspection and sign - off of the permit. . ANTENNA/SATELLITE DISHES Completed building permit application Assessor Account Number Assessor Account Number Two (2) sets of plans, which include: Site Plan (showing building and location of antenna/satellite dish) n D • etails antenna/satellite dish and method of attachment Structural calculations stamped by a Washington State licensed engineer may be required RESIDENTIAL REMODELS Completed building permit application (one for each structure) Assessor Account Number Two (2) sets of working drawings, which include: • Site plan • Foundation plan • Floor plan • Roof plan • Building elevations (all views) • Building cross - section • Structural framing plans NOTE: If any utility work is to be done provide utility permit application and plans must be submitted, REROOFS Completed building permit application (one for each structure) Assessor Account Number Narrative describing existing roof, material being removed, and material being installed. NOTE: A certification letter is required prior to final inspection and sign- off of the perm,/. This Paymsnt Account Code 000/322.100 000/386.904 De�cription BUILDING - NONRES STATE BUILDING SURCHARGE +*AA+*k+++*ak+*A++**+A** +***+A+«A+**a4 CITY OF TUKWILA, NA ~ � TRANSMIT +^�*+�+****+�*a**+*+**+g ��*4���++�����a���+++*+�*****++a* * TRANSMIT Number: 96003609 Amount: 576.71 02/127 :J4 Payment Method: CHECK Notation: EAGLE HARDWARE Init: SLO Permit No: 896-0042 Type: O-RACKS RACK STORAGE PERMIT Parcel Nee'022300-0030 Site Address: 101 ANDOVER PK E _ Total Fees: 1,468.46 This Payment 576.71 Total ALL Pmts: 576.71 Balance: 891.75 **«** -Account Code Description Amount 000/345.830 PLAN CHECK - NON8ES 576.71 ++4*+A+^+*a+**»*a^k+*+^+a**a+a*^++^*4+++k*A*^^+*++*a*+ CITY OF TUKNILA, WA �~� TRANSMIT ��^ ��{J. �� +**+*kA++++^++++A+�^*+* ��^�=��a""* ���*v+^*^*�a+A+�A+*+**+*+A+**+ 8 TRANSMIT Number: 96003669 Amount: 891.75 O2/2�41 w� Payment Method: CHECK Notation: EAGLE HARDWARE lnit: SUB Permit No: 896-0042 Type: B'RACKS RACK STORAGE PERMIT Pnr 022300^0030 Site Address: 101 ANDOVER PK E Total Fees: 1,488.46 891.75 Total ALL Pmts: 1,468.46 Balance: .00 ++*****+A+^**°*+Ah+^-A*^+*^*+***^+A*++ Amount 887.25 4.30 GENERA TOTAL CHECK CHANCE 2603A000 GENERA TOTAL CHECK CHANCE 2888A000 891.75 891.75 891.75 0.00 15:55 576.71 576.71 576.71 0.00 16:15 yf e s u;i :.na�� 0� Fr.. � i' err 71 +1 7 iw• ......,.,, rnw�+.l vts:. tipai?Yii'#. �P. �` �2"` i. 1t i�1� ��i` t? f{ i�� :.�_.:+vr:.ai�lil��'?f;x�'Ci�` ��'.$' �l t,` �n''. k.+ t' �i. i�:, a�R.: 7�? '»Cat$r•.[.�C.�''�.,fh!?S?d�'fi: CITY OP TUKWILA Id: ACTP125 Keyword: UACT User: 1671 03/04/98 Activity Table Processing RACK STORAGE PERMIT Permit No: B96 -0042 Tenant: EAGLE HARDWARE Status: ISSUED Address: 101 ANDOVER PK E Type: B -RACKS Vers: 9501 Screen: 01 Base Information Parcel No: 022300 -0030 Owner: SABEY DAVID A Validated By: SLB Plan Ck Approved: 2/20/1996 Applied: 2/12/1996 Status: ISSUED Issued: 2/21/1996 Completed: / / Act /Inactive: A Final Notice: / / To Expire: 7/ 9/1997 Nature of Wk: INSTALL NEW STEEL RACKING IN GARDEN DEPARTMENT AND Location: Zoning: TUC Valuation: 100,000.00 UBC Edition: 1994 P7- Update, F2- Previous Line, Fl- Screen Index, ESC - Cancel Update COMMENTS: Type of inspect n: / P ^ • � �2 eDAw.;-lc} fTh.., ,emu / s 4 ///,/, 1 4 kr/-r--Z-7 Date called: 2_-, 4,L /0 d l,?-y, Special instructions: �. f ; � N ee.ei r/ e -, /Xs. 3) ,.44,- i, c.4 5--,� t.. Requester: ti6, Phone No.: c csl.z -� 1 Z- 2.7-57 o_.. .c::\ I `„ Project: Type of inspect n: / Addre. Date called: Special instructions: �. f ; � N ee.ei r/ e -, Date wanted: / ___ /— /0-17 Requester: Phone No.: ry CITY OF TUKWILA BUILDING DIVISION ct 6300 Southcenter, Blvd., #100, Tukwila, WA 98188 INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Inspector: PERMIT NO. (206) 431 -3670 Corrections required prior to approval. Date: ravf $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: -4f /6 Type of inspection: Add rest Date called: Special instructions: r- 7CII/ie? Date wanted: m. Requester: P L '' 3 Phone No.: / [ I INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: Inspector: INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. l oa 4.44. 1 wi:f 4 kit/so Art /6 -4 celt c4 j PERMIT NO. (206) 431-3670 Date: f 0 , , $42.00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1 Receipt No.: Date: COMMENTS: T f tect* ng Pbt e -4_ 1.4 1,c I "e" A.--- . .,-;-, -e 4. A 1 /Yeel"( _t.1 ea a-4? ZA A, 6) Lye_ t` 4 rh-p/ 0 4-7,-4, e... 4' eJr — Special instructions i Sc./tee/Li:Gin e 1 .,..-&-ei kr...e_. 0-- R Aft171"_ le•444, 'Date wanted: /11 ' Z-0 . -I - — Lac CIO' / • . 5) :ri.eat & kr4 :16 je / k 4/ i) c, .12"d ....i\ (..st t, 71.7 " ......gs j iteezzeeth Project: T f tect* ng Address: 1 k vI d coiv . E -- - • Date ca led: 4 1 2. / , Special instructions i Sc./tee/Li:Gin e 1 .,..-&-ei kr...e_. 0-- R Aft171"_ le•444, 'Date wanted: /11 ' Z-0 CIO' Requester: Dia Phone No.: I I INSPECTION RECORD Retain a copy with permit INSP • NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 v - Approved per applicable codes. XI Corrections required prior to approval. Inspector: AA coL1-7 PERMIT NO. - (206) 431-3670 Dat . $42.00 REINSPECTI N FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project si � / 4A R Am Type of inspection: `j /s4,.c..,, , /S Addres DWI A Pr. . Date called: Z- T 4 - Special instructions: cdf,5 ') �t 403a- C 7e.-0 A' Date wanted: L i - Z3 _ q/ _ cf-tTly C> 1 �,,V Requester: , 1C� t/Uf s � Phone No.: 2q to 96 1 3 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: 1 / I �r '..e, h 10°"4 ,e—er R ck 4'i 060/ ,(7ic A-6(4d 4 6 A4 s Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. /ice % -.11 Art $42.00 REINSPECTION FEE REQUIRED: Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. [Receipt No.: Date: 139/0 PERMIT NO. (206) 431 -3670, Project: �z Type of ' spection: • / Am-uS — C�wv„ ia.1.- 64 Address: ' ( A. e - , Date called: Special instructions: r Date wanted: I r a.�m Requester: Phone No.: c� INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 [Receipt No.: INSPECTION RECORD Retain a copy with permit Date: PERMIT NO. (206) 431 -3670 Approved per applicable codes. I I Corrections required prior to approval. COMMENTS: SU LAM I3 /Z,4 ctc.S u N i-cl N - D- E W G r N\4t.. A NP0 (Si . f Inspector: Date: ! f% $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: [ ,4r (/r „/. ee i-26,0 J e ( s bill6” /Gt/h iT7 swot/4_4 I S �jv/ Y.- • / , 4 6...„ U'vd- 1 rL rI &) meic . l S �� / r 3-) 14lo&id (js ,p k 6 i� $ c.4 I- ,7n, in, -7-.--zti1i, . ( c,. , s l�4,4. , (/ irk., /c+ S ,L / ) , ,s 0-x- Prue", .% 1 / //IS 0 /. ,,/ / E./ /"/.yi� Requester: r'1 ' I Project: / �' lef/t e/ / Type nsp /QCtion: XI' Address: M?� Date called: Special instructions: ' ` Date wanted: 9 4,) Requester: Phone No.: INS!'ECTION NO. INSPECTION RECORD Retain a copy with permit CITY TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206) 431 -3670 n Approved per applicable codes. [ Corrections required prior to approval. I I $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project iA�W t 1TYpe � ins,A2 f 7 RACyv A1 _ ` 2 p E Date called: s _ 1 + (�, Special instructions: Date wanted — olio R – 1 P. I. RequesterbCy /v o , `s Phone No. .) 1 Vg 1 13 INSPECTIQN NO. CITY OF TUKWILA BUILDING DIVISION 63b0 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. - .. - ..ur..w+m. -. .mrsonn :ar. rams PAI171 :41PAClstCwiat 'a7'S".d!. INSPECTION RECORD Retain a copy with permit PERMIT NO. (206) 431 -3670 Corrections required prior to approval. $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fwmust be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: (T A-il -9 . - ;7 1 tu i0- ALL- Jz- AC(c_.- C, fOS ,AtitP GALL. F- 4 SeZ.7to►.) . c th sr c'-- Inspector: Date: ?( i- Receipt No.: Date: COMMENTS: Tge of inspection: - RACXG Date called: Address: 10( itki\lio W--- E.. /4 2-2, " 14/ , (L 1-w c, 4- / . / 0 .. Phone No.: . i 29 /.. ' ( J(-- c ? c- .4/d.ed 17? /-c /56b l, _ sie- A.....e. , ,A4 y- , c4 /Pad .5 /04c.-/ pa ,.../..-- 18f_ / Project : AEIL a pARbwAF2.E., Tge of inspection: - RACXG Date called: Address: 10( itki\lio W--- E.. Special instructions: Date wantec _ 2 q - c, (a.n2„ P.m. Requester: Phone No.: . i 29 .... .-. ■ - In 91 0 • IMSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 I I Approved per applicable codes. Inspector:A, INSPECTION RECORD Retain a copy with permit Date: .1396 Od421 PERMIT NO. (206) 431-3670 Corrections required prior to approval. $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: 4 ( i . b• Type of Inspection: 6( //1_,4 C1 /a e , c---( Address:, i ... '9V Lei Special Instructors: 5 4e---4e s Dale Wanted: ,/, ' ".2-. , -- /-71,-../ /4, Phone No.: 7) 0-41 e I 16 9, 1...5 // 1-.o /2 /6 .. 4.- ,- _1 I / ei- e'l fr"' P , a I c, A, 1/ 4L -/%h (-2A.7,- /7,7 1/41 , 1 c. 72 pi 0 (.. / die_ , e".-79 0 frt7 /. ,0 .,-"f P4( 1 ) / / 7 lap 7 Project: LL__9 . 0.____ Type of Inspection: :\..) ( / l Address:, i ... Date Called: Special Instructors: Dale Wanted: Requester. Phone No.: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Souttieenter Blid., #100,.Tukwila, WA 98188 Approved per applicable codes. I Inspecior. -? A39‘ 00 PERMIT NO/ (206) 431-3670 0 Corrections required prior to approval. De: 0 $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Rea* No.: I Dele: COMMENTS: T,,, ,,, 0 ..., ,,, L (9 e �� _ �h 1 99 i u (.,1-c-"‹ /v .S5 1'4 44.-7, -7 32, • 1.4., 7 ii, _ 1 fr, is r. 4 f; / e4- /)-) 2P' . ., ,)-,. /' c3 ? era, ... c4 - O /-7-74 t 0' u' r a Ad, ,4_)4 /.-._ r4 41 Y?.{ S ., is `rz G'/_ y £b 46 s S i/ -4..0,/ /z,. oca) 45' pA., 4 1,4 , -J ,- d S /.r . / 1--- ii� �'Z, I i', -try, f � j� e..,' act /� i � , t � / . 4. ot..4 -1 .4.. teV -- �. Ct 47,4 J0 • Project: F c � Type of inspection: inspection: �.r , .ter Address: t ) - Die Called: Special Inductions: Die Wanted:27, , c am./ Requester Phone Na: I Inspector: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 SouthceMer Blvd., X1100, Tukwila, WA 98188 (206) 431 - 3670 O Approved per applicable codes. Igt Corrections required prior to approval. K ' 00 REINSPECTION FEE REQUIRED. Prior to reinspection, lee must be paid at Southoenter Blvd., Suite 100. Cal to schedule reirtspecbon. I Receipt No.: I Die: i COMMENTS: Type siv i A rt s mb . 0402. p r._ E .... 1) Rat_ k 6,...1 i.,N 5 Special instructions: I' 1 ‘ D 0 A A. P LCASe... ('0 .fr-/b I-- , P ills, e _,.-_,I Requester tx A/ i '''..TiNP'— . . . . . • a r; '-'" ' ''' •• La . .--' '....0 ,,,,,r . , .. M ,7 .. _. - - 1 / ' 1 i -4:.; ....f.l.... A ...- MLA -a-.,-..../.411■ /a ei "A-7 a .x ''. 4 Zo/a fl e. .. Project: 1 . 1 agtivize. Type siv i A rt s mb . 0402. p r._ E .... Date called: 3: i ---1 .. io Special instructions: I' 1 ‘ D 0 A A. P LCASe... Date wanted _ Li _1 c Requester tx Phone No.: 1 1 LO - 10 VIS • I I INSPEC / ION NO ri Approved per applicable codes. i Receipt No.: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 9818 Date: -- 13 6 6" - 01- PERMIT 431-3670 Corrections required prior to approval. $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ; ; 7.7 „ .77 City of Tukwila Fire Department TURWILA FIRE DEPARTMENT FINAL APPROVAL FORM Project Name ( /4/frel/.4.11-se( Address /// ,4ft ■\-- Retain current inspection schedule Needs. shift inspection AppreVed without correction notice Approved with correction notice issued Sprinklers: • Fire Alarm: Hood & Duct: Halon: Monitor: Pre-Fire: Permits: Authorized Signature Permit No. FINALAPP.FRM T.F.D. Form F.P. 85 John W. Rants, Mayor Thomas P. Keefe, Fire Chief / 1 / Suite # Date Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575 • Fax (206) 575-4439 A i MATERIALS 1 TESTING t CORPORATION SIERRA CONSTRUCTION 16715 NE 79 Street Redmond, WA 98052 Aim: PETER DEIVAUE Kev iR. Kay tructural Steel Supervisor RE DAily INspEcrioN REpom dArEd 04/2 3 /9 6 PROjECr EAql€ HARdWARE, TukwilA INSPECTOR: JIM KAY Respectfully Submitted, MATERIALS TESTING CORPORATION J. Frank Spears, P.E. 1■AVIO••••■•70.1i....a • ENvinoNmerrAl SERVICES • GEOTEChNiCAI SERVICES April 24, 1996 Page # 1 of 1 Report # A96043-132 • CoNsmucrioN MATEMAls TEsriNg • CONCRETE & AspItAh Mix DEsigNs • AppRowd WABO SpEciAl INspccrioN AgENry Gentlemen; As requested an MTC inspector arrived on site for pallet and display rack anchor bolt. Inspected expansion anchor bolts for conformance with plans and specifications and per the manufactures requirements. Inspected racks within building lines A to CC/3. Bolting was acceptable. 4050 Aubunr, WAy Suix #5, AubunN WASIiiKTON 98002 PlioNe (206) 8 5 0-7 7 9 7 FAX (206) 850-7890 If you have any questions concerning the test results, the procedures used, or if MTC can be of any further assistance please call on us at (206) 850-7797. RECEIVED APR 2 9 1996 COMMUNITY DEVELOPMENT I A 1 MATERIALS 1 TESTING . CORPORATION SIERRA CONSTRUCTION 16715 NE 79 Street Redmond, WA 98052 Arm: PEIER DEIVAHE Gentlemen; As requested an MTC inspector was on site to check the hold down anchor bolts on the racks in the existing building. Between 1 and 3 line from CC to the third rack from CC line. All bolts met/or exceeded the specifications in the approved plans and specifications. If you have any questions concerning the test results, the procedures used, or if MTC can be of any further assistance please call on 4, us at (206) 850-7797. '111 in R. Kay Structural Steel Supervisor RET PROjECT: INVECTORT DAily INspEcrioN REpora dArEd 04/22/9 6 EAO1E HARdWARE, TukwilA GARy ByRNE Respectfully Submitted, MATERIALS TESTING CORPORATION J. Frank Spears, P.E. April 24, 1996 Page # 1 of 1 Report # A96043-131 • ENVIRONMENTAL SERViCI3 • GEOTEChNiCA1 SERVICES • CONSTRUCTION MATERIALS TESTiNO • CONCRETE & ASpITAIT Mix DisigNs • AppnovEd WABO SpEciAl INSpECTION AgENcy ocrvv 0 0, 6: y 4050 Aubum WAy NORTI1, SUITE #5, AubunN WAShiNgION 98002 PhoNc (206) 850.7797 FAx (206) 850.7890 RECEIVED APR 29 1996 COMMUNITY DEVELOPMENT J MATERIALS �� TESTING C ORPORATION SIERRA CONSTRUCTION 16715 NE 79 Street Redmond, WA 98052 ATM: PETER DEIVAIIE in R. Kay Structural Steel Supervisor RE: DAily INSpECrioN REpour dArEd 04/12/96 PROJECT: EAgkE HARdWARE, TUkWilA INSPECTOR: Jim KAy If you have any questions concerning the test results, the procedures used, or if MTC can be of any further assistance please call on us at (206) 850 -7797. Gentlemen; As requested an MTC inspector arrived on site for pallet and lumber rack, base plate anchor bolt inspection. Inspected anchors for conformance with the plans and per the manufacturers specifications. Expansion anchors met or exceeded the minimum requirements of the plans on site. Expansion anchors were torqued per the manufacturers recommendations. Respectfully Submitted, MATERIALS TESTING CORPORATION ✓ ENVIRONMENTAL SERVICES ✓ GEOTECIiNICAL SERVICES ✓ CONSTRUCTION MATERIALS TESviNq ✓ CONCRETE & AspliAlr Mix DEsigNs ✓ Appno d WABO SpEcIAL INSPECTION AgENCy April 16, 1996 Page #1of1 Report # A96043 -128 RECEIVED APR 2 2 1996 COMMUNITY DEVELOPMENT 4050AubuRNWAyNonrli , SUITE #5, AubuRNWASIiiNgTON 98002 PhoNE:(206)850.7797 FAx:(206)850.7890 634950th.` wswakmo 11:4. MATERIALS TESTING CORPORATION SIERRA CONSTRUCTION 16715 NE 79 Street Redmond, WA 98052 Arm: PETER DEIVAIIE rn7 m R. Kay Structural Steel Supervisor Respectfully Submitted, MATERIALS TESTING CORPORATION cPe,_ RE: DAily INSpECTioN REpoRr dATEd 04/11/96 PROJECT: EAgIE HARdWARE, TUkwilA INSpECTOR: JIM Kay April 12, 1996 Page # 1 of 1 Report # A96043 -127 ✓ ENVIRONMENTAL SERVICES ✓ GEOTECIiNiCai SERVICES ✓ CONSTRUCTION MATERIALS TESTiNq ✓ CONCRETE & Asph+AIT Mix DEsigt's ✓ AppRoVEd WABO SpECiAl INSpECTiON ACENCy Gentlemen; As requested an MTC inspector arrived on site for pallet and lumber rack anchor bolt inspection. Anchor bolting was incomplete. Tightening was discussed with the rack installer. Inspection has been re- scheduled for 4- 12 -96. If you have any questions concerning the test results, the procedures used, or if MTC can be of any further assistance please call on us at (206) 850 -7797. RECEIVED ! APR 221996 COMMUNITY DEVELOPMENT 4050AubuRNWAyNoiTTH ,SuiTE #5,AubuiNWAsh1iNCToN 98002 PIroNE: (206)850.7797 FAX: (206) 850.7890 SUBMITTED TO: \12 fl • CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 I. 2.x'.3 \ '.. BU CITY OF TUKWILA MAY 0 8 1996 PERMIT CENTER REVISION SUBMITTAL DATE: MP\ \ / w 119 IL' PLAN CHECK/PERMIT NUMBER: 'Ib' 00 PROJECT NAME: 6 IIt�(�� \U/\ (�E, PROJECT ADDRESS: I U 0\1El`•. CONTACT PERSON: Jol NAWS PHONE: 5 327.1 REVISION SUMMARY: N1 kisovE., poS 13AC.A2 fikU< N V,�MsGI_ yA(lb C_0.\\ 42 . 3 - o,n Le4+ mom, 5-14-q(0 --0 CIPQR °V A ED ti 13 1996 SHEET NUMBER(S) GILD() rukw b/\ io I.17 • q "Cloud" or highlight all areas of revisions and date revisions. D ING g IVISIn't 3/19/96 CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 RECEIVED CITY OF TUKWILA APR 2 4 1996 PERMIT CENTER REVISION SUBMITTAL DATE: 4 °u PLAN CHECK/PERMIT NUMBER: $ • 0042 PROJECT NAME: E G 14N1b\VAsk PROJECT ADDRESS: IDI D -119OVFAL 1°A ILK ! 1 CONTACT PERSON: 3011 NA1k PHONE: 6 15'S ` 3 ?,03 REVISION SUMMARY: 1 . 1I.1SUI-\ 110) -4 S TQW,R. k t3?ZA)-Ilk,I , Ovck. riG E -014 ! 'oU (tA(A'- (, r iG E.o)-r 6.4 Ma(L -s 1 ►.8Ltvio6, IL n < til r>uT bib 1,1 or 1 olort, 1-r i )' lc,, 2. IZAUL, Locale)-4.S ( )y0i cUr& 1 T y o\. - n�rr of' uu) N �W 131V.1-4 l.,coc,1xlvuo J T\ C44 rrN3 PLJ\L I A/EA/66.0 q -22• 'iL , C_u. ■eJ �Tole U 1 X51 6to . APP, SHEET NUMBER(S) ((.,DJ rumj - ti\\, "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: 3/19/96 1 ..: •i✓Ii•.t i.::li1 Facsimile Transmission Date: February 21, 1996 To: CIty of Tukwila Attention: Dave Larson Phone: Fax: Subject: Job No.: Page(s) 206 - 431 -3665 Eagle Hardware Storage Racks 2077 1, including this sheet. As requested by Eric Osterlund of Eagle Hardware, this letter clarifies the anchorage of the storage racks. I wish to emphasize that the anchorage requirements apply only to the storage racks delineated on my drawing EH-1. Other configurations may or may not be adequate with the anchorage specified, and are not approved by those drawings, or this letter. There are two basic types of foot plate: Standard, and Seismic The standard foot plate is shown on my drawing EW -1, and requires only one 3/8" diameter expansion anchor per post. Indeed, additional anchorage would be wasted at the spacing available. The second hole is a backup in the first anchor is unsatisfactory. Seismic foot plates come in one size (5x7), with two orientations. EW -1 shows the foot plate with the 7" dimension parallel to the aisle. As noted, the installation drawings may show other sizes, which is' the case for EH -1. This drawing shows a the foot plate with the 5" dimension parallel to the aisle, and the anchors relocated toward the rear of the plate. Regardless or orientation, these plates are to be anchored using two 'A" diameter expansion anchors per post. Anchors shall conform to note 3/EW -1, in all other respects, and special inspections are not required. Please do not use the calculations for inspection. These show the absolute minimum anchor which will satisfy the design requirement. This is often adjusted on the drawings to suit site specific conditions, or eliminate the need for special inspections where economically prudent. Kindly contact me if you have any further que Regards, Peter Higgins EXPIRES' MAR ! 1 1998 Peter S. Higgins and Associates 1225 -F Notth Pacific Glendale, CA 91202 915- 849-0072 Fax 515 -349 -0074 ;'1VE F = 21. 1996 Jh 1 •?;JMM UNITY D VELOPMENT L Si :999E1£1/90Z - 531VIOOSSV '8 SNIOOIH: WdLO:£ ! 96 -I.Z -Z S3.1VIOOSSV '5 SNIOOIH:A 1N3S City of Tukwila Fire Department Thomas P. Keefe, Fire Chief Fire Department Review Control #B96 -0042 (510) Re: Eagle Hardware - 101 Andover Park East Dear Sir: • February 16, 1996 The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. An approved in -rack automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #1742) 2. In double row racks with heights of storage up to and John W. Rants, Mayor Ceiling sprinklers only, meeting the densities found in N.F.P.A. 231C, Standard for Rack Storage of Materials (1995 ed.), may be allowed subject to review and approval of the Tukwila Fire Prevention Bureau. Sprinkler protection shall be extended to all areas where required, including all enclosed areas, below obstructions and under overhangs greater than four feet wide. (NFPA 13 -4- 4.1.3.2.1) All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of 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) Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 575-1439 City of Tukwila Fire Department Page number 2 Thomas P. Keefe, Fire Chief including 25', an average nominal 6" transverse flue space between loads or at rack uprights shall be maintained. (NFPA 231C 4 -3.1) Maintain minimum 6" longitudinal flue space between back to back racks. (NFPA 231C) 3. 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) 4. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) Extinguishers shall be installed on the hangers or in the brackets supplied, mounted in cabinets, or set on shelves (NFPA 10, 1 -6.9), and shall be installed so that the top of the extinguisher is not more than 5 feet above the floor. (NFPA 10, 1 -6.9) Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC Standard 10 -1) 5. Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. (NFPA 10, 4 -3, 4 -4 and 4 -4.3) Every six years, dry chemical and halon type fire John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 575.4439 Page number 3 Yours truly, cc: TFD file ncd City of Tukwila Fire Department Thomas P. Keefe, Fire Chief extinguishers shall be emptied and subjected to the applicable. recharge procedures. (NFPA 10, 4 -4.1) If the required monthly and yearly inspections of the fire extinguishe'r(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10A -4 -4) 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 John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 57544404 • Fax (206) 575.4439 FEB 21'96 11:16 FR EAGLE DEU/MERCH PLEASE DETACH AND SIGN CERTIFICATE BEFORE PLACING IN BILLFOLD losTi) 81 : 4 .T • -COW' DEDICH TO DISPLAY C.CPMF1CATE . . , .:::wautrang*NutAim 7• I01.AAMOVEM E STE'200 TUKWILA WA 98188 j • SIGNATURE issuco sy DEPARTMENT OF LABOR AND INDUSTRIES ommyeum ii4, • t: 206 228 8830 T0,94313665 F625-052-000 (3-92) ** TOTAL PAGE.002 ** 1. STORAGE RACKS DRIVE-N RACKS CANTILEVER RACKS MEZZANINES CONVEYORS CAROUSELS STEEL SHELVNG MOVABLE SHELVNG STORAGE TANGS MODULAR OFFICES GONDOLAS BCOKSTACKS S EI ZM I.0 MATERIAL HANDLING ENGINEERING ,. i• ...ii: is n.:;'s i -. - r . .�.tz;.: r;a.: ;ri�v�r '� . r: rr•: r: %,:q % ?i: z,: r...y r:.7 /.{ !' ,;: ff •if / ":••:'•i %1 i...:.:i , :.�<:: %:: , . , ,.r:; ,, ;r/f:.f:: �:. >•:r ✓- ,, .fOffi, /,/ ,::. r, , .::: . / : f ✓, o / /i; / „f /:!�rr� / „ , i % /// . .:,.: ,G%, / : ., /.:/ !!. !:4! :!� ri ?,r�:`a%;?zi' /..., ;� !/ ,�,.f /yii,.l.:;;ar.cn� / /. ilr.::. ..rr. .:,a.:, .: % / / /f . / /: % %fj �/. //, i:.• ! /.,, :: /f /i /i /�i // . /.. .r. r... : . / / // i., ::.: ✓.ri ..:.., ,:. i:,.i L.:i ,.:,, i..',... ....,. rs�ii i:.;•.r,>f..or o...<. /.�. :: EAGLE HARDWARE & GARDEN t+,16.pO EST. 1985 CITY APPROVALS STATE APPROVALS PER WING SERVICES PRCOUCT TESTNG FELD NSPECTION SPECIAL FABRCATION SEISMIC ANALYSI S OF STORAGE RACKS FOR 101 ANDOVER PARK EAST TUKWI LA, WA 98188 #96- 0333 EXPIRED ALASKA PEVADA ARIZONA NEW MEXCO CALIFORNIA OREGON COLORADO PENtSYLVANA IDAHO UTAH MGSOURI WASHNGTON RECEIVED CITY OF TUKWILA MAY 0 81996 PERMIT CENTER 161 ATLANTIC STREET • POMONA • CA 91768 • TEL: (909)869 -0989 • FAX: (909)869 -0981 INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT EAGLE HARDWARE & GARDEN FOR FOREMAN INDUSTRIES SHEET NO 2 OF 17 CALCULATED BY MIKE DATE 05-06- 1996 DESCR I PTI ON COVER SHEET TABLE OF CONTENTS SCOPE PARAMETERS CONFI GURATI ONS COMPONENTS & SPECS. LOADS AND DISTRIBUTION LONGITUDI NAL ANALYSI S COLUMN BEAM BEAM TO COLUMN BRACI NG OVERTURNI NG BASE PLATE SLAB & SOIL TABLE OF CONTENTS PAGE # 1 2 2 3 4- 5 6- 8 9 10 11 12 13 14 15 16 17 SCOPE: THIS ANALYSIS OF THE STORAGE SYSTEM I S TO DETERMINE ITS COMPLIANCE WITH THE APPROPRIATE BUILDING CODES WITH RESPECT TO STATIC AND SEISMIC FORCES. THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE FIELD ASSEMBLED ONLY, WITHOUT ANY Fl ELD WELDING. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PARAMETERS: r i l i E li l li ZZIC °111111 11 INC. EAGLE HARDWARE & GARDEN PROJECT FOR FOREMAN I NDUSTRI ES SHEET NO. 3 OF 17 CALCULATED BY MIKE DATE 05-06-1996 STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN ANY ADJACENT BAYS. THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYZED IN BOTH LONGITUDINAL AND TRANSVERSE DIRECTION. STABILITY LONGITUDINALLY IS DEPENDANT ON BEAM TO COLUMN MOMENT, WHILE THE BRACING ACT TRANSVERSELY. 1. COLUMN. 2. BEAM. 3. BEAM TO COLUMN. 4. BASE PLATE. 5. HORIZONTAL BRACING. 6. DIAGONAL BRACING. 7. BACK CONNECTOR. TRIBUTARY AREA TRANSVERSE , LONGITUDINAL TOP VIEW 1 .111 17 1 A 111 1 11 C 111411 11 INC. MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT FOR SHEET NO. 4 CALCULATED BY MIKE EAGLE HARDWARE & GARDEN FOREMAN I NDUSTR I ES OF 17 DATE 05-06-1996 CONFIGURATIONS / 132" 13 74" 5 II TYPE P/B FRONT 2,250 lb. 2,250 lb. 4,000 lb. I L-- 64" -- k TYPE P/B INT. 4,500 lb. *--- 64" 39" 38" 3 ,1 I L 48" 2 ,, 74" 3 4,500 lb. 2 8,000 lb. 1 r 39" 3 3 ., L MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 CONFIGURATIONS INC. 1 TYPE P/B REAR 2,250 lb. PROJECT EAGLE HARDWARE & GARDEN FOR FOREMAN INDUSTRIES SHEET NO. 5 OF 17 CALCULATED BY MI KE DATE 05- 06- 1996 2" 74" 3 2,250 lb. 2 4,000 lb. 1 33" 3 N 64" 48" -,1' • 1 4, 362 I b. 2,699 in.lb. g, 587 i n.l b. < stdcann. 2 2,325 lb. 10,474 i n.l b. 12,122 i n.I b. < stdconn. 3 1,162 lb. 10,770 in.lb. 6,885 i n.I b. < stdccnn. TYPE P/B FRONT DESIGN LOAD = VARIES BASE PLATE COLUMN BEAM 3.25 X 4.5 X .25 BASE PINNED V COLUMN 3X3X1OGA STRESS =0.36 C4x4.5# MAX LOAD /LEVEL = 7, 691 I b. BEAM I S O.K. • OVERTURNING BRACING SLAB & SOI L .4 ANCHOR STRESS = 0.33 # OF ANCHORS = 1 HORIZONTAL V 1- 1 /2X1- 1 /4X16GA STRESS = 0.26 DIAGONAL V 1- 1 /2X1- 1 /4X16GA. STRESS = 0.48 PUNCT. STRESS = 0.61 BENDING STRESS =0.36 V r e trZZ I C IIIIIIII I INC. MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT EAGLE HARDWARE & GARDEN FOR FOREMAN INDUSTRIES SHEET NO. 6 OF 17 CALCULATED BY MIKE DATE 05-06-1996 TYPE P/B FRONT SPECIFICATION - MAIN STEEL 50000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3 -1/2 MIN. EM - FLOOR SLAB 6" X 3000 PSI. REINFORCED 1 - SOIL BEARING PRESSURE 1800 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. - BASE SHEAR FORMULA = ZIC(wLL+wDL) /Rw SECTION AXIAL FORCE 2,250 lb. 582# 7�� ED. 2" 7 II I 3 2,250 lb. 2 4,000 lb. 1 2550 3 --.• r 33" 3 " 61# o fi 64" -71' Iu= .64" MOMENT BEAM MCMENT 48" 4 NOTE: TOP BEAM IS 4" BOX BEAM. TOP LEVEL STORAGE LOADING IS 100PSF L.L. + 5PSF D.L. X (64 X 48)/144 = — 2250# (2 BEAMS) 341# S 8 2# 1 8,650 Ib. 5,352 in.Ib. 15,057 in.lb. <stdcann. 2 4,600 l b. 20,761 i n.I b. 23, 054 i n.l b. <- stdconn. 3 2,300 lb. 21,347 i n.l b. 12,674 i n.I b. <- stdconn. TYPE P/B INT. DESIGN LOAD = VARIES BASE PLATE COLUMN BEAM 3.125 X 4.5 X .125 BASE PINNED V COLUMN 3X3X1OGA STRESS =0.75 V 5 x 2- 1 /2 x 14 ga. BOX MAX LOAD /LEVEL = 10,833 I b. BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L V ANCHOR STRESS = 0.65 # OF ANCHORS = 1 HORIZONTAL V 1- 1 /2X1- 1 /4X16GA STRESS = 0.52 DIAGONAL V 1- 1 /2X1- 114X16GA STRESS = 0.94 V PUNCT. STRESS = 1.23 BENDING STRESS =1.00 TYPE P/B I NT. SECTION r i gErZZ I C IIIIIIII I INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 - 0981 161 ATLANTIC STREET • POMONA • CA 91768 SPECIFICATION - MAIN STEEL 50000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR -WEDGE TYPE 1/2 x 3 -1/2 MIN. EM - FLOOR SLAB 6" X 3000 PSI. REINFORCED 1 - SOIL BEARING PRESSURE 1800 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. - BASE SHEAR FORMULA = ZIC(wLL +wDL) /Rw AXIAL FCRCE PROJECT EAGLE HARDWARE & GARDEN FOR FOREMAN INDUSTRIES SHEET NO. 7 OF 17 CALCULATED BY MIKE DATE 05- 06-1996 4,500 lb. 1 154# 153$# ED. 2" 7 II 53" 3 4,500 lb. 2 8,000 lb. 1 507* 3 2 1 33" 3" 3 " ■ 123# 64" --4' Iu= 64" MCMENT BEAM MOMENT NOTE: TOP LEVEL STORAGE LOADING IS 100PSF L.L. + 5PSF D.L. X (2 X 64 X 48)/144 = -4500# (2 BEAMS). •-48 "4 676# 164# 1 4,362 lb. 2,699 i n.l b. g, 587 i n.l b. < stdconn. 2 2,325 lb. 10,474 i n.l b. 12,12 2 i n.l b. < stdcann. 3 1,162 I b. 10,770 i n.l b. 6,885 i n.I b. <- stdcann. TYPE P/B REAR DESIGN LOAD = VARIES BASE PLATE COLUMN BEAM V 3.125 X4.5 X.125 BASE PINNED - COLUMN 3X3X10GA STRESS =0.3 .J 4x 2-1/2 x 14 ga.BOX MAX LOAD /LEVEL = 7,227 I b. BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L V ANCHOR STRESS = 0.33 # CF ANCHORS = 1 HORIZONTAL V 1- 1 /2X1- 1 /4X16GA STRESS = 0.26 DIAGONAL V 1- 1/2X1- 1 /4X16GA STRESS = 0.48 V PUNCT. STRESS = 0.62 BENDING STRESS =0.36 TYPE P/B REAR SECTION rn ili e llaill4 11 INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 SPECIFICATION - MAIN STEEL 50000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3 -1/2 MIN. EM - FLOOR SLAB 6" X 3000 PSI. REINFORCED 1 - SOIL BEARING PRESSURE 1800 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. - BASE SHEAR FORMULA = ZIC(wLL +wDL) /Rw AXIAL FORCE PROJECT EAGLE HARDWARE & GARDEN FOR FOREMAN I NDUSTRI ES SHEET NO. 8 OF 17 CALCULATED BY MIKE DATE 05- 06-1996 2,250 lb. 582# 7 -i ED. 2" 7 II 5" 3 2,250 lb. 2 4,000 lb. 1 r 33" 2554 33 33" 61# o 4 ' 64" -- 71' Iu= 64" MOMENT BEAM MOMENT fi 48 " NOTE: TOP LEVEL STORAGE LOADING IS 100PSF L.L + 5PSF D.L X (64 X 48)/144 = -2250# (2 BEAMS) 341# 82# It SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT EAGLE HARDWARE & GARDEN FOR FOREMAN INDUSTRIES SHEET NO. 9 OF 17 MIKE DATE 05- 06 -1996 CALCULATED BY LOADS & DISTRIBUTION :TYPE P/B I NT. 2 LIVE LOAD PER SHELF (BASED ON CLIENT SUPPLIED DATA ) DEAD LOAD PER SHELF SEISMIC SHEAR BASED ON DIVISION VI OF THE 1994 U.B.C. WHERE V= ZIC[wDL +wLL] /Rw SEISMIC ZONE = 3 Z =.3 I =1 C = 2.75 Rw ( LONGITUDI NAL) = 8 Rw (TRANSVERSE) = 6 wDL= 100Ib. I NTERCONNECTED UNITS. LONGITUDI NAL DI RECTI ON VIong = .3 * 1 * 2.75 * ( 17000 + 300) / 8 VI ong = 1,784 I b. Fi = V Whi /1Wh TRANSVERSE DIRECTION VI ong = .3 * 1 * 2.75 * ( 17000 + 300) / 6 Vtrans = 2,379 Ib. Fi = V Whi /1Wh TOTAL FRAME LOAD = 17,300 Ib. = wLL. =wDL = V. 2" 1 74" 5 3 4,500 lb. z 8,000 Ib. 1 1 4,500 Ib. 64" Iu= 64" :54# 3 3" 3 9" .� 48" 4 1 676# —, 123# 164# 507# INC. MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT EAGLE HARDWARE & GARDEN FOR FOREMAN INDUSTRIES SHEET NO. 10 OF 17 CALCULATED BY MIKE DATE 05- 06 -1996 LONGITUDINAL ANALYSIS :TYPE P/B INT. THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT MID - HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE. (OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT). VI ong = 2 * Vcol = 1,784 I b. Vcol = 892 I b. F 1 = 62 I b. F2= 2541b. F3= 5771b. BASE ASSUMED PI NNED. Mbase = O i n.I b. Mupper + MI ower = Mconn'R' + Mconn'L' Mconn'R' = Mconn'L' Mconn * 2 = Mupper + MI ow er Mconn = [ Mupper + MI ower]/2 RESULTING FORCES ON COLUMN SECTI ON AXI AL LOAD MOMENT Mconn 1 8650 5352 2 3 4600 20761 2300 21347 15056 23054 Mconn "L" i Mupper L M lower ..--.... 1 f ` � / -79 il El Mbate B SLAB Mconn "R" • INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT FOR SHEET NO. CALCULATED BY EAGLE HARDWARE & GARDEN FOREMAN INDUSTRIES 11 OF 17 MI KE DATE 05- 06 -1996 COLUMN ANALYSIS :TYPE P/B INT. COLUMN IS ANALYZED PER AISI COLD- FORMED STEEL DESIGN MANUAL. Pmax = 4,600 lb. Mmax = 20,761 i n.I b. Kxl x /rx = 1.2 * 50 / 1.287 = 46.6 <- GOVERNS Kyly/ry = .8 * 38 / 1.064 = 28.6 Cc = (2n '2E /Fy)'.5 = 107.0 SINCE KI /r = Cc, Fa = .522 Fy - [(kl /r* Fy)/ 1494]/2 = 23,666 psi. fa = Pmax /Area = 3,986 psi. fb = Mmax /Sx = 16,348 psi. fa /Fa = 0.17 >15 F'e = 12ni2E /23(KxIx /rx)i2 F'e = 68,708 psi. Fb = .6*Fy = 30,000 psi. Cm *fb /Fb[1- fa /F'e] = 0.58 COMBINED STRESS = 0.75 SECTION PROPERTIES A =3 B =3 C =.75" D =0" E =0" Wt =0# t1 =.135" t2 =0" Area= 1.154 " f12 Ix= 1.91 "M Iy= 1.305 "M Sx = 1.27 "A3 Sy = .834 "A3 rx = 1.287" X12 ry= 1.064 "A2 74" 48" Front View 1 38" 38" Side View INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT FOR SHEET N0. CALCULATED BY EAGLE HARDWARE & GARDEN FOREMAN I NDUSTRI ES 12 of 17 MIKE DATE 05- 06 -1996 BEAM ANALYSIS :TYPE P/B I NT. BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THE SYSTEM, ALTHOUGH IT DOES NOT PROVIDE 100% FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING THEY HAVE PINNED ENDS. FOR THE COMPUTATION OF BEAM TO COL MOMENT CAPACITY, THE PARTIAL FIXITY OF THE BEAM,(ASSUMED AT AN ARBITRARY 25% OF THE FIXED END MOMENT OR 2,000 in.Ib. WHICH EVER IS SMALLER) WILL BE ADDED. I act = 64.0 i n. I max = [1 950 + 1200(M1/ M2)1b/Fy SINCE M1 /M2 = 1.0 I max = 3150 *b /Fy =158 in. SINCE I max > I act Fy = .60Fb = 30,000 psi . MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON 1) BENDING CAPACITY M = Sx* Fb = w1 /2/8 = 48750i n.1 b. CAPACITY = 2(8* M/1) = 108331b. 2) MAXI MUM ALLOWABLE DEFLECTION (L/180). A = 5w1'4/384E1 CAPACITY = 2[(384EI )/(5* 180* 1 /2)] = 234081 b. MAXI MUM STATIC LOAD PER LEVEL I S 10,833 I b. ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL. Mstati c = wI A2/8 = LI VE.LOAD* L/( 2* 8) Mal I ow( static) = Sx * Fb Mimpact= 1.125 *Mstatic Mallow(seismic) = 1.33 * Sx * Fb Msei s mi c = Mconn (SEE LONG. ANALYSIS) LEVEL Mstati c Mi mpact Mal low Msei smi c Mallow RESULT 1.125 Mstatic (stati c) (seismic) 1 32000 36000 48750 15056 64999 GOOD 2 32000 36000 48750 23054 64999 GOOD 3 32000 36000 48750 12673 64999 GOOD 1 ,_____2.5 "_____i r 1 t = %1.7500 Sx = 1.625 i n. ^3 Ix = 3.809 in.^4 5,' r i AtrZZI III C IIIIIII II INC. MATERIAL HANDLING ENGINEERING TEL (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 EAGLE HARDWARE & GARDEN FOREMAN I NDUSTRI ES 13 17 PROJECT FOR SHEET NO. OF CALCULATED BY MIKE DATE 05- 06- 1996 BEAM TO COLUMN CONNECTION Mconn= ( Mlower + Mupper )/2 + Mend CAPACITY OF CONNECTOR a) SHEAR CAPACITY OF 7/16" DIA. STUD Area = .4375 ^2r1 /4 = .150 " ^2 Fy = 50,000 psi Pmax = 3,000# b) BEARING ON COLUMN (PER UBC SEC. 27 -11 E3.3) Abrg. = t * D t = .0747 min. = .5 ' t Fu = 60,000 psi min. Pmax brg. = Area ' Fbearing = .5t'2.22'Fu = 4,975# > 3,000# c) MOMENT CAPACITY OF BRACKET S bracket = .110 " ^3 Mcap = S * Fbending =.110' .66' Fy C = Mcap/.75 = 1.67 P1 P1 = .798 Mcap = .0872 Fy = 4,360# > 3,000# SINCE PLUG GOVERNS P1= 3,000# Mconn. cap.= P1 ' 4.5 + P2 * 2.5 + P3 ' .5 = 5.94 ' 3,000# "1.33 = 23,778 "# 3 "/ 1 "eff. Mupper Mconn. Mconn. 7F 1 5/8" r t =7ga. Sbracket = .110 " ^3 Mlower BEAM TO COLUMN CONNECTION C 1/2" C =P1 +P2 +P3 = P1 + (2.5/4.5)P1 + (.514.5)P1 = 1.67 P1 r INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT FOR SHEET NO. CALCULATED BY EAGLE HARDWARE & GARDEN FOREMAN I NDUSTRI ES 14 OF 17 MIKE DATE 05- 06 -1996 TRANSVERSE ANALYSIS : BRACING :TYPE P/B INT. rr IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND COMPRESSION. IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE ON THE DIAGONAL MEMBER AS IT WILL GOVERN. DIAGONAL BRACIN : COMPR ESSION MEMBER L di ag. = [(L- 6)/2+(D- 2* Bcol )'2]'.5 = 52.8 Vdi ag =Vtrans * Ldi ag. / D = 2616# ki /rmin =[1 * 52.8]/.451 = 117.0 Fa =[12Tr '2E]/ [23(kI /r)i2] = 10894 psi . fa /Fa =Vdi ag /(Area* Fa) = 0.94 D= 48" --t DIAGONAL AND HCRI ZCNTAL BRACING W Area= .255 "A2 r 0 rmin= .451 " t= .0598 " H W= 1.5 " H= 1.25 " INC. MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869- 0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT EAGLE HARDWARE & GARDEN FOR FOREMAN I NDUSTRI ES SHEET NO 15 OF 17 CALCULATED BY MIKE DATE 05- 06-1996 OVERTURNING :TYPE P/B INT. ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2237.7.1 OF THE 1994 Uniform Building Code. FULLY LOADED TOP SHELF LOADED TOTAL SHEAR = 2378 I b. Mot = Vtrans * ht * 1.15 =2378* 102 *.1.15 = 280150 i n.I b. Mst = E(Wp +.85wDL) * d/2 = ( 17000 +.85 * 300) * 48/2 = 414120 in.Ib. Pupl i ft =1(Mot - Mst) /d Pupl i ft 0 NO UPLI FT SHEAR = 632 1 b. Mot = Vtop * h * 1.15 = 632 * 132 * 1.15 = 96013 i n.I b. Mst = (Wp +wDL) * d/2 = ( 4500 +.85 * 300) * 48/2 = 114120 in.Ib. Pupl i ft = 1(Mot - Mst) /d Puplift =0 NO UPLI FT r 33" 3 3 48" 4 USE 1 ea. 1/2 x 3 -1 /2 MIN. EMBED. MIN. EMBED. ANCHOR. CAPACITY OF 1/2 x 3 -1 /2 MIN. EMBED. = 1000 I b. PULLOUT & 1840 I b. SHEAR COMBINED STRESS1 = 0 / 1000 + 1189 / 1840 = 0.65 COMBINED STRESS2 = 0 / 1000 + 316 / 1840 = 0.17 1_534# 676# 164# r INC. MATERIAL NAMING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT EAGLE HARDWARE & GARDEN FOR FOREMAN INDUSTRIES SHEET NO. 16 OF 17 CALCULATED BY MIKE DATE 05 -06- 1996 BASE PLATE :TYPE P/B INT. BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY). THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE 1) MOMENT CAPACITY OF THE BASE PLATE, 2) MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3) Vh /2 (FULL FIXITY). Mb IS THE SMALLEST VALUE OBTAINED FROM THE 3 CRITERIA ABOVE. Pcol = 14486 lb. B = 3.125 in. D = 4.5 in. b = 3 in. P/A = Pcol /(D* B) = 1030. psi. Mbase =w1/2/2 = I '2 /2(fa) Mbase = 2.0 in.Ib. Sbase = 1 * t /2/6 = 0.003 i n. /3 Fbase = .75Fy * 1.33 =36000 psi. fb /Fb = Mbase /(Sbase *Fbase) = 0.021 t =.125 in. b1 = .0625 in. fa Pcol bl � -- b ,f/ bl 40. r INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT EAGLE HARDWARE & GARDEN FOR FOREMAN INDUSTRIES SHEET NO 17 OF 17 MIKE DATE 05- 06 -1996 CALCULATED BY SLAB AND SOIL :TYPE P/B I NT. THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING. (a) PUNCTURE Pmax = 1.4 DEAD LOAD + 1.7 LIVE LOAD Pmax = 1.4 * Pcol + 1.7 * (Mot /d) = 22,032 I b. Fpunct = 2*sqrt(f'c) = 109.5 psi .. Apunct = [(w +t /2) +(d +t /2)]*2 *t = 163.5 in.'2 fv /Fv = Pmax /(Apunct* Fpunct) = 1.23 fb) SLAB TENSION Asoi I = Pmax /(1.33 * fsoi I) = 9.18 ft. /2 = 1,322 in.'2 L = sgrt(Asoi I) = 36.4 i n. B = sgrt(w *d) +t = 9.8 in. b = (L- B)/2 = 13.3 in. Mconc = wb'2/2 = (1.33 *fsoil *b /2)/(144 *2) = 1,475.0 i n.I b. Sconc = 1 *t = 6.00 i n. "3 Fconc = 50 * sgrt(f'c) = 246.48 psi. fb /Fb = Mconc /(Sconc *Fconc) = 1.00 BASE PLATE w =3.125 in. d =4.5 in. CONCRETE t = 6 i n. f'c = 3000 psi. SOIL fs = 1800 psf. BOX BEAM B63014-51" BOX BEAM B83014-61 BOX BEAM B83014-61 BOX BEAM BB3014—S >.Q = =I iv 0 rn \ — 0 \ . i (D r C77 P !EGON HOLE RACK (7 BAYS SA825-49n DECK SUPPORTS (TYPICAL) PIGION HOLE RACK PLAN VIEW Errees. MAR 2 1 19 REvIEWED and APPROVED -" Ar.z7r "*. Trr-1 2077 APR 1 (.) 1296 JOB (LULL L.ui • I: • :A r or ) . .73 A , • N . V. cn 1k) N 0 r. In C 3 Ui 7.) - In N In 111 L i -1 0 Ui In U' 0 a CC cccx U WU. " Ma) m U orr car) cv ® " w La ELI) CC C\I 1 BOX BEAM 883014 -51 BOX BEAM 683014-S1" BOX BERM B83014-51 BOX BEAM 11883014-5 PIEGON HOLE RACK (7 BAYS @ 52") SA825 -49" DECK SUPPORTS (TYPICAL) PIGION HOLE RACK ,'LAN VIEW (1 = Go,, i L EXP:aS. MAR t 1 I REM EWED and APPR^1 O D 207 7 APR 1 '3 1396 JOB td1le�s�cit SK i MAR 22'AS 1242 FR EAGLE DEU/MERCH I t 208 228 8830 TO 918185490074 P.02/04 N 03 0) 03 03 cn 0 I- 03 03 03 03 N N z w D w w J (3 Q w lL Jiff PONS Cl Jl a '"� A L E RIINIVN, VA OWE ilk W1) 40 XIRD4ARI & (SW 204-5151 EXISTING 6" CONC. WALL (6,CAU C SO ID) 3/4" T &G PLY WD. W/ 1 -1/2" SCREWS @ 12" O.C. 2 x. 4 @ 16" O.C. CROSS SECTION DRAWN: ECO B93014 -51" BOX BERM (FRONT & BACK @ EACH FRAME) S IMPSON H.I. -.SEMI: ANCHOR TO 2 x 4 JOIST AND BB3014 BO 32" O.C. (EVERY OTHER 2 x SA82S -49" DECK SOPPORTS @ 12" O.C. (TYP.) // DAM: 3/22/96 FH2S- 49x120 FRAMES BB3014 -51 "DC TITLE: izcviiu• 4 (0/q6 RXVISEJD: \ -- REVIEWED and APPROVED PETE :• 8. 1-HIG(.11, ; JOB NtiImuLn 11131: 1•100000 1 2 0 7 7 APR 1 91396 Sky Eagle Hardware and Garden #331 SpaceRak Racks Madix Gondolas Anderson Building Materials Racks Location: Tukwilla, WA (Zone 3) Prepared For: Eagle Hardware and Garden Tukwilla, WA Prepared By: Peter S. Higgins And Associates Consulting Structural Engineers 1225 -F North Pacific Glendale, CA 91202 (818) 549 -0072 This Document and the design it contains is copyright by Peter S. Higgins and Associates. It is provided as an ins . ment of service, and shall not be reproduced in any fashion witho the w tten pep nrs 1an,of Peter S. Higgins and Associates. ,�� Notice tc( if this calculation i contain all sheets c- cul-ations the next page(s), an• st 11 be ac Section 1. All d um t� shall be ink of a contr s g olor wi h calculation sh 1 e ned ac t' / / Peter S. Higgins, S.E. Job Number 2077 Addendum 3 (to Revision 1) (Pigeon Hole Rack Deck) April 19, 1996 uildin- /Depar ding pelt appr 1, it shall sted ipp/ /the table' f contents on panie4/by all a ng ),.11E ppropriate seal a d ;gnatures in ; e ame Job N e Reference. The block. 1 ! v c REPRODUCTIONS OF SIGNED COPIES ARE INVALID EXPIRED PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden #331 Addendum 3, Revision 1 April 19, 1996 Table of Contents Job No. 2077 Sheet A3 -ii 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 Racks 1 1.2.1.1.1 Pigeon Hole Racks 1 1.2.2 Seismic 1 1.2.2.1 General (1994 UBC Chapter 22, Division VI) 1 1.2.2.2 Short Formulation 2 2 Pigeon Hole Racks (Reproduced from Revision 1 for convenience) 2 2.1 Components and Geometry 3 2.2 Check Beams 3 2.2.1 Design Forces 3 2.2.2 Beam Properties 3 2.3 Check Posts (Dead plus Live Loads) 3 2.3.1 Load to Post 4 2.3.1.1 Within Rack 4 2.3.1.2 Platform 4 2.3.1.3 Total 4 2.3.2 Post Properties (net section) 4 2.4 Other Stress Checks 4 3 Addendum 3 - Pigeon Hole Rack Deck Framing 4 3.1 Plywood Decking 4 3.2 Joists 4 3.3 Joist Supports 5 3.4 Diaphragm Forces 5 3.5 Guardrail 5 ' 7,' PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden ##331 Addendum 3, Revision 1 April 19, 1996 1 Reference Data This calculation reviews the installation of storage racks and display gondolas for structural adequacy. The sealing of drawings is for the structural review of these items only. Other informa- tion is not reviewed, nor approved. This supplements section 2.4 of that calculation, and includes information regarding the deck material, and a special seismic isolation detail for the platform to building. The storage rack structure has already been reviewed and approved for the platform load. Section 2.4 of the original calculation is reproduced here for convenience (now numbered section 2) 1.1 Documents 1.1.1 Drawings * = Reference only. Not re- issued. Original issue still valid. 1.1.1.1 By Peter S. Higgins and Associates *AB - 1, *EH - 1, *EW - 1, *MX - 1; *MX - 2 1.1.1.2 By Others Eagle Hardware & Garden *Layout, etc. (received 1- 24 -96) SK -1, SK-2, SK-3 (8'%x11) 1.2 Loads 1.2.1 Vertical (Dead plus Live) 1.2.1.1 Pallet Racks 1.2.2 Seismic Design to UBC Zone 4 Criteria 1.2.2.1 General (1994 UBC Chapter 22, Division VI) Where: Z =0.4 I =1.00 Thus: R =8 Longitudinal 6 Transverse Job No. 2077 Sheet A3 -1 1.2.1.1.1 Pigeon Hole Racks Not machine loaded. Maximum 15 pcf beneath platform Platform: DL =10 psf; LL =125 psf PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden ##331 Addendum 3, Revision 1 April 19, 1996 0.75ti✓ V< Rw7 -2/3 within the range: 0.03W V= 0.183{DL+ 2 Y=O.lOW (since DL « LL) 1.25S C= T213 <_2.75 Job No. 2077 Sheet A3 -2 S <1.5 (unless lower value per- mitted 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 0.46 may be used. 1.2.2.2 Short Formulation If racks are interconnected such that 4 posts in each direction resist lateral load, then (using code defaults for C /R This condition is usually satisfied by interconnecting back to back rows of rack, or by tieing single rows across the aisles. 2 Pigeon Hole Racks (Reproduced from Revision 1 for convenience) These racks store hand stacked material only, and are not machine loaded with pallets. They support a platform on the top which is used for light storage. This review is for the rack structure only. The top decking is not reviewed and assumed adequate. This is for engineering only. Site specific drawings have yet to be approved. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden #33I Addendum 3, Revision 1 April 19, 1996 2.1 Components and Geometry U) TYPICAL FRONT ELEVATION TYPICAL SECTION MATERIAL: Uprights: FH25 Beams: SB-3014 2.2 Check Beams Maximum platform load < (0.135)(4)(4) = 2160 lbs per beam 2.2.1 Design Forces L 11 8 =13.0 inch kips =0.43 in 2.2.2 Beam Properties 1 0.88" A 2.5" LB-3014 A=3.0" t=14 ga S in I in 1, 49" 46 Job No. 2077 Sheet A3-3 49" 4 e M m n 30 O.K. 2.3 Check Posts (Dead plus Live Loads) Interior posts govern. Critical section is below second beam level. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden #331 Addendum 3, Revision 1 April 19, 1996 2.3.1 Load to Post 2.3.1.1 Within Rack Maximum tributary volume < 80 cubic feet Maximum load = 1.2 kips 2.3.1.2 Platform Maximum platform load< 2.2 kips per above 2.3.1.3 Total P < 3.3 kips 2.3.2 Post Properties (net section) 3 „ 3 '' X - - - -- - 1 t 2.4 Other Stress Checks OK by inspection. The maximum load per bay is less than 5.0 kips. This rack has already been checked for 12.0 kips per bay on taller uprights (albeit with slightly reduced beam spac- ings). 3 Addendum 3 - Pigeon Hole Rack Deck Framing 3.1 Plywood Decking 3/4" plywood on 16" supports - AMPLE BY INSPECTION 3.2 Joists Interior simple span governs by inspection. Tributary Width < 1.33 ft; Span < 4.08 ft, continuous span Design Forces and Requirements w <0.17 kips /ft V <0.35 kips M <0.29 foot kips Amin =2.71 in3 Sxmin=1.08 in3 Ix in=1.66 in4 (LL /240) FH -25 X t =13 ga A =0.70 in S =0.79 in r =1.30 in S =0.55 in r =1.11 in 2x4 O.K. 1 /r =52 6D /r =46 F =24.0 ksi P =16.8k MX a =23 .7 " —k Job No. 2077 Sheet A3 -4 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden #331 Addendum 3, Revision 1 April 19, 1996 Job No. 2077 Sheet A3 -5 3.3 Joist Supports Simpson H -1 with 3 #10 STS to support beams AMPLE BY INSPEC- TION 3.4 Diaphragm Forces Maximum shear < 0.20(5 +125/4)(2.1) = 15 plf 1 SCREWS a 12" AMPLE BY INSPECTION. 3.5 Guardrail 2x4 (on minor axis) at max 51" spans AMPLE BY INSPECTION I Q�v 4r� o Perini I3 OD va Eagle Hardware and Garden #331 SpaceRak Racks Madix Gondolas Anderson Building Materials Racks Location: Tukwila, WA (Zone 3) Prepared For: Eagle Hardware and Garden Tukwilla, WA Prepared By: Peter S. Higgins And Associates Consulting Structural Engineers 1225 -F North Pacific Glendale, CA 91202 (818) 549 -0072 This Document apd t Sign it and Associat s It provide be reprod ed in ny fashio Higgins, nd As mates. Peter S. Higgins, S.E. Job Number 2077 Addendum 1 Slender -F b #nary 26, 1'96 I ontains is copyright by Peter S. Higgins as an instrument of se ice, and shall not without the written permission of Peter S. / *tic to Building Departments If this ca }}/ulatio is submitted for building permit approval, it shall contain a'l /aheet'of.- calcUlatio s as listed , in" the table of contents on the nex�page.(g.Y'(nd s � / h all be accompani - - all drawings listed in li / o Section 1. Acument}T shall a ap priate seals,,and signatures in ink of /a :: i oritrasting /color i�h t e' same Job Number- Reference. , The calGUlation` shall be igned across this block. "REPRODUCTIONS OF SIGNED COPIES ARE INVALID' CITY OF TUKWILA AP PROVED � B 2 ..• 1990 '\' L i, ` t_ peft l i .•; EXP@ ° TONAL. ' E)W RES. MAR 2 1 1998 1 Ed RECEIVED CITY OF TUKWILA En.1 2 IJ ti, T; PERMIT CENTER PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden #331 Addendum 1 February 26, 1996 Table of Contents Job No. 2077 Sheet Al -ii 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 Racks 1 1.2.1.2 Display Racks 1 1.2.2 Seismic 1 1.2.2.1 General (1991 UBC Standard 27 -11) 1 1.2.2.2 Short Formulation 2 2 Pallet Racks 2 2.1 Components and Geometry 2 2.2 Check Beams 3 2.3 Check Posts (Dead plus Live Loads) 3 2.3.1 Load to Post 3 2.3.2 Post Properties (net section) 3 2.4 Longitudinal Seismic 3 2.4.1 Base Shear 3 2.4.2 Design Forces 3 2.4.3 Post - Combined Stresses 4 2.4.4 Beam Connections 4 2.4.4.1 Design Forces 4 2.4.4.2 Connection Capacity 4 2.4.5 Base Plate 4 2.5 Transverse Seismic 5 2.5.1 Base Shear 5 2.5.2 Design Forces 5 2.5.2.1 Stability 5 2.5.2.2 Brace 5 2.5.2.2.1 Design Force 5 2.5.2.2.2 Brace Capacity 5 3 Display Racks 6 3.1 Components and Geometry 6 3.2 Overview 6 3.3 Basic Theory 6 3.4 Allowable Loads Per Bay 7 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden #331 Addendum 1 February 26, 1996 1 Reference Data This calculation reviews the installation of storage for struc- tural adequacy. The sealing of drawings is for the structural review of these items only. Other information is not reviewed, nor approved. This is an addendum to the main calculation issued January 30, 1996. Please see this document for information not given here. 1.1 Documents 1.1.1 Drawings 1.1.1.1 By Peter S. Hiaains and Associates Ref. only. Approved with basic calculation AB -1, EH -1, EW -1, MX -1; MX -2 1.1.1.2 By Others To Come 1.2 Loads 1.2.1 Vertical (Dead plus Live) 1.2.1.1 Pallet Racks Loads per level = 2.0 kips Design beams for 50% impact 1.2.1.2 Display Racks Loads per level = 4.0 kips Design beams for 25% impact 1.2.2 Seismic Design to UBC Zone 4 criteria. 1.2.2.1 General (1991 UBC Standard 27 -11) Where: V_ ZIC W R Iv Thus: R =8 Longitudinal 6 Transverse 0.75 i4✓ V < R T 2/3 w Z =0.4 I =1.00 C 1.25S T 2/3 Job No. 2077 Sheet Al -1 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden #331 Addendum 1 February 26, 1996 within the range: 0.03WS W =Total Load (Dead Load of rack is usually negligible) T may be determined by any rational method, or the default C /R of 0.46 may be used. 1.2.2.2 Short Formulation If racks are interconnected such that 4 posts in each direction resist lateral load, then (using code defaults for C /R V= 0.183( DL+ ZL1 l 0.10W (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 Pallet Racks 2.1 Components and Geometry w W =max 100" a =48" b =48" c =48" d =48" Beam Type SB -4014 H A S <1.5 (unless lower value per- mitted by soils report) H =192" D =22" 1 Y =46" ld =max 52" l y Upright Type FH - 20 d Job No. 2077 Sheet A1-2 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden #331 Addendum 1 February 26, 1996 2.2 Check Beams OK per original checks. 2.3 Check Posts (Dead plus Live Loads) 2.3.1 Load to Post 2.3.2 Post Properties (net section) 3 " X - - - -- 2.4 Longitudinal Seismic 2.4.1 Base Shear Determine Period - Rayleigh Method - UBC Method B. Deriva- tion supplied upon request. 1 T> 2300 3 „ I t 3 WL (2n +2n+ 1) 1 Substituting yields: T >1.3 sec Thus: V <0.078W 2.4.2 Design Forces P <4.0k V <0.31k M <Va/2= (0.31)(48)/2 =7.5 P < 0 of levels)(L) 2 =4.0 kips FH -20 X t =14 ga A =0.58 in S =0.66 in r =1.30 in S =0.46 in r =1.12 in tuk l /r =41 a /r =28 F =25.7 ksi P =14.9k Ic =19.8°k Job No. 2077 Sheet A1-3 Units: kips, inches, seconds Where: W = Load per level L = Spacing between levels I = Moment of inertia of post n = Number of levels PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden #331 Addendum 1 February 26, 1996 2.4.3 Post - Combined Stresses 2.4.4 Beam Connections 2.4.4.1 Design Forces Mconn 7.511k 2.4.4.2 Connection Capacity 2 1. (tYP) 7/16" diam. Rivet Va= 2.5kips 2.4.5 Base Plate P 6 —e /2 # P +T 0.85 fc 7 3/8" Plate P M P Ma = 0.65 <1.33 O•K. Standard Connection M (1.33) (2 .5) (4) =13 .3in k O.R. ImA Stable under vertical load alone Anchors provide added Factor of Safety Seismic Type From equilibrium: (3.5) (e) (0.85 f ' = P + T Job No. 2077 Sheet A1-4 (2.50)(T) +I 3.50- 2)(P +T)= M Simultaneous solution yields: e = 0.67 in. T = 0 kips O.K. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden #331 Addendum 1 February 26, 1996 Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3.0" into slab. 2.5 Transverse Seismic 2.5.1 Base Shear Use Code Default Values for CS V= 0.138 =1.11k 2.5.2 Design Forces 0 V h' P EQ 2.5.2.1 Stability TBolt = (Peq - PD +L) / = 0.25" 2 _ Vh' Pea D h' =120 inches P =6.0 kips Use min. 1/2" diam. ICBO approved expan- sion anchors. Minimum embedment 3.0" into slab. 2.5.2.2 Brace 2.5.2.2.1 Design Force Pb 2.5.2.2.2 Brace Capacity Note: Bracing shown is schematic - see this section, subsection .2 for actual geometry. 1.0k Anet=0.25 in2 rmin =0.46 in Q =1.00 O .R. Job No. 2077 Sheet Al -5 O.R. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden #331 Addendum 1 February 26, 1996 L kl (in) • W W =max 100" a =36" b =36" c =36" d =36" Beam Type SB -4014 F (ksi) P (k) 56 122 10.1 3.35 O.K. 3 Display Racks 3.1 Components and Geometry H =144" D =22" 1 =46" ld =max 52" Upright Type FH -20 3.2 Overview These racks use the same posts and connections as the pallet racks. Accordingly, they are limited not by stress, but by stability and anchorage. They are too shallow to contain pal- lets, and are used mainly for display and hand stack storage. They are normally fairly uniformly loaded, but the possibility exists that some pallets may be stored on the top level. Accordingly, the overall mass centroid is taken as 128" above the floor. Anchorage limits are (somewhat arbitrarily) set at at 0.45 kips for standard foot plates (limited by 3/8" anchor and base plate bending). 3.3 Basic Theory While the racks are designed to zone 4 criteria, the anchorage is site specific, and done to zone 3 criteria. Job No. 2077 Sheet Al -6 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden #331 Addendum 1 February 26, 1996 f D P 1 EQ OTM < Vh' < (0.138)W(128)W V - 17.7W Em > WD /2 k_11"1 =net 3.4 Allowable Loads Per Bay Standard Foot Plates N = 0.45/0.30 = 1.5 kips per bay = OTM =RM = 6.7W Uplift < OTMnet /D < 0.30W Job No. 2077 Sheet A1-7 o TD . CL- TA m > o a a) t f cov X � I . DIMES. mikp 91 1 1q I Max. 100" FRONT SIDE SLENDER RACKS See Higgins Drawing EH -1 (same Job No.) for Material and information not shown here. Maximum Load per Level: Display - 500 pounds Pallets - 2,500 pounds Maximum Load per Bay: Display -1,500 pounds (standard foot plates) Pallets - 8,000 pounds (seismic foot plates) INS PE1'EfS HIG /TRU 1URAL ENG NEERS AS 1 Sf NORTH PACIFIC LENOAL 91202 618-51 MD DE ARE C RIGHT. • 0BY AH Cp/ PERM'S OfRAI APPROVED FAR PE TION.D' D y�M4 / MU$ BEf IOH' • A S TH13 B K GTE / 2.26.96 ("CUD 22" EAGLE HARDWARE & GARDEN SPACERAK RACKS SLENDER CONFIGURATIONS TUKWILA, WA Job* 2077 Drawing # SK -1 1 REPRODU TIONS Eagle Hardware and Garden #331 $paceRak Racks Madix Gondolas Anderson Building Materials Racks Location: Tukwila, WA (Zone 3) Prepared For: Eagle Hardware and Garden Tukwilla, WA 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 2077 January 30, 1996 This Document and the design it c•ins is cop right by Peter S. Higgins and Associates. It is provided -s an instrumen• of service, and shall not be reproduced in Lash without the wri en permission of Peter S. Higgins and AspdZiates. Noti•-' to - uildi - Departments If thi calcula• o - s emitted f. bu' ding permit approval, it shall cant n all sp - of •- culatio - as -ted in the table of contents on the ext p . s , an• shall .b ac o p- ied all drawings listed in Se ion 1 1 ;ocu.its , al bea ap. o.. late eals and signatures in i of on as 1 c61or wit the me Job umber Refere The c lcul, i• sip A�igned cro - thi,- block. SIGNED COPIES ARE INVALID Q EXPRED rbPIRES. MAR 2 1 1998 1 skj PERMIT CENTER RECEIVED CITY OF TUKWILA FEB 1 2 1996 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden #331 January 30, 1996 Table of Contents Job No. 2077 Sheet ii 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 i 1.2 Loads 1 1.2.1 Vertical (Dead plus Live) 1 1.2.1.1 Pallet Racks 1 1.2.1.2 Gondolas 1 1.2.1.2.1 Display Shelving 1 1.2.1.2.2 Hyper Maxi Shelf 1 1.2.1.3 Cantilever Racks 1 1.2.2 Seismic 1 1.2.2.1 General (1991 UBC Standard 27 -11) 1 1.2.2.2 Short Formulation 2 2 SpaceRak Racks 2 2.1 Components and Geometry 3 2.2 Check Beams 3 2.2.1 Design Forces 3 2.2.2 Beam Properties 3 2.3 Check Posts (Dead plus Live Loads) 3 2.3.1 Load to Post 3 2.3.2 Post Properties (net section) 4 2.4 Longitudinal Seismic 4 2.4.1 Base Shear 4 2.4.2 Design Forces 4 2.4.3 Post - Combined Stresses 4 2.4.4 Beam Connections 5 2.4.4.1 Design Forces 5 2.4.4.2 Connection Capacity 5 2.5 Transverse Seismic 5 2.5.1 44" Deep Racks 5 2.5.1.1 Base Shear 5 2.5.1.2 Design Forces 5 2.5.1.2.1 Stability 6 2.5.1.2.2 Brace 6 2.5.1.2.2.1 Design Force 6 2.5.1.2.2.2 Brace Capacity 6 3 Madix Gondolas 7 3.1 Components and Geometry 7 3.2 Check Arms 7 3.2.1 Design Forces 7 3.3 Check Hyper Maxi Beams 7 3.3.1 Design Forces 7 3.3.2 Beam Properties 7 3.4 Check Posts (Dead plus Live Loads) 8 3.4.1 Gondola Upright 8 3.4.1.1 Load to Post 8 3.4.1.2 Post Properties 8 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden #331 January 30, 1996 Job No. 2077 Sheet iii 3.4.1.3 Post - Combined Stresses 8 3.4.1.4 Base 9 3.4.2 Hyper Maxi 9 3.4.2.1 Load to Post 9 3.4.2.2 Post Properties (net section) 9 3.5 Seismic 9 3.5.1 Base Shear 9 3.5.2 Transverse Forces 9 3.5.2.1 Gondola With Hyper Maxi 9 3.5.2.2 Stability 10 3.5.3 Longitudingal Seismic 10 3.5.3.1 Design Forces 10 3.5.3.2 Post Combined Stresses 11 3.5.3.3 Bending in Spreader 11 3.5.3.4 Spreader Connection 11 3.6 Slab on Grade 12 4 Anderson Cantilever Racks 12 4.1 Components and Geometry 13 4.2 Check Beams 13 4.2.1 Design Forces 13 4.3 Check Posts (Dead plus Live Loads) 13 4.3.1 Load to Post 13 4.3.2 Post Properties 13 4.4 Seismic 14 4.4.1 Base Shear 14 4.4.2 Transverse Forces 14 4.4.2.1 Base Connection 14 4.4.2.2 Stability 14 4.5 Transverse Seismic 15 4.5.1 Design Forces 15 4.5.1.1 Stability 15 4.5.1.2 Brace 15 4.5.1.3 Bending @ Base 15 4.6 Slab 15 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden #331 January 30, 1996 1 Reference Data This calculation reviews the installation of storage racks and display gondolas for structural adequacy. The sealing of drawings is for the structural review of these items only. Other informa- tion is not reviewed, nor approved. 1.1 Documents 1.1.1 Drawings 1.2 Loads 1.1.1.1 By Peter S. Higgins and Associates AB -1, EH -1, EW -1, MX -1; MX -2 1.1.1.2 By Others Eagle Hardware & Garden Layout, etc. (received 1- 24 -96) 1.2.1 Vertical (Dead plus Live) 1.2.1.1 Pallet Racks Loads per level = 4.0 kips Design beams for 251; impact 1.2.1.2 Gondolas 1.2.1.2.1 Display Shelving General hand stack display material. Density < 6 lbs per cubic foot Design arms for max 200 lbs. 1.2.1.2.2 Hyper Maxi Shelf Hand stack material. Design for 15 psf, = 0.15 kips per shelf Design beams for 1001- impact 1.2.1.3 Cantilever Racks =4.1 kips per side Design arms for min 2.0 kips 1.2.2 Seismic Design to UBC Zone 4 Criteria 1.2.2.1 General (1991 UBC Standard 27 -11) Where: jf _ ZIC 1/ R Z =0.4 I =1.00 Job No. 2077 Sheet 1 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden #331 January 30, 1996 Thus: R =8 Longitudinal 6 Transverse V' < 0.75W R w T213 within the range: 0.03W <_ < ... 0.183W V= 0.183{DL+ 2 � }= 0.101✓ (since DL « LL) 2 SpaceRak Racks C_ 1. SS52.7S Job No. 2077 Sheet 2 S <1.5 (unless lower value per- matted 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 0.46 may be used. 1.2.2.2 Short Formulation If racks are interconnected such that 4 posts in each direction resist lateral load, then (using code defaults for C /R This condition is usually satisfied by interconnecting back to back rows of rack, or by tieing single rows across the aisles. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden #331 January 30, 1996 2.1 Components and Geometry W • W =max 100" a =48" b =48" c =48" Beam Type SB -4014 2.2 Check Beams 2.5" 2.2.1 Design Forces L M< ( 2 )( 1 O) 2.3.1 Load to Post H =144" D= 32 -44" 1 =58" ld =max 64" Upright Type FH -35 =25.0 inch kips 2.2.2 Beam Properties 0.$$/' SB -4014 -- ► 1.63" A =4" A t t =14 ga S =0.89 in �—� I =1.88 in 2.3 Check Posts (Dead plus Live Loads) y P (# of levels)(L) 2 =6.0 kips S min < 30 =0.83 in Job No. 2077 Sheet 3 O.K. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden #331 January 30, 1996 2.3.2 Post Properties (net section) 3 „ 3" X 2.4 Longitudinal Seismic FH -25 t =13 ga A =0.70 in S =0.79 in If r =1.30 in S =0.55 in r =1.11 in 2.4.1 Base Shear Determine Period - Rayleigh Method - This equation has been reviewed and approved by ICBO for use with steel storage racks. Where: W 13 W = Load per level L = Spacing between levels I = Moment of inertia of post n = Number of levels Substituting yields: T >1.3 sec Thus: V <0.078W 2.4.2 Design Forces P <6.0k; V <0.47k M <Va- (1.3) P < (0.47) (48) - (1.3) (6) = 14.6 inch kips 2.4.3 Post - Combined Stresses P M Pa Ma = 0.97 <1.33 O.K. l /r =52 a /r =37 F =24.0 ksi P =16.8k a23 .7 �� kk Job No. 2077 Sheet 4 Units: kips, inches, seconds (fixity due to width of base plate) PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden #331 January 30, 1996 2.4.4 Beam Connections 2.4.4.1 Design Forces In general for a given level conn 2" (tYP) M i + M i+1 2 M = 3 . 8in k M2 =7.7in k M1= 14.6in k 2.4.4.2 Connection Capacity Standard Connection O.R. 7/16" diam. Rivet Va = 2.5 kips 2.5 Transverse Seismic 2.5.1 44" Deep Racks 2.5.1.1 Base Shear Use Code Default Values for CS V= 0.183 =2.2k 2.5.1.2 Design Forces Job No. 2077 Sheet 5 Column Moments Connection Moments M3 =1.9in k M2 =5.8in k M1= 11.2in k M (1.33) (2.5) (4) =13.3 in k PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden #331 January 30, 1996 D V _P EQ h' 2.5.1.2.1 Stability Use min. 3/8" diam. ICBO approved expansion anchors. Minimum embedment 2" into slab. 2.5.1.2.2 Brace 2.5.1.2.2.1 Design Force Pb <3.2k 2.5.1.2.2.2 Brace Capacity 0.25" ' / 0.059" F 2 L kl Fa Pa (in) r (ksi) (k) Job No. 2077 Sheet 6 _ Vh' P eq D h' =96 inches P =4.8 kips Note: Bracing shown is schematic - see this section, subsection .2 for actual geometry. Peq�PD +L - Stable -No Uplift. Anchors provide added Fac- tor of Safety. Anet =0.25 in2 rmin =0.46 in Q =1.00 O.R. 64 139 7.71 2.85 Say O.R. (bottom level does not trans- fer all shear to diagonal) IIYfu: `untlei.:l;)ilt V f Ari'cY, uiaitt. uew,�..........,.. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden #331 January 30, 1996 D 1" 0.75" 0.69" 3.4 Check Posts (Dead plus Live Loads) 3.4.1 Gondola Upright 3.4.1.1 Load to Post One Side Loaded Both Sides Loaded P5.y6 ✓HD P52yHb✓D =0.60 kips =1.20 kips M =0 inch kips M< PD =9.0 inch kips Standard !0.50" D =3.56 in Load from Hyper Maxi Load from Hyper = 0.08 kips Maxi = 0.15 kips Ptot < 0.68 kips tot < 1.03 kips 3.4.1.2 Post Properties S =0.34 in I =0.66 in 1.35" A =O . 69 in kl /r< (1.5) (138) /1 S =0.67 in .11 cpmeLsmcr r =1.11 in =186 S =0.32 in o r =0.56 in F =4.3 ksi N P =2.96k Mxa= 20 °k min. 0.16" M = g , 6 "k 3.4.1.3 Post - Combined Stresses P M P M M = 0.68 <1.00 O•R• Job No. 2077 Sheet 8 O.R. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden #331 January 30, 1996 3.4.1.4 Base 3.4.2 Hyper Maxi 3.4.2.1 Load to Post 3.4.2.2 3.5 Seismic 1.35" 3.5.1 Base Shear V < 0.14W Base Shoe t =14ga S =0.68 in P < (# of levels)(L) 2 =0.08 kips Post Properties (net section) A s =0.30 S =0.19 r x =0.71 r $ 0.50" S =0.15 0o r =0.68 1.70" 3.5.2 Transverse Forces 3.5.2.1 Gondola With One Side Loaded P < 0.68 kips Vgond c 0.084 kips top 0.011 kips Vtot _ < 0.095 kips M < Md +1 + VgondH / + Vt in in in in in Hyper Maxi Both Sides Loaded P < 1.36 kips Vgond < 0.168 kips Vt < 0.022 kips Vtot < 0.190 kips M < VgondH /2 + Vt = 16.3 inch kips M xa = 16.3 "k H /r =212 F =3.33 ksi P =1.00k Mx =5.7 ! M =4.5 °O —k Job No. 2077 Sheet 9 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden ##331 January 30, 1996 = 16.6 inch kips P M P M H/ 2 = 1.06 >1.33 O.R. 3.5.2.2 Stability One Side Loaded Governs By Inspection D V L V 3.5.3 Longitudin Seismic = 1.27 <1.33 O.R. H OTM < (VH /2 +Vti = 8.2 inch kips RM > (PD /2) = 10.2 inch kips Stable - No Uplift Anchors provide added F.S. Use min. 1/4" diam. ICBO approved expan- sion anchors. Minimum embedment 2" into slab. 3.5.3.1 Design Forces Moments on minor axis of post APPLIED LOADS P M P M M O.R. DESIGN FORCES Job No. 2077 Sheet 10 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden #331 January 30, 1996 3.5.3.2 Post Combined Stresses = 1.26 <1.33 O.R. (P <1.0 kips above spreader) 3.5.3.3 Bending in Spreader M<(M1 +M2)/2 =7.04 inch kips (one spreader on each side of post) T T 8 1.00° O 0.50" V <0.168 kips /post Vt <0.022 kips /post Vtot <0.190 kips /post M1 <33Vtot= 6.27 inch kips M2<V( 33)2) +V - 33) 2H =8.35 inch kips Spreader P M — + P M t =12 ga S =0.48 in 3.5.3.4 Spreader Connection T =2.1 kips M (1.33) (2. 1) (4.5) =12.6in k O.R. M =1 4.4 ° k Job No. 2077 Sheet 11 ;rte ax 414 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden #331 January 30, 1996 3.6 Slab on Grade Treat slab as equivalent unreinforced square footing P Lc B t B= 12 P Q a =29.4 in Lc— 1 B —b —t 12 2 =0.89 feet M�- Q 2 I(12) C =4.77 in kip /ft 4 Anderson Cantilever Racks Where: P =6.0 kips b = 3 in. (average) t = 5 in. f'c = 2000 psi Qa = 1.0 ksf S = (12)(12) 6 =50 in /ft M � c S =0.095 ksi 54 acallow 1.7 =0.085 ksi Job No. 2077 Sheet 12 Say O.K. Slab has #4(4118 (Mu= 14.1 "k /ft) PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden #331 January 30, 1996 4.1 Components and Geometry MAX 42" MAX. 48" O) X Uprights and Base W8 X 21 Arms S4x7.7 4.2 Check Beams 4.2.1 Design Forces Min. 3 Arms per side - Max. 2.0 kips per arm S4x7.7 Ample 48 M5.(2.0)(- 2 )=48.0" S min 5_ — m =2.00inches 24 4.3 Check Posts (Dead plus Live Loads) 4.3.1 Load to Post One Side Loaded Both Sides Loaded P<4.1 kips P<8.2 kips M=115 inch kips M=0 inch kips 4.3.2 Post Properties WS X 21 Horizontal Brace L 2X2X% Diagonal Brace KL/r<(1.5) (186)/3.4 9 =80 F ksi P kips M inch kips M inch kips OK by insp. Job No. 2077 Sheet 13 Combined Stress PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Eagle Hardware and Garden #331 January 30, 1996 4.4 Seismic 4.4.1 Base Shear V < 0.14W = 0.57 kips per side 4.4.2 Transverse Forces One Side Loaded Both Sides Loaded P < 4.1 kips V < 0.57 kips M < (0.57) (90) + 115 =166 inch kips P < 8.2 kips V < 1.14 kips M < (1.14) (90) =103 inch kips 4.1 + 166 _0.4251.33 8.2 + 103 = 0.32 <_ 1.33 94.9 437 94.9 437 Q 4.4.2.1 Base Connection Neglect moment resistance of interior bolts (use for shear) 2 -3/4" diam. A325 Bolts @ T (2)(19.4) =38.8 M 310 " +L) M 414 " +L +E) »161/2 inch kips OK 4.4.2.2 Stability One Side Loaded Governs By Inspection OTM < 59 inch kips RM > 98 inch kips Stable - No Uplift Anchors provide added F.S. 8" Job No. 2077 Sheet 14 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL. ENGINEERS Project: Eagle Hardware and Garden #331 January 30, 1996 4.5 Transverse Seismic 4.5.1 Design Forces 4.5.1.1 Stability 4.5.1.2 Brace V =2.28 kips max 80" 28" Tb <3.3K Pbr < t +6.5 kips Peq<PD +L - Stable -No Uplift. Anchors provide added Factor of Safety. Use min. 3/8" diam. ICBO approved expan- sion anchors. Minimum embedment 2" into slab. Braces Ample by Inspection O.R. 4.5.1.3 Bending @ B = se M (1.14) (48) - (8.1) (2) =38.5 inch kips 8.2 + 1.33 94.9 100 4.6 Slab OK per pallet rack check. OR Job No. 2077 Sheet 15 i Item Description 1 W8x18 (Fy =50 ksi) 2 PL 8.25x5.00 3 PL - Trim to Fit 4 L3x3x1/4 - 3" Long 5 Min. 1/2" diam. Stud Type Anchor 6 PL 7x5 7 S4x7.7 or S5x10 8 PL 5" Wide 9 L1- 1/2x1- 1/2x3/16 10 L2x2x1/4 ` 11 PL 3x3x1/4 H (in) Type No. of Braces A (in) 96 -144 II 1 145 -192 I 1 36-60 193 -264 II 2 36-60 ` 265 -312 I 2 48-60 i X 2.75" GENERAL NOTES BASE PLATE AND STIFFENERS FABRICATION DETAILS Min. 1.5" 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. 3. MATERIAL Steel - ASTM A36 Yield as noted Botts - 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) II (A O ITW Ramset/Red Head JS type (ICBO RR#1372) Gunnebo Taper -Bolt Sup-R -Stud (ICBO RR #3219) Rawl -Stud (ICBO RR #4514) v,N� Embedment shall be minimum 5X Bolt Diameter. D'( 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. DETAILING UNO: All components symetric about centerlines All welds min. 7/32" All Plates 1/2" thick All holes 13/16" 6. 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). 7. Unless noted otherwise on the installation drawings, the allowable soil bearing value is 1.0 KSF. I Lf 7- ARM FABRICATION DETAILS BASE 12 FABRICATION DETAILS SEE NOTE 6 RE ANCHORAGE 3/4 G BRACE GEOMETRY MEMBER KEY Braces in Alternate Bays UNO 2.75" C. i EZPMES. MAR 2 1 1998 FRONT SIDE COLUMNS ENSIONS AND PROPERTIES BRACING PATTERN REF. DETAILS 4 AND 6 3 1qq; CIFIC 91202 / 072 NG AN' .E"GN ARE • •YRIGHT. NG BV RI EN PERM I ' ION ONLY SIGNE OP:ES ONLYy ARE VALID FOR UILDIN PE IT A DRAWING BE AcBo MUST BE SI CROSS THIS BLOCK 1_17 TYPEI TYPE II DATE 8 -17 -95 DRAWN HEC APPROVED P.H. RECEIVED CITY OF TUKWVIIJ\ r #- P , 4 a tnsj f. PERMIT CENTER FRONT V \ min. 1" TYPICAL ELEVATIONS SEE INSTALLATION DRAWINGS FOR SITE SPECIFIC INFORMATION BRACING FABRICATION DETAILS ANDERSON BUILDING MATERIALS COMPANY CANTILEVER RACKS STANDARD DETAILS SIDE C Job # 2077 Drawing # AB -1 I Maximum Loads: Gondolas 200 lbs per Arm 575 Ills per Side Hyper -Maxi Extensions 150 lbs per shelf Upright: W8x18 Arms: S5x10 Maximum Loads: 2,000 lbs per Arm 4,100 lbs per Side MAX 96" MADIX GONDOLAS SHOWN WITH OPTIONAL HYPER -MAXI EXTENSIONS Max. 48" FRONT CANTILEVER Max 42" SIDE MAX 48" 13 -27" 5" FRONT SIDE EYP.RES. "AR 2 1 199 PET AN STRUCT 122E G 8 JAN 3, 1996 ° 1- l • L 5" 1/2" diam. Anchor Bolt (2 per post) RACK BASE PLATES IN LEIU OF EW -1 SIZES Bale ME/A� GNE GINS ERS C RIGHT. ON ONLY VALID FOR N. DRAWING THIS BLOCK. DATE 11 -3 -94 DRAWN CHECKED 'F41?-.ROVED P. H. T Upright: FH -25 Maximum Loads: 4,000 lbs per Level 12,000 lbs per Bay 1 FRONT PALLET RACKS GENERAL NOTES MAX 100" 32 -44" SIDE 1. This drawing shows typical unit material and geometry. See Eagle Hardware fixture plan for location within store. See Higgins Drawings AB- 1,EW -1, MX -1,2 for details of the rack components. 2. ARRANGEMENT A unit may have any number of beam /arm levels if the above loads per bay and the maximum spacings shown are not exceeded. RECEIVED CITY OF TUKWILA L,. R ; 2 19 r, F PERMIT CENTER EAGLE HARDWARE & GARDEN SPACERAK RACKS MADIX GONDOLAS TYPICAL CONFIGURATIONS "v 2 i Job # 2077 Drawing # EH -1 Type A 8 d t S . i 88-3013 3.00 1.50 - 13 w 0.60 0.90 80-3513 3.50 1.50 - 13 w 0.76 1.32 811-4014 4.00 2.00 - 14 ow 0.92 1.84 88-4013 4.00 2.00 - 13 w 1.09 2.19 08 -5014 5.00 2.00 - 14 ga 1.28 3.20 88 -5013 5.00 2.0( - 13 w 1.52 3.81 08-6013 6.00 2.00 - 13 w 2.01 6.04 88 -6012 6.00 2.00 - 12 w 2.33 6.98 88 -6011 6.00 2.00 - 11 9. 2.64 7.91 80-6010 6.00 2.00 - 10 w 2.94 8.82 L8-3014 3.00 2.50 0.88 14 w 0.63 0.98 L8-3013 3.00 2.50 '0. 13 w 0.74 1.15 I 58 -3514 3.50 2.50 1.63 14 w 0.72 1.35 88-4014 4.00 2.50 1.63 14 w 0.89 1.88 58 -4013 I 4.00 2.50 1.63 13 w 1.05 2.23 58 -4514 4.50 2.50 1.63 14 w 1.07 2.52 88 -5014 5.00 2.50 1.63 14 w 1.27 3.30 58 -5013 5.00 2.50 1.63 13 w 1.51 3.92 58 -6013 6.00 2.50 1.63 13 w 2.03 6.25 08 -6012 6.00 2.50 1.63 12 w 2.35 7.24 58 -6011 6.00 2.50 1.63 11 w 2.66 8.20 type t .. . .... 0 05 Sx rx ry 90-8 14 go 3.00 1.63 0.37 0.37 1.21 0.67 95-14 13 ga 3.00 1.63 0.44 0.44 1.20 0.66 F8-20 14 98 3.00 3.00 0.50 0.66 1.30 1.12 90-25 13 ga 3.00 3.00 0.70 0.79 1.30 1.11 954-30 12 ga 3.00 3.00 0.80 0.09 1.29 1.11 FM -35 11 ga 3.00 3.00 0.91 1.01 Les 1.08 94-40 10 w 3.00 3.00 1.03 1.15 1.27 1.07 FX-50 14 ga 4.00 3.00 0.73 0.99 1.64 1.17 53-60 13 w 4.00 3.00 0.80 1.17 1.63 1.17 90.70 12 ga 4.00 3.00 1.02 1.34 1.63 1.16 F0-80 11 w 4.00 3.00 1.15 1.52 1.62 1.15 90-90 10 w 4.00 3.00 1.29 1.68 1.61 1.15 F8 1.5• 0.25• F1i F7C 1.8• 033' 038' t- 0.060• BRACING Dimensions GENERAL NOTES 1. This drawing shows standard details of the rack product line only. See engineer approved instal- lation drawings (same Job Number) for components used, special details, arrangement, dimensimns, and site specific information. 2. The installation drawings govern over this draw- ing. 3. MATERIAL Steel - ASTM 0570 Grade 50 UNO Welding Electrodes - AWS E70-XX (all welds single pass fillet welds designed at 50% stress levels) Expansion Anchors shall be ICBO approved types. e.g. Nilti Kwik Bolt (1080 RR #2156)) Phiiiipa Red Need JS type (1CB0 RR # 1452) basset TruBolt (ICBO RR #2391) Embedment shall be minim 5X Bolt Diameter. Other similar anchors may be used if ICBO approved. The anchor types, sizes, and embed - 1ts shown on the installation drawing govern over the sizes shown on this drawing. Special inspections are not required unless noted on the installation drawings. 4. Unless noted otherwise on the installation draw- ings, the allowable soil bearing value is 1.0 KSF. PRIMED ON NO. 10008 CLEARpRINT • At 7/8" O -� B SB- Beam Details and Properties (units: inches uno) in 3/8' Anchor (1 per post) A / BEAMS Dimensions and Properties 1/8 I Max 2" BASE PLATES FOOT PL. SEISMIC FOOT PL. 511 go) (3/8•) Types and Dimensions typ A / t BB- 7- Min 1/2' Anchor (2 per post) STANDARD See installation dwgs. for custom sizes €•T7 tES. Met l t bo b C. Post Details and Properties (units: inches unol (all properties net section) 1 1996 t COLUMN O Dimensions and Properties 3 Pin (Standard UNO) 4 Pin Heavy Duty Standard on 6" Optional Elsewhere) 1" typ 2" typ 1.19" typ 2" tyP BEAM - COLUMN CONN. FRONT TYPICAL ELEVATIONS - (See installations drswings for specifics) EUGENE WELDING CO. SPACERAK STORAGE RACKS STANDARD DETAILS SIDE RECEIVED CITY OF TUKWILP. PERMIT CENTF_F ° t`7 7 Drawing # EW- 1 GENERAL NOTES 1. This drawing shows standard details of the gondola product line only. Main structural ele- ments only are shown. Numerous secondary and non structural components are omitted for clarity. See engineer approved installation drawings (same Job Number) for components used, special details, arrangement, dimensions, and site spe- cific information. 2. The installation drawings govern over this draw- ing. UNO, this drawing applies solely to fix- tures regulated by Building Code (normally '96' to the top loaded level). 3. MATERIAL Steel - ASTM A570 Grade 50 0NO Bases and arms Grade 40 Welding Electrodes - AWS 070 -XX (all welds single pass fillet welds designed at 50% stress levels) Expansion Anchors shall be ICBO approved types. e.g. Hilti Kwik Bolt (ICBO RR #2156, 4627) ITN Ramset /Red Head J5 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. 4. Bases shall be anchored in the manner shown in detail 5. Turnbuckles: Alternate direction of turnbuckles along each line as shown. Single sided units shall be anchored at the front (using the existing hole at the end of the shoe), and at the rear, within 2" of the post (drill holes as required). Double face units shall be anchored at the front of each face (using the existing hole in the shoe). Shoe Type: Replace leveling screw with assembly shown. Fasten to slab using one of the anchor types of note 3. Single sided units shall have an anchor at the base front and post. Double sided units shall have an anchor at the end of each base. Slip On Type: Slide plate over leveling screw and anchor using one 3/8• diem. expansion anchor per note 3. Single sided units shall have an anchor at the base front and post. Doable sided units shall have an anchor at the end of each base. 5. Unless noted otherwise on the installation draw- ings, the allowable soil bearing value is 1.0 KSF. 4 3/8" fill 5/8" typ 1 19/16" 12 ga (0.105 ") Bar 7/16" Diem. Holes SLIP ON TYPE BASE SHOE TYPE ARM It = 0.121") 5551 Y' HOLE IB BASE SHOE AT AIID•POINT (FRONT 18 BACK) TURNBUCKLE TYPE USE MIN 1/4" EXP. ANCHORS BASE ANCHORAGE 5 (SEE NOTE 4) 2-Y' OR3'K5)32' HOOK ARO EYE TURNBUCKLE (KENO AT EYE) 18 ga typ 1.35" POST (Fy = 50 KSI) I pp 2 1 1998 ____JAN__11 1996 PETE -,S. • S 1 -F CO/ IN LD TB E NO J+S ' CIATE TU L ENG 0 PACIFI 1 -5 2 GN l / RE - IGHT . N ONLY. O �Y VAUD FOR CA . DRAWING G ED .0 - r THIS BLOCK LE, C GINS NEERS AVENUE 02 DATE 7 -26 -94 DIDIWN CHECKED APTOVED P. H. SIDE 1 /4" SPOT WELD typ BASE 18 ga SHOE 11 ga BRACKETS NS, FS, typ FRONT TYPICAL ELEVATIONS 0 v RECEIVED CITY OF TUKWILA ( r; `9t4 , . PERMIT CENTER 1.35" N Cvi 02 MADIX STORE FIXTURES GONDOLAS STANDARD DETAILS Job # - 20 j ) Drawing # NAY_1 GENERAL NOTES 1. This drawing shows standard details of the top shelf components only. Refer to Drawing MX-1 for details of the supporting gondolas. Main struc- tural elements only are shown. Numerous second- ary and non structural components are omitted for clarity. See engineer approved installation drawings (same Job Number) for components used, special details, arrangement, dimensions, and site specific information. 2. The installation drawings govern over this draw- ing. UNO, this drawing applies solely to fix- tures regulated by Building Code (normally >96" to the top loaded level). 3. MATERIAL Steel - ASTM A570 Grade 50 UNO Bolts - Grade 2 UNO Welding Electrodes - ADS E70 -XX (all welds single pass fillet welds designed at 50X stress levels) 4. Unless noted otherwise on the installation draw- ings, the allowable soil bearing value is 1.0 KSF. Upright Face Load Arm Similar to 2 /MX -1 0.09 1.63x12 ga Bent PL Notched to Clear Arm STRUT - UPRIGHT CONN.O6 3 11 X 17 PRINTED ON NO. 1000N CLfARPRINT Tack Weld @ Notches 1" 035" 5/8" PARTICLE BOARD SHELF BEAM (16 gage) 0.50" S =0.34 in (Std); 0.53 it (H.D.) II Upright Face l� 0.121" PL 0.69" 0.50" J tYP 03 BEAM - UPRIGHT CONN. (0.121' PL) C 1.70" r -r MMES. ,uNp Q t 199 i stazi k 0.30 sq. in. rmin =O.68 in. POST (14 gage) - 1 ; 0.50" Min. 1/2" effective throat hooks engage post holes M4 3 Hook Conn. Shown for clarity 2 Hook on Std. Bm. BEAM - COLUMN CONN.O4 (12 gage) ADJUSTABLE SIDE LEVELING FOOT 4.. 4.22" FRONT TYPICAL ELEVATIONS 0 1.72" 1" " 1 1 1 / 4 " BOL PERMIT CENTER POST BASE SHELF RECEIVED CITY OF TUKWru TO BASE CONN O R 2 199, gage) 1.25" 9 -19 -91 OlECRAD OMPROVED --P. H. MADIX STORE FIXTURES HYPER MAXI EXTENSIONS STANDARD DETAILS MX -2 3" APPROX 3" APPROX. l/- AJTYPICAL BRACING TO COLUMN CONNECTION COLUMN CONNECTOR TYP. INTERMEDIATE BEAM BASE PLATE (7 GA. SAFETY CLIP 7 GA.- 7/16"0 RIVETS AISI -C1018 w4Z 8 6 3 SIMPSON H2.5 TIE CONNECTOR 1 1/4" ANCHOR ICBO #4627 1 1/2" 4 1/2" 3 1/2" T rr- rn EEMBDMNT 1/2" 1 REQ'D PER BASE PLATE ATTACH TO 2 X 4 W/ 8D NAIL SAFETY CLIP ATTACH TO BEAM W/ 1/4 "0 TEK SCREW 1 5/8" 7 GA.* 7/16"0 RIVETS AISI -C1018 4 : HORIZONTAL & DIAGONAL BRACING 74" 50" 5C REAR BEAM & DECK SUPPORT BEAM k GENERAL CONFIGURATION Front View SIMPSON H2.5 TIE. ANCHOR TO 2 X 4 JOIST AND BEAM @ 32" O.C. (EVERY OTHER 2 X 4) 3" 132" 72" 36" 12 7 " 48" FRONT 3/4" T &G PLY WD. W/ 1 1/2" SCREWS @ 12" O.C. Side View TYPICAL STORAGE RACK ELEVATIONS SAFETY CLIP 2X4 @16 "O.C. 39' -V REAR 7 GA. 7/16"0 RIVETS AISI -C1013 \�v o 1i 7G TYP. TYPICAL BEAM TO COLUMN CONNECTION A TT4 GJ 1 W/(4)3/8 "0 BOLTS ROW SPACER (12 GA.) NOTES: 1. STORAGE RACK DESIGNED PER DIVISION VI OF THE 1994 UBC. 2. STORAGE CAPACITY: 4,000# PER PALLET FOR FIRST LEVEL 2,250# PER PALLET FOR SECOND LEVEL 100PSF FOR TOP LEVEL 3. POST LOAD SIGNS AT CONSPICUOUS LOCATIONS DEPICTING THE DESIGN CAPACITY OF THE RACK USING A PERMANENT PLAQUE NOT LESS THAN 50 SQUARE INCHES 4. ASTM A570 FOR SHAPE Fy = 50,000 PSI GRADE 50 5. ALL BOLTS A307 (UNLESS NOTED) 6. ANCHORS HILTI KWIK BOLT II OR APPROVED EQUAL ICBO #4627, LARR 24946 7. PULL OUT IS THAT OF WITHOUT INSPECTION SPECIAL INSPECTION IS NOT REQUIRED FOR ANCHORS 8. CONCRETE 6" THICK x 3000 PSI 9. SOIL BEARING PRESSURE 1800 PSF EXPIRES 4 -12 -98 I SEIZMIC MATERIAL HANDLING INC ENGINEERING 161 Atlantic Street EST. 1985 Pomona, CA 91768 Tel. (909) 869 -0989 Fax (909) 869 -0981 CALIFORNIA CONTRACTORS LICENSE NO. 665374 SCALE NONE DATE 5/6/96 i SAFETY CLIP 7/16"0 Rivets AISI -C1018 TYP. RECEIVED CITY OF TUKWILA ?41 All €; 4' PERMIT CENTER DRAWN BY S. K. APPROVED BY SAL E.FATEEN 6 CONNECTOR 5A FRONT BEAM FILE t,t' DESCRIPTION STORAGE RACK DETAILS (SPACE RAK TYPE) ADDRESS EAGLE HARDWARE & GARDEN 101 ANDOVER PARK EAST, TUKWILA, WA 98188 L I; . DRAWING NUMBER 96-0333A SLOPE 1.5% 1/2^ BROOM FINISH CONC. SLAB (SEE STRUCTURAL) ON SUBBASE PEA SOILS REPORT NI gP e,c<Y: P,PEE SLOPE 15' /. (C -0 I f— — I 6 6 6 Q -------- I z L < r 1/17!96 — — J I� j 6 6 PALJ± CC MAT GROUND FLOOR PLAN SCALE 1116" = 1' -0" NORTH REVISED (1/22./9E YARD RACK LOCATIONS (FIXTURE tY'ES HAVE NOT CHANGED) EAGLE ;#331 TUKWILA t '4,uTIiLVF ,� 2ACK ® ~ u CANOPY ROOF ODE PROVE �q2 EXPIRED PECmo CI E TY OF TUKVJIIA APR 2 4 1996 PERMIT CENTER 3 I - NIL IOHIIU P P F F a F 7 P F1 r r A F-1 .i. L i T 10'- 00' -0" '- 0 " 0 "10' -0" 10" -0" s0' -0" JJ 6G 15% 00q �L intxlr 11LJ TT 4 uoirs PORT/9 „ L4143 r I I _ _I nos s 5LL? f 1 ar =11g L x IT - I iffi 1 I T l l I t I 390' -0" =H 11111111111 1 . 1111 1.■1MIWIIf1■IIW111 40' -0" 9 -0" G 1J LJLJ 9 1 I -� 1/2 L j 20' -0" ;, 2i /E 20'_0" 4 - - --0 F _ . -_ -.- Mini) � i . S 4 11iI1., I ' s 12r' O$L .I FINISH CONC. SLR( (SEE STRUCTURAL) ON SUB -( SOILS 19. SL OPE O � 1 UP JL aCL1� ; T t - - —_ ._ � _L T rL :L LJ v 1 H 1 • 1 1 ■ I 1 II ■I 11 11 1 II II i I' 11 11 II II 11 i1 II 1 N II II II II 1 H II 11 II 11 II 1 11 S� � i, - I I I I I I 11 1 L L II 1 II II li III ft I I 1 1 I 11 ` 1 11 11 B N 11 11 LIALE H h ■ I -I IT T1 f II Z I_ T. 1Exlt A6 4 I f L • L T - 1 1 r 1 O - 'i BIFEIN - ■ -- -- I= 1 00 MIENS 000 `4WD OFFICE 3 r 1 - . - t TO I —M. 1 C 4 61111110 ft j ExI 3 I 3 r 1_J _I' Lu -7 ;=== Lj T-37 Fl GROUND FLOOR PLAN 0 FEB 1 2 1996 PERMIT CENTER RECEIVED .11,11 2 4 1996 0_ (iS cbqb [)4Z OPE LS% — 4- G 0 r — L . _ _ y 1 - 4 - 1/17 'BE — 4-0 L L' = GROC'_A'D P'LOOR PLAN SCA, 1'16" _ ]' -0" NORTH REVISELJ B -E YtiRU RACK UT.:Ii- IONS (1 ,TUBE 1 -'E , HOVE 'iOT CH RI GEG) EA GLE /)331 TUKW[LA 7 _ L - ��� \�„C C REGEIVEO cln or= Tu�cwlu °°411 MAY 0 8 1996 �'"✓ Mr PERMIT CENTER VI 00 2 eu1 16