The URL can be used to link to this page

Home My WebLink AboutPermit D96-0030 - HOME DEPOT - STORAGE RACKSCity of Tukwila (206) 431 -36.70 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 DEVELOPMENT PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 362304 -9074 Address: 6810 S 180 ST Suite No: Location: Category: ACOM Type: DEVPERM Zoning: CM Const Type: RACKS Gas /Elec.: Units: 001 Setbacks: North: Water: TUKWILA Wetlands: Permit No: Status: Issued: Expires: Occupancy: UBC: Fire Protection: .0 South: .0 East: .0 West: Sewer: TUKWILA Slopes: Y Streams: Contractor Licence No: FERGUHS370NO OCCUPANT THE HOME DEPOT 6810 S 180 ST, TUKWILA WA 98188 OWNER HOME DEPOT 2455 PACES FERRY RD NW, ATLANTA GA 30339 CONTACT MARK BEERS 1651 SE 351 ST, FEDERAL WAY WA 98023 CONTRACTOR FERGUSON HUGH S CO. P.O. BOX 80867, SEATTLE, WA 98108 ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *1 Permit Description: RELOCATING STORAGE RACKS ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *. Construction Valuation: $ .00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Cut: Fill: Landscape Irrigation: N Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: N No: Sewer Main Extension: N Private: N Public: N Storm Drainage: N Street Use: N Water Main Extension: N Private: N Public: N ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *, TOTAL DEVELOPMENT PERMIT FEES: $ 1,055.96 ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *, D96 -0030 ISSUED 10/21/1996 04/19/1997 WAREHOUSE 1994 SPRKLR & ALARM .0 Phone: (404)433 -8211 Phone: 661 -1304 Phone: 206 767 -3810 Permit Center Authorized Signature:_ e/L _ _ _iikk50! Date: /1d / "z I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development permit. Signature : _6A -1. VA.i Date: D Print Name:15AiZ. 4( . MELjetR4C -J 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. 4.4,...d I..* 1■6**,..1 a* loads. Aral.' I. . L. (..../ I CITY OF TUKWILA Address: 6310 S 130 ST Permit No: D96-0030 . , Suite: , Tenant: :.'1.74tatus: ISSUED Type: DEVPERM _ ,,,. Applied: 10/02/1996 Parcel #: 362304-9074 Issued: 10/21/1996 *A***********:k*k***************4**********k*****A*****AW********AA44.4Thk Permit Conditions:. No":chanoes will be made to 'the plans unless approved by the Architect or Engineer and the Tukwila _Building 2. All parmits, records plans shall be available at the job site Prior to the start of any con- Struction, These-A6euMentsare to be main'tainad and avail- able until final inspection approval is granted 3; All construction to.beAona'jn-conformanceWtth aPproved plans'inctiAUirements.of the Uniform Buliding.Xodej1994 arnended Edition), and Washington State Energy Code (1994 Editloni. 4 ValiditY'Permit.,,The issuance of a permit or,approval::,pf plans, specification, arid computations shall not be con strue*Itobe a permit forr, an approval of, anv violation of any'.ofihe provision of.thebuildina code or'of anv other ordinance of the jurisiction No permit presuming to giVaTiauthority to viOlate-orcanceUthe provisions.of:this code ha11 be valid CITY OF 'IKWILA Permit Center' 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431 -3670 ProJict Permit Numb.r Commercial / Multi - Family Tenant Improvement / Alteration Permit Application Application and plans must be complete In order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. Project Name/Tenant: Value of ors do ❑ Multi- family A Warehouse ❑Hospital ❑ Motel /Hotel ❑ Office ❑ Other Site Address: City State /Zip: (D 4 1 D `_-2D 1.`3 O — `� . `r0, ..u./«.r\ ,wfl ter, LW�; Tax p um r: LAO 1.4 , '...,0 �� " 4 Property O4-w[[nerj� 114 A' DEPOT Phone: Street Address:( City State/Zip: CO O< <7• t -ut _e•c lk Cvt�t,t. -- \-0 CA 617 --e-3t Fax #: _ / -2 ri - 524- -S <73 Contact P rson: � 0( I\A -Aar! -t) ?.., 1 I / Cot, . IWIR . Phone: .4%u(, -(a%f - I -7,62c Street Address: _ 5 �� City State /Zip: c' . �> l 2)4S l -, , r62 W y'' Fax #: .// '' O . g ? �-f' -,57, 20(6j Contractor: — - l--- lc& r?U<,CO/■( C.1-)1.( 1 0-0 -(,1/4-.., Phone: "7 -., • -7 (c') " -2R1 U Street Addressi , City State /Zip: 1 J ` IkV.E., C',o . , 7�;tt(-t� -L. , iJ i i? to�S' Fax #: �-7 , / ZF�tn '"?(0'7 ` /J `t''ca.. -- Architect: Phone: Street Address: City State /Zip: Fax #: EnQineer: 4A ` LvC' L VA-10)G (M(< a --e...r.,t.. Phone: L 15 - 6F4 " 00 7 2- Street Address; City State/Zip: \2•�:t; , if 14. 'cAc.A_ri f C? LE:NDaLti, C- � 1Zc7 � Fax #: gig • ti74' - tit i4- Description of work to be done: (� , , 4=- 144 �� to('r?(2r` P-- ..t' S ��11 Existing use: tp Retail ❑ Restaurant ❑ Church ❑ Manufacturing ❑ School /College /University ❑ Multi- family A Warehouse ❑Hospital ❑ Motel /Hotel ❑ Office ❑ Other Proposed use: 71 Retail ❑ Restaurant ❑ Church ❑ Manufacturing ❑ SchoolCollege /Universiitty ❑ Multi- family ❑ Warehouse ❑Hospital ❑ MoteUHotel ❑ Office ❑ Other Will there be a change of use? ❑ yes In no If yes, extent of change: (Attach additional sheet it necessary) L ,Va0P of 1-.1 - P.- tcA<- Au'cc° LI t- E. f acK VC{ luu +f Ofl ; 77 (a 0, v63(0 ViCt=gack storage? gl yes ❑ no Existing fire protection features: rg sprinklers 12I automatic fire alarm ❑ none ❑ other (specify) Building Square Feet: existing Area of Construction: (sq. ft.) t 6 0� i Q (O l' j 47 ( � d Will there be storage o ammab a co std le z rdous ma era in the buildrn�? — 21 yes ❑ no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined by the Public Works Department) ❑ Channelization /Striping ❑ Land Altering 0 Cut cubic yds. ❑ Sanitary Side Sewer #: ❑ Storm Drainage ❑ Street Use ❑ Water Meter /Exempt #: Size(s): ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): ❑ Miscellaneous in Curb cut/Access /Sidewalk ❑ Flood Control Zone ❑ Hauling 0 Fill cubic yds. ❑ Landscape Irrigation ❑ Sewer Main Extension 0 Private 0 Public ❑ Water Main Extension 0 Private 0 Public 0 Deduct 0 Water Only Est. quantity: gal Schedule: Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and %37• Z is subject to possible revision by the Permit Center to comply with current fee schedules. Li I �i • Z Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by�. the applicant as defined in Section 107C41-i ;�pRilding Code (current edition). No application shall be extended more than once. I� I Date application accepted: OCT 0 219 CTPERMIT.DOC 7/9/96 Date applic Lion ex Tres: , Applicati9 / Y e9,0: (initials) PERMIT CENTER ALL COMMERCIAUMULTI -FA P Y TENANT IMPROVEMENT /ALTTTION PERMIT APPLICATIONS MUD► E SUBMITTED WITH THE FOLL ING: ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER • ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN • BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ Complete Legal Description ❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Five (5) sets of working drawings, which include : ❑ Site Plan (including existing fire hydrant location(s) 1. North arrow and scale 2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements 3. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions 4. Location of driveways, parking, loading & service areas 5. Recycle collection location and area calculations (change of use only) 6. Location and screening of outdoor storage (change of use only) 7. Limits of clearing /grading with existing and proposed topography at 2' intervals extending 5' beyond property's boundaries 8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of use only) 9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 18.45.040), of those, identify by size and species which are to be removed and saved 10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change of use only) 11. Location and gross floor area of existing structure with dimensions and setback 12. Lowest finished floor elevation (if in flood control zone) 13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H- 9). ❑ PI Floor plan: show location of tenant space with proposed use of each room labeled ❑ ❑ Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of any hazardous materials; dimensions of proposed tenant space. ❑ gl Vicinity Map showing location of site ❑ Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of rack. Structural calculations are required for rack storage eight feet and over. ❑ ❑ Indicate proposed construction of tenant space or addition and walls being demolished ❑ ❑ Construction details ❑ ❑ Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. ❑ ❑ Washington State Non - Residential Energy Code Date shall be noted on the construction drawings. ❑ ❑ SEPA Checklist - if intensification of use (check with Planning Department for thresholds). ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions. ❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Public Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries Valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Certificate of Contractor ". Building Owner /Authorized Agent 1f the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AG NT: Signature: /,� Q— e41A,A-/k— 11� Date: 10 ...,-2, _9(42 Print name: art /AR.tJ _ IC. I\I >rI.tiRALIL Phone: 7407 _ ��(0 Fax #: Rol_ Lj Z Address 74 35 _51-R I\ v .. C� . City /State /Zip SeA7T%6, KV A ()Sloe CTPERMIT.DOC 7/9/96 ************ A** t1 k*b ei r* * *A*.A *,1*• * **•k * * * * * *a *'•k *A * * * *k* * * * * * *k4 *{ CITY OF TUKWILA. WA TRANSMIT * * **: * *• * * * * ** * * *k * * ** * *A ******W** k * * *O * + *a * * * * * * * * *4 * * **k *.k * ** TR ThSMIT Number: R9600487 Amount: 1.035.96 10/02/96 10:50 Pavmertt Method: CHECK Notation: FERGUSON CC 1ST Irtit: SMC Permit No: D96-0030 Type: DEVPERM DEVELOPMENT PCRMI:T Parcel No: 362304•-9074 Site Address: 6810 S 180 ST Total Fees: 1,05!2'.96 This Payment 1,05 5.96 Total ALL Pmts: 1,055.96 Balance: .00 *• k*********• 1.****** d•*4*****, 1*: 1***** 01** 4•* .•k* *,ti* * * * *d *s1 *•kfi * * *a *k•k * ** Account Code Description 000 /322.1.00 BUILDING - NOMRES 000/345.830 PLAN CHECK -- NOWRL "a 000/286.904 STA'(E BUILDING SURCHARGE Amount 637.25 414.21 4.50 3641 10/02 9617 TOTAL 1055.96 City of Tukwila Fire Department •yW 74 "`!7" f s i.WwP^sr.^� wyiY�J' John W. Rants, Mayor TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Project Name 7A c- Uepof Address 6g/c7 S + Permit No. Thomas P. Keefe, Fire Chief 1..) i.; - u o 3"6 / 1( Retain current inspection schedule Needs shift inspection Suite # / Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: f �J1 Authorized Signature' Date FINALAPP.FRM T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 575-4439 1 INSPECTION RECORD I Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (t • 0 8 3 V PERMIT NO. (206) 431 -3670 Project: ^ jQ T Type of inspect' (\CI f-}fr:? Address: Date called: /)� Special instructions: Date wanted: S/2$/`''7 a.m. cp.m� Requester: Phone No.: 1 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Co i -cr' -o S Inspector: Date: 5-4V7 $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: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 9(0- 0030 PERMIT NO. (206) 431 -3670 Project: 1.4z: .e. moo_„ Type of inspection: IJA-t— Address: Date called: Special instructions: r G, �."- 10 vi TUB,4 sEr...rtosi Date wanted: S Z� ,�y, / /,/ ayr p.m. Requester °1 ;. Phone No.: ,., ,r7OZ ,- P.7i Approved per applicable codes. Corrections required prior to approval. COMMENTS: Z)C rr" _ p S. l,.) . Inspector: Date: S1 .A J 9 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: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 INSPECTION RECORD Retain a copy with permit PERMIT NO. (206) 431-3670 ProjeNr) _Q.. v.,\10 far, 4._ Type of inspection Fi, vIc. j Acarisisb sliji, 0 {.... . Date called: .512:5/ pli Special instructions: / CAAAA. P 1 PST , ).,.. Date wanted: 1 . Requester: Phone No.: --70-1-- 1 Approved per applicable codes. Corrections required prior to approval. COMMENTS: , ) . ---‘ , Cz NI rite,- '--olk____ ■...ipt-1 I [147SN',1.4-3 C AAA- - /40 ia LAIN)..S CI (1- %etTk-Aev• %-c- 0 r•-) S ie . ,..". -,, • e■ Inspector: Date: 5A7 3 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection;sfee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: •■•... s . - INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. 206) 431 -3670 P ct: Q F T of inspection: C,(Vll►rl pc" , "T ' kiUV\ c t.Lt� /14 Cam:- d o 5 ddres Date called: g Ti but t3- _A;- . i�1;' -,�.: 8 r__ rS pecial instructions: 9i� C ��1- ,�Q �`t I ?`,err, , a )2 � 1z 1-K- Q-•V - . Date wanted : ^� J you vin A.- N To s; ^c\ P t/Nl Q R.K.- NW MOT p' 1 Requeste S;atLC 'j..rAi -; ,A MC AACt 2e'D. (Yhs cr3POtltVN) Si uL-P eA coA '2 ANS F 6' r1G,.. v.. 14. Phone No.: \Ibteo POI- i - :�_:=a r- Approved per applicable codes. � q I< Corr ectidns required prio>vtPa 70411 s COMMENTS: r ••••........• WALLS C�NSjKLuc1r p 10 114(.= ILA1 1 OlSQLAI A(L A '' --- pAe-r OA 'NIS (2..A0--- Pez -wr pc" , "T ' kiUV\ c t.Lt� /14 Cam:- d o 5 -- b 6't:tA. T ty,( t"�'. n r`1,. S. ,Q -11„ - c_An (it t T1Ms wW-t-$ -TO O but t3- _A;- . i�1;' -,�.: 8 r__ rS t�.r___ Q eire" tl9 oL 1 ►TES o t rtc"mSt-D C16.- etass161. 1 you vin A.- N To s; ^c\ P t/Nl Q R.K.- NW MOT C-ta C. i•`il'GlI rJGr . M.7 ALS,f3 NorcA-11i LNOS CIF 1-A C k..S /d T S;atLC 'j..rAi -; ,A MC AACt 2e'D. (Yhs cr3POtltVN) Si uL-P eA coA '2 ANS F 6' r1G,.. v.. 14. ___E kc, ISnl i- PRo tiiBmtt� rn T-tA sv-.- A Rc S Inspector: GS,10 Date: 1 / 9 17 $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: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206) 431 -3670 Project: / t� t ronie_ e Type of inspection: Date called: �ce Address: Special instructions: Date wanted: 1 `Z7 a Requester: 9 f, - upjr c �U.' ,5.ted Phone No.: 4. 4IC. a ...c - °[- ✓ Approved per applicable codes. Corrections required prior to approval. COMMENTS: d cric.C. Win, 6 0-7 art 7_07_c°-C_— c Me - C4.2 i'� H , — j of 2L — P-4 !.1C s f .4.1 ter 0 ,_ 1 4Pt >0 r+eidCill `!'J /.�•/ vI- `J r Ai ■ - .i / .. f' I - 9 f, - upjr c �U.' ,5.ted / i✓ {afjfsbCt/ 4. 4IC. a ...c - °[- ✓ f'4 ,/..e `J/ C Aee.1' fifr119/` 1 logeiihy _ /,4 v/Q e -f zrl/ see "4,.e.,e, 4.0 // i." / , 5 0- rhi 17h fr ., _bz_ . Date: / 7�7 f "C•- $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: • NNW .■■1•1■111INIMINNIIIII1111■1111MINU Max. 98" Z n cn a Jm n rj v 1 FFENOffff ma tip.° I [E^ Max 192' m IEEI Not all configurations may be present in any one store. 1 m (O A= A 1 W y O a- 1 N I a .. EN Ei5 ut -.6111 cos NtW (ff- aidg aRi . It, 'm u m z co Max. 84" Max 48' r_r 140 PI WillC m L" C = L C_ -- i Max 192' [t' 111 r • ; �. • 5W5� X25$ ^� ithj m ts? l� Max 192' Z n cn a Jm n rj v 1 FFENOffff ma tip.° I [E^ Max 192' m IEEI Not all configurations may be present in any one store. 1 m (O A= A 1 W y O a- 1 N I a .. EN Ei5 ut -.6111 cos NtW (ff- aidg aRi . It, 'm u m z co Max. 84" Max 48' Max 48' M Levels d 0 to O m Max 19T Max 48' Optional Display Wall —Ll rI� Max 192' _LI I Max 48' —I — (— �— r— 140 PI - 1--_ C = L C_ -- [1 Max 192' Max 48' M Levels d 0 to O m Max 19T Max 48' Optional Display Wall —Ll rI� Max 192' _LI I Max 48' —I — (— �— 11- - 1--_ L C_ Max 144" ►I W r ID tp N 0 0 0 (A r •fl Z C 0 a 0 ci 0 m o n m o _ il O " ry Pi " o N v p 10, v°); a O ; 1.63 f 0.071 10 43 1 0.36 1.63 1 0.069 j 0.54 10 45 1.63 10.105 10.62 10.51 8 c 0 8 ri 3.00 10.089 j 0.79 10.80 ; 3.00 10.105 10.91 10.91 3.00 1 0.120 1 1.03 1 1.02 m (0 0 8 ri q 0 0 8 pi r) 8 ri 8 rl 8 r) 8 r) 8 r) 8 r) 8 r) 8 •► 8 V p T r m J N J - m _j J co J J ( J J gp _J J pp _J J (O J to ... ° m <A42c)g214 2.00 0.75 10.070 1 0.29 1 0.37 1 O �p- 8 O O O O iI.- O O N 2.75 1.63 10.070 10.63 1 1.13 2.75 ! 1.63 10.070 10.77 1 1.56 1 "" O "O O {{0000000 2 h 1V fO} VS iA rl N 11 r �Np 18, m O 110- n fV c9), O O 2 r-: N ppY 1D, is O 2 r N F 6- O 2 n N fir- 1(%)- l01 O Q (4) N �a) P �1 O r4 n N 01 r) r) rY V V h R283 N N 10 10 000000(000 e m Awl O) 11t 0 0 0 O 0 il i F-: 6iLp fill W 511 ct II [lig 0 5 4E9 plli (O CD cr; PERMIT CENTS; 1 .00•g =eloo .04'E =1100 rp7 s. si c O ui O N.N U ° m � 99947jtt1 � Y g c1 ri i. .Y 0 5310H mini i ■ O v� Y K C yx • p� i r N 1 o 3.00 1 1.63 1 0.071 1 0 43 1 0.36 1.12 10.62 1 3.00 11.63 10.089 10.54 10 45 1 1.11 1 0.62 3.00 1.63 j 0.105 10.62 1 0.51 1 1.11 10.61 3.00 3.00 1 0.071 10.63 1 0.66 ' 1.24 1 1.09 3.00 13.00 10.0891 0.79 10.80 1.23 1 1.08 o G El ci an o o 8 r 8 13.00 13.00 1 0.120 1 1.03 1 1.02 1 1.21 1 1.07 4.00 { 3.00 10.08910.92 11.18 1 1.60 (1.14 _1 . 8 ry o c 8 _(1 8 • & l J J J J � - (�33P. J J J J J N v m Q 2.34 i 2.00 1 0.75 0.070 10.29: 0.37 3.04 1 2.00 10.75 10.070 1 0 45 1 0.73 1 3.31 12.75 1 1.63 1 0.070 10.63 1 1.13 3.65 12.75 1 1.63 T0.070 10 73 1 1 44 I 4.04 1 2.75 1 1.63 10.07010.66 1 1.84 4.36 1 2.75 1 1.63 10.070 1 0.97 1 2.24 I 4.76 1 2.75 1 1.63 1 0.070 1 1.12 12.79 5.12 2.75 1 1.63 1 0.070 1 1.26 1 3.36 1 c- ci v In 0 G W an n fV " N co o v IIfl 0 O to an n tY o6j N 6.54 12.75 1 1.63 10.070 1 1.86 16.29 1 N CV O C cD an n ctv 1p . S O S ryN W x Sp [O S 2 S m SS �pp of oo Oi of S O1 0) S SNl g I z i-1 a iil Z w J FFu . . ET k V 6011 Yll.;s I egg! A le Pa) I M I .L dAi • . 0014100 . 04•e=u00 r 4.. m CD C) N G 3 r u. (iv) U Z CO =o WUcc WOO ILZ Z i- Z co di r w a z O z 2 0 J 0 2 g Q CO z is g; iff I j x 5 x 17 2 .1 .Ii • U.e Y .t" i if cn C.-- cn r i • .oa , c 1'i • r r^ '099 ..t 1.n .91 a .1020 Jilt , 11- 71n ..t J 1 5D, d b 2 Lk 1.4 .ow .VC 1 11.11/c1 .o•o.u=t r qp 'as .f ✓c 'an .90 • .91/0 01 e— Z 0 L•. al 1111.01 .O. 8 .„I 8 8 8 8 t 8 0 • 11 l I1! If SECCION D -D aoCTION C- C ICan) ..t i'xrn) .,t .„I 8 8 8 8 t 8 0 • 11 l I1! If SECCION D -D aoCTION C- C IIt ;11 z I. d011-1-3 c)--Frri 'xvn iaao •Pt 101 AL 11,011 .PL :It S• .1 row .s/r lk ammo _WS r 43dQj1t 1 11f1.11i 300 CUL .1 •It/t1.1ri SD I 14 CL (110 .PL VI 01 5 8 SVCS 8 8 V 8 8 8 z 0 1. fJ it It 4 4 ti r ♦f r acs ,.,.., 8f r r Q Nil re r e • r1111 eeec 2 r 0 IO.0 .,1/11 II' ( '1919 .IL 0 •9390 •111/11 /• •1911 •.r 1911 .9t 7111 .1t IOW .11/11 '1911 •9t 79■1 •9t 11 -5 7119 .IL '1119 ,9t 1.91/1 O. 7919 •9t + •1 ✓2 01 9/1 01 .n1 fv il m O 2 8$ s Q 1 j• Q W • • yy O o S N S t1 1 6Za R1i1^^ fv il m O 2 99.150" 36 -48" L l Upright - Min. LU 79/25B Doubler to 96" Doubled Bottom Diagonal Seismic (0078) Footplate Maximum Loads: 7,500 Ibs per Level 22.500 Ibs per Bay CV X CO ▪ To c(0 J 2Q 99 -150" 36-48" Max. 108" 36-48 ' J 1• 1 L L L Upright - Min. LU 79/25B Doubler to 96" Doubled Bottom Diagonal Seismic (0078) Footplate Maximum Loads: 7.500 Ibs per Level 30,000 Ibs per Bay J J J J N FRONT SIDE FRONT SIDE "DOUBLER" 3 LEVEL T 99 -150" 36-48" Upright - Min. LU 79/25B Doubler to 96" Doubled Bottom Diagonal Seismic (0078) Footplate Maximum Loads: 7,500 Ibs per Level 15,000 Ibs per Bay "DOUBLER" 4 LEVEL Max. 108" Carpet Displays Supported on Brackets Attached to Rear Beams MKS. MAR 2 1 FRONT SIDE "DOUBLER" 2 LEVEL 'ght - Min. LU 75B Seismic (0078) Footplate Maximum Loads: 1,000 Ibs of carpets 3,000 Ibs on Top Level 4,000 lbs per Bay 36-48" FRONT SIDE CARPET RACKS Upright - Min. LU 75B Maximum Loads: 4,500 lbs per Level UNO 3,000 Ibs on Top Level 18,000 lbs per Bay FRONT SIDE HEAVY DUTY 4 LEVEL See Levine Dwg. KD for Details of Display Wall 48" Upright and Base: W8x18 Arms: S5x10 Maximum Loads: 2.000 Ibs per Arm 4.100 Ibs per Side F . T CANT VE RACKS S. I-HIGGINS AND ASS9CIATES CTUR ' ENGINEERS - FN•'TH •ACIFI N� LE,C 912 2 T BUI TB Y. OR WING OCK. 28" T SIDE 3 -29 -96 DRAWN APPROVED P. H. i-48" IDE 6-48" rn Max. 108" Upright - Min. LU 75B Maximum Loads: 4,500 Ibs per Level UNO 3,000 Ibs on Top Level 18,000 Ibs per Bay 1 O c 0 0. 36-48" to FRONT SIDE HEAVY DUTY 4 LEVEL See Levine Dwg. KD for Details of Display Wall 48" Upright and Base: W8x18 Arms: 55x10 Maximum Loads: 2.000 tbs per Arm 4,100 Ibs per Side 28" T T CO F' : T CANT,3 VE • RACKS S. HIGGINS AND ASS9CIATES CTUR ENGINEERS -F N''TH 'ACIFI N�'LE,C 91 2 AND ITTEGN MI55 0 RI C• LYARE RM PPUCA11 • . D ED ACR D E 3 -29 -96 DRAWN Y. OR WING APPROVED P. H. K 2 T Max. 108" L L Upright - Min. LU 75B Maximum Loads: 4,500 Ibs per Level 9.000 Ibs per Bay 24-48" fl FRONT HEAVY DUTY 3 LEVEL c1LE coPY GENERAL NOTES SIDE fer 1. This drawing shows typical unit material and geometry. See Home Depot fixture plan for location within store. See Higgins Drawings IL -1,5,8 for details of the rack components. 2. BEAMS (Minimum- heavier may be used) Display to 300 Ibs per level) , - W0 11i -i1/4 Standard OH OI ? ‘3ER d v E D <99" Spans: LH321 B, 384H A ? <108" Spans: LH35413, 588H 00 1956 Heavy <99" Spans: LH351B, 597H 99 -108" Spans: LH354B, 599H " " 1 CI) 150" Spans: LH354B, 599H 3. ARRANGEMENT 0w1sIoN U Lp�NG Not all configurations may be present in any one store. A unit may have any number of beam levels if the above Toads per bay and the maximum spacings shown are not exceeded. ,I)9(0- oc�3o RECrIVFb 1 '1nr HOME DEPOT °CT 0 1 199 INTERLAKE RACKSERMITCENTE STORAGE RACKS TYPICAL CONFIGURATIONS Job # ?366.. Drawing # HT -1 ,..., . ," %, i17CS Type t C \ e LU -2X 0.071 1.50 1.19 LU -7X 0.071 1.50 1.50 LU -9X 0.071 1.81 1.03 , BRACE DIMENSIONS GENERAL NOTES 1. This drawing shows standard details of the rack product line only. See engineer approved Installation drawings (same Job number) for components used, special details, arrangement, and site specific information. 2. The installation drawings govem over this drawing. 3. MATERIAL - Interlake Lodi Fab is a City of Los Angeles certified fabricator ( #777) Steel - ASTM A570 Grade 42 UNO Welding Electrodes - AWS E70 -XX 4. Expansion Anchors shall be ICBO approved types. e.g. Hilti Kwik Bolt (ICBO RR #2156, 4627) ITW Ramset/Red Head JS type (ICBO RR#1372) Gunnebo Taper -Bolt Sup -R -Stud (ICBO RR #3219) Embedment shall be minimum 5X Bolt Diameter. Other similar anchors may be used if ICBO approved. The anchor types, sizes, and embedrnents shown on the installation drawing govem over the sizes shown on this drawing. Special inspections are not required unless noted on the installation drawings. 5. Unless noted otherwise on the installation drawings, the allowable soil bearing value is 1.0 KSF. ■ Type A B d 1 t' Sx Ix LH2O1B 2.34 2.00 10.75 10.07010.29 0.37 LH211 B 3.44 2.00 1 0.75 0.070 1 0.56 1.01 LH311 B 3.31 2.75 j 1.63 1 0.070 1 0.63 1.13 LH321B 3.78 2.75 11.63 0.07010.77 1.56 LH331B 4.06 2.75 1 1.63 0.070 , 0.87 1.87 LH334B 4.06 2.75 11.63 0.087 1.06 2.29 LH351B 5.23 2.75 11.63 0.070 1.30 3.54 LH354B 5.23 2.75 11.63 0.087 1.60 4.34 LH364B 5.61 2.75 j 1.63 0.087 1.79 5.21 LH377B 6.00 2.75 11.63 0.105 2.36 7.35 LH387B 6.54 2.75 1 1.63 0.105 1 2.72 9.19 , 1 1.00 B BEAMS DIMENSIONS AND PROPERTIES UNITS: INCHES UNO f» RIVET PATTERN • N 0. • • Type W D i t! As 1 Sx rx j I LU -21 B 3.00 1.63 1 0.071 0.43 1 0.36 1.12 0 LU -25B 3.00 1.63 1 0.089 0.54 10.45 1.11 0 LU -27B 3.00 1.63 0.10510.62 0.51 1.11 0 LU -74B 3.00 3.00 0.071 0.63 0.66 1.24 1 LU -75B 3.00 3.00 0.089 0.79 0.80 1.23 1 LU -77B 3.00 3.00 ` 0.105 0.91 0.91 1.22 1 LU -79B 3.00 3.00 0.120 1.03 1.02 1.21 1 LU -95B 4.00 3.00 0.089 0.92 1.18 1.60 1 v LU -95B 4.00 3.00 0.120 1.21 1.53 1.59 1 '- D 1 COLUMNS c%� c.)"."-a; t DIMENSIONS AND PROPERTIES NET SECTION - UNITS: INCHES UNO 2 Rivet Clip Standard 4 Rivet Clip Optional POST- A B C D (Standard) (Optional) (Optional) (Optiona BEAM -END All Wel 1/8" UNO RIVET -typ --/ e e 3/16" CONNECTOR PLATE ON BEAM Ex4'IRES. MAR 2 1 S. IGGINS ND A OCIATES CTU- L - 'cI► 2 5 -F PA IC e EN A 0 BEAM - COLUMN CONN. 7/16" (Nom.) ASTM A502 -3 Rivets o DE'to' RVCOP IGHT. P 11MISSIO ON Y/ APPROVED COPIE • •Y ARE VALI. .R RMIT • ' = • CATION. DRAWING S N A ROSS THIS BLOCK P. H. 7 -8 -96 CHECKED Type W D 1 t, As 1 Sx rx ry \ LU -21B 3.00 1.63 0.071 0.43 10.36 1.12 0.62 LU -25B 3.00 1.63 0.089 0,54 1 0.45 1.11 0.62 LU -27B 3.00 1.63 0.105 0.62 0.51 1.11 0.61 LU -748 3.00 3.00 0.071 0.63 0.66 1.24 1.09 LU -75B 3.00 3.00 0.089 0.79 0.80 1.23 1.08 LU -77B 3.00 3.00 0.105 0.91 0.91 1.22 1.07 LU -79B 3.00 3.00 0.120 1.03 1.02 1.21 1.07 LU -95B 4.00 3.00 0.089 0.92 1.18 1.60 1.14 LU -95B 4.00 3.00 0.120 1.21 1.53 1.59 1.12 , I. 1 COLUMNS DIMENSIONS AND PROPERTIES NET SECTION - UNITS: INCHES UNO U � 0 v FRONT TYPICAL ELEVATIONS SEE INSTALLATION DRAWINGS FOR SITE SPECIFIC INFORMATION NOMENCLATURE: Uprights LU- XX- YY -ZZZ (Options) XX =Post Model Number YY= Upright Depth (inches) ZZZ= Upright Height (inches) Options = special footplates, etc. Min. 3/8" Anchor (1 per post) SIDE Beams LH XXXH -YYY- (Options) XXX =Beam Model Number YYY =Beam Lengty (inches) Options= special end connections, welds, etc. typ 1/8 o o o vi ui II 0 00 0 0 0 i Min. 1/2" Anchor (2 per post) Added Welds STANDARD T =11 ga 7.75" SEISMIC (t =318 ") A B C D (Standard) (Optional) (Optional) (Optional) BEAM -END All We 1/8" UNO IGGINS OCIATES DATE 7 -8 -96 CHECKED 0, DE 1 R- COP •IGHT. ISSIO ••N COPIE • ARE VAU RMIT CATION. DRAWING S N • ROSS THIS BLOCK APPROVED BASE PLATES COMMON SIZES ONLY SEE INSTALLATION DRAWINGS FOR CUSTOM SIZES AND ANCHORAGE FiOFTUK Job# INTERLAKE RACKS CITY OF UKIVI .A2 3 C 6--• LODI SECTIONS OCT 0 1 19afDrawing# INTERRACK 30 PERMIT CENTER �L_1 STANDARD DETAILS 1 GENERAL NOTES 1.1 This drawing shows standard details of the rack product tine only. Sae engineer approved installation drawings (same Job Number) for components used, special details, arrangement, dimensions, and site specific information. 1.2 The installation drawings govern over this drawing. 1.3 Interlake Lodi Fab is a City of Los Angeles Certified Fabri- cator (0777) 1.4 MATERIAL Steel - ASTM A36, A36M as noted Botts ASTM A325 Type N (no special inspections required) Welding Electrodes - AWS E70 -XX Expansion Anchors shall be ICBO approved types. e.g. Hilt' Kwik Bolt (ICBO RR 02156, 4627) ITW /Ramset /Red Head JS type (ICBO RR 0 1372) Gunnebo Taper -Bolt Sup -R -Stud (ICBO RR 03219) Embedment shall be minimum 5X Bolt Diameter. Other similar anchors may be used if ICBO approved. The anchor types, sizes, and eabedments shown on the installa- tion drawing govern over the sizes shown on this drawing. Special inspections are not required unless noted on the installation drawings. 1.5 Detailing All components symetric about centerline UNO All welds 7/32" UNO All plates 1/2" UNO All holes 13/16" UNO 1.6 UNO vertical braces art in alternate bays. 1.7 Unless noted otherwise on the installation drawings, the allowable soil bearing value is 1.0 KSF. 2 MEMBER KEY 0 Description 1 W8x18 (Fy"50 ksi) 2 Plate 8.25x5.25 3 Plate - trim to fit 4 L3x3x1/4 -3.25" Long 5 min. 1/2" diem. expansion anchor 6 Plate 8.25 "x6" 7 S5x10 8 Plate 5.50" Wide 9 Min. 0.50" diam. rod, or Min. L1- 1/2x1- 1/2x1/8 10 L3x3x1 /4 MINTED ON NO. 10001 CLEARPRINT • H 2' 2' ARM DETAILS ANCHOR FOR SINGLE SUMO RACKS ONLY BASE DETAILS t' Bent Plate It per Detail 3 I NW" /18 1 C DETAIL /18 r ARM TO COLUMN CONNECTIO v 410 'ging PLAN ARM DETAILS Type / Furn- iturt Reg- ular N d' t DM A 8 4 3/16 B 5 2.25 3/16 ON C 8.5 4 1/4 DE E 11 5 1/4 DF F 14 6 1/4 (Units: inches) • Arm tapers from 2" at tip to d at bracket STIFFENERS C6 DETAILS COLUMN BASE O DETAILS 60" TYP 60" TYP 48" BRACING PATTERN REF. DETAIL 4. AND NOTE 1.8 2.75' 2 "typ COL Dimmum r 1 0.688" diam.1 1:• .5 @B . Citsik7S I �ONAL� d n 1 E76'MiES. 3.75' 4' ■F■■■-411. -•--• TYP UNO B TYP* DETAIL. ARM DIMENSIONS fl 1.625' 4- 3.375' TYP 3/16 12.25 3/15 4 1/4 1 5 1/t 1 6 1/L rrtles) from 2" !Q • 2.75• STIFFENERS O ' , o i■' 80• DETAILS = TYP COLUMN BASE O DETAILS TYP TYP 48'7 BRACING PATTERN I .r_ caTA.L & AOC N:3TE 1.50 COLUMN O DMMnuoa. end Propsnies Mikerit. sio.A.t...111V...:::, „z",.....t 1 OAT' 10- ' 5 -93 CHICRID P. H. BRACING CONN .0 (HODS ONLY) el- 1 1 1 1 I 1 1 / 1 TYPICAL ELEVATIONS° DETAIL KEY BRACING (I DETAILS F3 E- rivgD CITY OF TUKWIL.A OCT 0 1 1996 T. ‘441�I INTERLAKE RACKS LODI CANTILEVER STRUCTURAL TYPE STANDARD DETAILS Uob x ?166 Drawing 1 IL -5 ■ Type C I ` e LU -2X 1.50 1.25 LU -7X 1.50 1.50 LU -9X 2.00 1.50, GENERAL NOTES CONN. C BRACE DIMENSIONS t= 0.071" 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. Fabrication by Interlake Lodi Fab Plant (City of Los Angeles Certified Fabricator #777) 2. The installation drawings govem over this drawing. 3. MATERIAL Steel - ASTM A570 Grade 50 UNO Welding Electrodes - AWS E70 -XX (all welds single pass fillet welds designed at 50% stress levels) 4. Expansion Anchors shall be ICBO approved types. e.g. Hilti Kwik Bolt (ICBO RR #2156, 4627) ITW RamseURed Head JS type (ICBO RR #1372) Gunnebo Taper -Bolt Sup -R -Stud (ICBO RR #3219) Embedment shall be minimum 5X Bolt Diameter. Other similar anchors may be used if ICBO approved. The anchor types, sizes, and embedments shown on the installation drawing govern over the sizes shown on this drawing. Special inspections are not required unless noted on the installation drawings. 5. Unless noted otherwise on the installation drawings, the allowable soil bearing value is 1.0 KSF. / Type A l B i d I t Sx Ix , LB201 H 2.34 2.00 1 0.75 0.070 0.29 1 0.37 LB282H 3.04 2.0010.75 0.070 0.4510.73 LB311H 3.31 2.75 1 1.63 0.070 0.63 1 1.13 LB384H 3.65 2.75 1.63 0.070 0.73 11.44 LB485H 4.04 2.75 1.63 0.070 0.86 1.84 LB486H 4.36 2.75 1.63 0.070 0.97 2.24 LB496H 4.76 2.75 1.63 0.070 1.12 2.79 LB597H 5.12 2.75 1.63 0.070 1.26 3.36 LB599H 5.12 2.75 1.63 0.090 1.57 4.21 LB689H 5.93 2.75 1.63 0.070 1.59 4.88 LB690H 6.54 2.75 1.63 0.070 1.8616.29 L8692H 6.54 2.75 11.63 0.084 2.20 7.43, 1r .-1 1.00 t B -I BEAMS DIMENSIONS AND PROPERTIES UNITS: INCHES UNO RIVET PATTERN 2 Rivet Clip Standard 4 Rivet Clip Optional O POST RIVET -typ 3116' CONNECTOR PLATE ON BEAM • • • / Type W ! 0 ! t As , Sx ! rx ! ry ` LU-21B 3.00 1 1.63 1 0.071 0.43 0.36 1 1.12 10.62 LU -25B 3.00 1 1.63 0.089 0.54 10.45 1 1.11 10.62 LU -27B 3.00 I 1.63 0.105 0.62 0.51 1 1.11 0.61 LU -74B 3.00 13.00 0.071 0.63 0.66 1 1.24 1.09 LU -75B 3.0013.00 0.089 0.79 0.80 11.23 1.08 LU -77B 3.0013.00 0.105 0.91 0.91 11.22 1.07 LU -79B 3.00 3.00 0.120 1.03 1.02 1 1.21 1.07 LU -95B 4.0013.00 0.089 0.92 1.18 11.60 1.14 LU -956 4.00 13.00 1 0.120 1.21 1.53 1 1.59 1.1 D 1 COLUMNS DIMENSIONS AND PROPERTIES NET SECTION - UNITS: INCHES UNO Q Q Q A B (Standard) (Optional) (Optional) C BEAM -ENEY eld I TR 1 5- LE D (Optional) 5 E . HI t GINS ASSO• • S U'. N NEERS - R 'PACI IAL7 ,CA 18. 9 -l: 2 D WING 0 S .N ARE -.PY 'GHT. 1" C • • YING '} D ACROS BLOC N ONLY. T SIGN i, ,.' S ONLY AR PERM S ID FOR UILDING APPLICATI• •RAWING MUST BE S BEAM - COLUMN CONN s. OAR 2 1 7/16" (Nom.) ASTM A502-3 Rivets ATE 7 -11 -95 DRAWN CH APPROVED P. H. Ix 0.37 0.73 1.13 1.44 1.84 2.24 2.79 3.36 4.21 4.88 6.29 7.43 g�8 IWAS, / Type W I D 1 t 1 As ! Sx i rx I ry \ LU-21B 3.00 1 1.63 1 0.071 10.43 10.36 j 1.12 1 0.62 LU -25B 3.00 11.6310.089 0.54 0.4511.11 10.62 LU -27B 3.0011.63 0.105 0.62 0.51 11.11 0.61 LU -74B 3.00 3.00 0.071 0.63 0.6611.24 1.09 LU -75B 3.00 3.00 0.089 0.79 0.80 1 1.23 1.08 LU -77B 3.00 3.00 0.105 0.91 0.91 11.22 1.07 LU -79B 3.00 3.00 0.120 1.03 1.0211.21 1.07 LU -956 4.00 3.00 0.089 0.92 1.18 11.60 1.14 k, LU -95B 4.00 1 3.00 0.120 1.21 1 1.53 11.59 1.12, D COLUMNS DIMENSIONS AND PROPERTIES NET SECTION - UNITS: INCHES UNO A B C (Standard) (Optional) (Optional) BEAM -END D (Optional) 0 24203 GINS NEERS ATE 7 -11 -95 DRAWN AR 2 1 N ARE N PERM S ONLY AR APPLICATI D ACROS)'r GHT. ONLY. ID FOR RAWING BLOCK. P. H. APPROVED L FRONT TYPICAL ELEVATIONS SEE INSTALLATION DRAWINGS FOR SITE SPECIFIC INFORMATION NOMENCLATURE: Uprights LU- XXB- YY -ZZZ (Options) XX =Post Model Number YY= Upright Depth (inches) ZZZ= Upright Height (inches) Options = special footplates, etc. Min. 3/8" Anchor (1 per post) SIDE Beams LBXXXH -YYY- (Options) XXX =Beam Model Number YYY =Beam Lengty (inches) Options = special end connections, welds, etc. tyP 118 STANDARD T =11 ga el 16 11 co o g 0 Min. 1/2" Anchor (2 per post) Added Welds BASE PLATES SEISMIC (t =318 ") COMMON SIZES ONLY SEE INSTALLATION DRAWINGS FOR CUSTOM SIZES AND ANCHORAGE nnrr^pplr'rl CITY OF TUKWILA Job # INTERLAKE RAC KSo c T 0 1 1996 LODI SECTIONS P ITCENTEF INTERRACK 30 H BEAIV� STANDARD DETAILS 23667` Drawing # IL -8 1 RECEIVE MAY 2 ' 19 6 BAYS •99 IRUSS TIE BEANS 44111 SNAP LUCK k 9041 AS ORDERED 4 100 4 11011011 PLAN VIEW mum. 1 24. TIP. LOCATE Al TRUSS 0 DETAA. 2 DIAGONALS AS 0 S110,91 0 0 0 RAUE BRACE BEAN SECT LOAD BEAUS LOAD BEAMS 1/4 TO 4 372 ve 10 480 1/4- E.EVATION 7/I6-14 5 4' LC BOLT W/FLANGED LOCK NUT DETAIL 2 SCALE: I . DETAIL 1 SCALE: 1 gr - (71.11.■ 3/e-16 5 5/13. 10. VAIN FLANGED LOCK NUT C) SNAP LOCK I)E'PAIL scun I i/r - 1)..t." 'Al .■ 11. SCALE: 1 /2. REVIEWED cn APPROVED .ETER S. FlIGUN7.3 & ASSOCIATES ILTiNG ST;71.ir.".;TURA!.. ENGIt•JEEP* 2 3 6 6 SEP 2 6' i925 NUM6di UWE -11 BRACE BEAN B DAYS • 99• 1 3• RECEIVED MAY 2 1993 .n.• 1 r.r. , 1 .eve SECTION A— A 011. x 4• LC. 0011 W/Il AN1r0 LOCK Nut (1 RL0'0) — l/7• -13 x r RANGED 0011 w/rLANCEO LOCK HUT 10ROUL 10 100 1t. los. 7/16• IK• K 4• 11. 11141 /- */11 ANC* U LUCK 11431 (! 1410'1)) SECTION B— B • 1/7• -1.5 x 1• FL na(U 1114 I AflIANCED LOCA NUt 1.41.001 10 100 16 1(31 S }.tICTION C —C SECTION 1) D SCALE I /J• • 1, -0. REVIEWED and APPROVED 'ETE(R S. FliCiCINS ASSCCIATES 1 t %L.l ING CT'•i1.J ii.1G \1 .I/' f,.. EtYI�tI ,NEF%• 2 3 6 6 SEP 2 6 1925 JO NJi� ►u�Ft Us +� : 7/16. 01* It 4' LG IIOI1 'AM-ANGEL/ 10.4 14111 (4 RE0'D) 1, 5Et PE1ER 5 leGr/115 k ASSOCIATES DR *ONO 11 -1 FOR COIAPONLNI 11119115. 2. SEE NOIRE OEPOIS RACK ELEVATION rOR C0NP0NENIS ORDERED. 3. GRADE 5 00115 USED, DESIGNED AS *5(1) A307 MATERIAL, UNLESS NO(ED OINCRvASE NO SPECIAL INSPECIION REWIRED CITY OF TUKWILA OCT 0 1 1996 PERMIT CEN U -�U l0j)3 Rl U • 51113/73 9.111 5/141 AJK IN w 11A 4441 64•1 I n 1• TER Interlake Material Ilandlin I3ivi5i0n O 4 a a vui(ALI 4 -21 -93 1/4•.1' -0• AJK 111 MIM I ROIL 1(RRUED .1 r 11 UA4ON GENERAL REVISION • U PUNCIRNG ((x1 000IAIION 1/2 x 1. 4401.1 wAS 1 1/2 1.0 oT ir.• 044wc 14 1/7. 801.1 wAS 7/16• 111111 110)0 ASSEMBLY ...1. (40' -0•) 11 CIRU TIC DWG NU R4r737o3 c__ ••,V 11.. a 11. M I) . M4 /IMII .4 KV bl [i..w1a H.1. w4 w ... 6.M pl.+ .M w.MM.A K IS1Y.4 . wI .w... I..1 I..4 r •I 6+.•.I ..1Ir ..N ./ .01 w....I. r N .I.e. INA -23203 11/6P '4 1r SIN) 1W44I - IN*C� y/1 /16 01 G*4*1 406U AN(M14 *1/ - 16IIII•46.4 - 1AACIKAIAL 11/64 WAIN. 41.156 *144141■4 61 /. 11111 (11 MA(1I(IAL 4s4 M. WI IR. /.w tSIMR a-1 / 311 W., 1 1UC -347/I PRUARY IRUSS LU75 -36-366 IC 2 rue -34772 SECO40 IlY 1RUSS 1UJ5- 36.144 11 3 ruC -31774 IRUSS SPIICC BRACK(I 21 4 PURIIN 11x17511 -360 4; 5 PURIIN 1I1R7511 -153 J 6 PURl114 SPLICE BRACK(' lu:• 34736 4; 7 1uC -34310 BAG* 10 04C0 SAM( 771 5 IRAK 14315 -4/ -144 It TRUSS MACE BEAM 111371 -1199 — G. _9 10 111311 -051 _. - -- 1 II4US5 0444C( 1114u 11 1041) BVu mt371. 099 —___ __ - .•• - - -- _6 17 ILIAD DI AY 111311 -43!11 1 13 1141141 BRACE Blau In171 -4399 -• - ^• _-- .- .. - --_- 11 14 lK8ur BN4r,E 11144 111 (7I. Iihl--- 011. x 4• LC. 0011 W/Il AN1r0 LOCK Nut (1 RL0'0) — l/7• -13 x r RANGED 0011 w/rLANCEO LOCK HUT 10ROUL 10 100 1t. los. 7/16• IK• K 4• 11. 11141 /- */11 ANC* U LUCK 11431 (! 1410'1)) SECTION B— B • 1/7• -1.5 x 1• FL na(U 1114 I AflIANCED LOCA NUt 1.41.001 10 100 16 1(31 S }.tICTION C —C SECTION 1) D SCALE I /J• • 1, -0. REVIEWED and APPROVED 'ETE(R S. FliCiCINS ASSCCIATES 1 t %L.l ING CT'•i1.J ii.1G \1 .I/' f,.. EtYI�tI ,NEF%• 2 3 6 6 SEP 2 6 1925 JO NJi� ►u�Ft Us +� : 7/16. 01* It 4' LG IIOI1 'AM-ANGEL/ 10.4 14111 (4 RE0'D) 1, 5Et PE1ER 5 leGr/115 k ASSOCIATES DR *ONO 11 -1 FOR COIAPONLNI 11119115. 2. SEE NOIRE OEPOIS RACK ELEVATION rOR C0NP0NENIS ORDERED. 3. GRADE 5 00115 USED, DESIGNED AS *5(1) A307 MATERIAL, UNLESS NO(ED OINCRvASE NO SPECIAL INSPECIION REWIRED CITY OF TUKWILA OCT 0 1 1996 PERMIT CEN U -�U l0j)3 Rl U • 51113/73 9.111 5/141 AJK IN w 11A 4441 64•1 I n 1• TER Interlake Material Ilandlin I3ivi5i0n O 4 a a vui(ALI 4 -21 -93 1/4•.1' -0• AJK 111 MIM I ROIL 1(RRUED .1 r 11 UA4ON GENERAL REVISION • U PUNCIRNG ((x1 000IAIION 1/2 x 1. 4401.1 wAS 1 1/2 1.0 oT ir.• 044wc 14 1/7. 801.1 wAS 7/16• 111111 110)0 ASSEMBLY ...1. (40' -0•) 11 CIRU TIC DWG NU R4r737o3 c__ ••,V 11.. a 11. M I) . M4 /IMII .4 KV bl [i..w1a H.1. w4 w ... 6.M pl.+ .M w.MM.A K IS1Y.4 . wI .w... I..1 I..4 r •I 6+.•.I ..1Ir ..N ./ .01 w....I. r N .I.e. INA -23203 11/6P '4 1r SIN) 1W44I - IN*C� y/1 /16 01 G*4*1 406U AN(M14 *1/ - 16IIII•46.4 - 1AACIKAIAL 11/64 WAIN. 41.156 *144141■4 61 /. .�_._.....�...... _................. w...... ................. w...,. a.«......., w,..... o+ w,.,.....»... w...... wr.. rrn,. ncv.. ro+ artxram�a.. N. ttr�. a» Me�i '»ualrkriT9JY >x'Stiag2'4iYCD4,:R ^--LT7= . —. yt.—a ... i PARTIAL TOP VIEW 0 F • • • • 54' OR 108' CLEAR 57' OR 111' STARTER BAY BOLT FLAT WASHER DETAIL 1 PUSH BACK RAIL BEAM BEVEL WASHER FLANGED NUT .N. A mitionntrn • MAR z1 MB 1 EViEWEr) and APPFIOVED S. HIGC!NS I& ASSCCATES • JL.TING ET''I;CTUPAL EN KEEP. 23 6 6 SEP 26199 JOki URLE 108' CLEAR 111' ADD ON BAY 0 2 15/15' IYP NALL ELE VA 'IONS ARE MEASURED FROM THE TOP OF FOUL PLABE. SLC1'ION C -C SEC'T'ION D -D FRONT 1, 0 3/16' STO. MOP J/16- SM. OROP •1— r 0 s 0 h 0 T 0 n 0 0 RECElVI SEP 1 6 •R . "'GO•A1 • T T v4 2 2 ro 0 7 3/4' BEAM SCHEMATIC SEISMIC FOOT PLATES 1. EWE() and APPROVED ,, S. HIGC!NS &ASSCCIATES ; ING ST'I;CTUPAL ENG: NEEF,. 3 6 6 SEP 2 6 199 Ni�Itii�Ct1 UN►E FRONT in 0 0 3 /RS' STD. DROP E a W1 n •r 0 0 —a 'J 2 5 /E' DROP -T- 0 0 0 0 0 4, r 0 RECEIVED SEP 16 1993 K R. s '•00.4 A ASSOC Y • .1 4 0 n 0 REAR TOP or FOOT PLATE 7 3 /A' BEAM SCHEMATIC Y1 I 7 0/4. SEISMIC FOOT PLATES 101, OF END PLAIT HILL or MATERIAL 2 3 1 •••1 ••I. 444•0 WM. / sa PB•ISLt (RAVE 1103__ -51197 6/440" • 0008119 Pe'•19 CULIAI• 803__ -C1-197 P8904 SPACER SO5 -46 -64 PB BEAU 1 (rRDNI BEAU) S155- 5 6 1 9 PB 0EAU 2 (1NRnMEOAIE &AU) DN . 7 5/6' P9 aAl/ 3 (REAR firma) ON • 1 3/6' (N elm. 7.5 (INIERMEUTAIE BEAU) ON • 2 5/6' 7-13(1111.04,N BALK RAILS PALL( 1 SUPPIMI l RAILS I2' 5/16'HI- 102' COPE TOP (LANCE O44L2 2 15/16' 13/16' (PONT BEAM A " DETAR REAR BEAM B OIT[R10N ICAu TYPICAL RAIL ELEVATION (LEFT) 911ER101 t REAR SECTION "B —B" INT. & REAR BEAM RAIL ATTACHMENT (LEFT) 102' SECTION "A— A" FRONT BEAM RAIL ATTACHMENT (LEFT) 2 15/16' 14004. A' 12' — I5 /46•' x (RONT BEAM DETAIL , '--A " REAR DEAN B1N1ER10t BEAU TYPICAL RAIL ELEVATION (RIGHT) ' INIERIOR & REAR SECTION "B -13" INT. & REAR BEAM RAIL A'ITACIIMENT (RIGHT) SECTION "A —A" FRONT BEAM RA4t..474SHMENT CITY OF ('BI.' . O CT 0 1 1996 PERMIT CENTER Intesrlako Uaterial Hand ing Division 7 22 -90 I/2•.(2' r LIA Peg.'" STRUCTURAL % FQR INSTALLATION A./01 (M 1 REVISE') 0.0.1J . A00(0 1/A1CIaN0 ,V(& PUSH BACK FOR APPROVAL a a .10001 FOR OUOTANC4. a1c100w 4410 Ao HOME DEPOT ♦ *HEEL CART / 2 DEEP FMA -23225 51RUCIURAL CHANNEL BEAUS SEISMIC 1""!" ECIRONIC 0446 NO 1 RAI21725.A01 4, .. ......1.. 0004 •• •••.I. M • 441•••• (••••• ••. l .. 00 M .44140 I•••••••• .M••I•K - •0011•••• • .0I 1.440, w. W. y ry..••- .ww.- -...1 .. ■•• Iwo.-. 0 M 04.04 {••••• .. son .4) S- 8 P SI �1(i1R,Aµia r4*CIKOIALS'j1 /19 DECO. *4.0/0 ANCIMARi1//jj MECNAA.0A1. - r1AC110NA1 AI /N DAMN. A.005,QISOUL(�R.01 /7— ... „sr,wu.•∎••• ny.• "•ast'^e ,t•r_t1.06..25,t.V71,13V PARTIAL TOP VIEW to D 5e OR 106' CLEAR Sr OR 111' STARTER BAY l ' J 1. .— AONT BEAM" Li If _ — — ism 5/e - 4'_ COI' 1CP 17. t (LANCE ON Y 5 /I&T r B r ur 1At{ 1 IN IFRI(MT BEAM 1 /M,' \ Ir(NIM.1) l►•`11 \` I/( AN BEAU TYPICAL RAIL ELEVATION (1.1:1f"l') 0 1013• CLEAR 111' ADO ON BAY B.., TYPICAL RAIL ELEVATION (RIGHT) 5A' FRAME A6' SPACE SA' FRAU( NOTE: ALL ELEVATIONS ARE MEASURED FR01A THE TOP Or FOOT PLATE. SECTION "A —A” FRONT BEAM RAIL ATTACHMENT (RIGHT) SL.CTION "A- A" FRONT BEAM RA11. A'I"i'AC11Mt1•_N'I' ( LEI' "I') 2 FRONT 4- SECTION "13 —!3" INTERIOR BEAM RAIL A'1 "1'ACIHMEN't' WIC! I'1') O . RECEIVED SEP 1 6 1993 R IYt ! .GOAS AKSOC SECTIOP IN'I'ERlO RAIL ATI (LE BEAM SCIIEMATIC SECTION "C —C" REAR BEAM RAIL A7TACIIMENT (RIGIIT 'n 7 SE1S _�, �— .� ., -� �. f•IN tl �a 1 _ .. PARTIAL TOP VIEW to D 5e OR 106' CLEAR Sr OR 111' STARTER BAY l ' J 1. .— AONT BEAM" Li If _ — — ism 5/e - 4'_ COI' 1CP 17. t (LANCE ON Y 5 /I&T r B r ur 1At{ 1 IN IFRI(MT BEAM 1 /M,' \ Ir(NIM.1) l►•`11 \` I/( AN BEAU TYPICAL RAIL ELEVATION (1.1:1f"l') 0 1013• CLEAR 111' ADO ON BAY B.., TYPICAL RAIL ELEVATION (RIGHT) 5A' FRAME A6' SPACE SA' FRAU( NOTE: ALL ELEVATIONS ARE MEASURED FR01A THE TOP Or FOOT PLATE. SECTION "A —A” FRONT BEAM RAIL ATTACHMENT (RIGHT) SL.CTION "A- A" FRONT BEAM RA11. A'I"i'AC11Mt1•_N'I' ( LEI' "I') 2 FRONT 4- SECTION "13 —!3" INTERIOR BEAM RAIL A'1 "1'ACIHMEN't' WIC! I'1') O . RECEIVED SEP 1 6 1993 R IYt ! .GOAS AKSOC SECTIOP IN'I'ERlO RAIL ATI (LE BEAM SCIIEMATIC SECTION "C —C" REAR BEAM RAIL A7TACIIMENT (RIGIIT 'n 7 SE1S ._ .RECEIVED . SEP 16 1993 1 .t . R. 5 A.coNS A Assoc FRAUE )N "13 -13" 1012 BEAM 'll'AC11MEN'I' RIC SUCTION "A -A" FIUON'I' BEAM RAIL A'I"I'ACIIMI'_N'l' (LEFT) g 0 SLcEIV_D 1 3 1993 v..•.,.w•sA 11110C - - - - -- - - --- - - Util Or' MAf rtIAL - .. —+.. . _ ••• I •I r aI. .w. / sn nn X61ra.0 [ [ KC3__ -54197 *MDR ! DOVOLLR 7 01101111 FRAME KC3__ -54197 *Moo 3 U* SPACCA KIM)* SOS -.6 -R. 4 PO BEAU 1 (rRONI BEAU) 5455- 5 PH OCAU 7 (IN IERIOR BEAU) ON • 7 5/6' 6 00 UEAU .3 (INIERI00 BEAU) UN • 1 3/9' 7 00 BEAU 4 (REAR (1tAU) UN • 2' 0 ra BEAU 2 -5 (MICRO/ 0(114) 3.00.1 E 0 ON • 7 5/4' 9 PB 01 AU 3 -5 (MICRO/ REA -13°11 EP 0'4 . 1 3/0' DEEP PU511 BACK 11 ✓ P LL(t SUPPUR I ,PA11.S RAIL A'1 "1'A LLE 0 EC'l'ION "C -C" REAR- BEAM RAIL ATTACHMENT (LEFT) BOLT 2 2 S 4 0 3 -BOLT E.P. 2 2 2 la 4 _1 5 0 0 4 T r T L .L._ BEAM SCIIEMA'l'IC n SECTION "C -C" REAR BEAM RAIL ATI'ACIIMENT (RIGIIT 'n RE4 "L'!NEO and APPROVED E:TER S. HI; .GINS et ASSCCIATES JLTING STRUCTURAL ENGINEER HL r 236., SEP 2G COLUTAN -r JOEi NUMB i REAR 1 TOP OF FOOT PLATE TOP OF ENO PLATE 7 3/1- FLANGED NUT SECTION D -1) SEC'IION E -E RECI\r"D CITY OF TUKWILA �_ FLAT MASHER 7 3/4, 1 OCT 0 1 1996 4,,.,,.. DETAIL 1 SEISMIC C'00'1' PLATES B TWA PERMIT CENTER 13 93 AJKILUI RE1ASEO 0.0 14 ADDE0 HATCHING IMR a o. .LVisoi HOME DEPOT • PUSH BACK RAIL BEAU BEVEL MASHER FLANGED NUT Interlake Material Hand ing Division a lilt* ow. AJK 114 x FOR INSTALLATION s7 -22 -931 /2' "12' r0O1k1 STRUCTURAL WNW PUSH BACK LEClRONIC OwG NO 1 RA323225.A02 1' — es.$r• PN) YM 11MI. M 1.1.44n444 Lw1.es K. ..w .r M 4.1.....81•11110.1 /1.1•...1.. I rl.r• Y •...1w.. 1r - ti.11_,._e.�.... 881.1.. ".... ......•.1.4 IN 0..M r FOR APPROVAL FOR Quo TAHON '4(Y.45,, a.1.4 4 mat. CART / 3 DEEP f'h1A- 2322 5 SIRUCIURAL 01A1111EL OEA&IS SEISWC s.nso $_2 i 1 rKANCC rat tNSKMS 1,1*1SS ORIEK.ISE W(0lI[O MCCRANCA/ - 1KACIK71'CRAl 14/04 41(6411 1.005 AANWLA9 *1/7 b 8 g *<- 15 • SEP ...........,.»,. �.. ...�. «..._s...,w•,rnr:...s..n+. a, osa:>- ir. r-. srkn�. r�J�.^ st?. Y+ S: n.^ r; cr:+' Ms:. rtuxsn�friw�f. bk' 7. �f1! 1' F�YE:•»: f!" ?a'Y?R�%''�Q%'i`�'��s� PAR'T'IAL TOP VIEW 9 A 1_ 205 5 /N• ..--C///--- IRON! BEM, ) A-"'-' um( I� f '1 IN if RIoR BEAU 'N" wig Au/ 1.•._13 / REAR tIAu TYPICAL RAIL E1,l;\'Al40.N_ f RE'1 EWER End APPS ;O'/ EO 1 i ER S. HIC..C:i`i:1 ° /tSSCCiATESL ' J11_T 1N3 ..:UCTU.` ';L E_NZI ` I'' , D D SA. oR toe- CLEAR 57' OR 111' STARTER DAY (NOM.) 205 5 /e. E • toe' CLEAR 111 ADD ON DAY COPE 10P , A' 14• FLANGE ONLY - 15/16' FRONT BEAN DETAIL 1 C —' INTERIOR BEAM i _.J INIERRM BEM REAR BEAM TYPICAL RAIL ELEVATION (RIGHT) SECTION "4• A" FRONT BI;I \M IL A'1 "1'ACIIMEN'1' FRONT SECTION "13- INTERIOR DE RAIL ATTACH! (LEFT) 0 T _ O O NOTE: ALE EEEvATIONS ARE MEASURED FROM IIIE TOP OF root PLATE SECTION "A —A" FRONT BEAM RAIL AT'I'ACI-INIEN'1' (RIGHT) I'I') SECTION "D —D" IN'T'ERIOR BEAM RAIL A'T"1'ACHMEN'I' LRIG 11'1') o n YI SEC'T'ION "C —C" REAR BEAM RAIL AT'T'ACHMENT (RIGHT) BEAN CD SECTION "j1•- A" FRONT BEAM AIL A'1 "I'ACIIMLN'I' (LEFT) C. SECTION "D -I3" INTERIOR BEAM RAIL A'1'11'ACI-IMEN'I' (LEFT) ----------- __- --- . Dili OF iAAiERIA; -- .n. 1 1/MI w (•■u04 M.N. / Kn _ _ _ _ • -� nyn5LE (RAMC "C3 .._ -54.97 4/11011 A 00001E9 2 PBN19 CULINN 9C3__ -CL -197 3 MOTOR SPACER 11 505 -46.94 4 PBR04 SPACER 82 L•52 5 POINIR •RAMC 4C3 -- -54197 ../11D1• 6 PB 964U 1 (TRENT BEAN) 5455- 7 PO BEAU 2 (M(56109 BEAM) BM • 25/6- B P9 0E444 3 (*MINOR BEAN) ON . 1 3/6• 9 P9 BEAM • (141E91011 BEAM) DN • 2• tD PO BEAN 5 (REAR BEAM) D. • 11/16' 11 PU 9E414 2 -5 (NIUR10R BEAM) 3 -001 r f P ON • 7 5/6' 12 DU BEAU 3 -5 (INIERIOR BEAN) 3 -0111 E11 Ur4 - 1 3/6. 13 PO BEAN 4 -5 (NIERIOR DEAN) 3-OULT E P ON • 2. 14 4 -DEEP PUSH BACK RAILS 15 PALLET SUPPORT RAILS SECTION "B- B" INTERIOR BEAM RAIL AT'1 ACHA ENT (RIC 111') YI SECTION "C -C" REAR BEAM RAIL A'I"1'ACHMEN'I' (RIG 11'1') BEAM SCHEMATIC : I ��J CITY OF TUI INILA I- 7 3/'' O C T 0 1 1996 S PLATES UI SECTION "C - -C" REAR .BEAM RAIL ATTACHMENT (LEFT) REAR FLANGED NUT al 1 ( [LANCED NUT SECTION D -D �.1 REINFORCED COLUUN TOP Or FOOT F PLATE TOP Or END PLATO BEAN fC( v170 BOLT SECTION E -E DETAIL 1 PUSH BACK RAIL BEAU BEVEL WASHER FLANGED NUT PERMIT CENTEI rieerlake Material Handing Division 4N 111AMImis 1411 IMAM 7 -20 -931 1/2•.12• AJK A B 1. • CI= REN1 ASA DAR D/A. ^I 6.0.41. AU Ed HATCHING *Waal '"mull STRUCTURAL �W PU511 BACK HOME DEPO ELEC IRONIC DWG NO RAF23225.A03 4AN. r •••1 (" 1 4) • M .MI• .I woo M. . (F..6 ow. kw. 410 M •• 411.1 0.0•••.+A 014.418...4}.MS . w. •••••. ••• w e MY.. •11...••...•.••1 4...1....1•.. 0 .. ••• 1•••••• . 4 %NEEL CART / 4 DEEP SIRUCTURAL CHANNEL BEAUS SEISRIC L4 K FOR INSIAATIQN r1N1 APPROVAL FOR OU01AI10N M4a.6 .K FMA -23225 Kan w S -3 1 ANG[ F0 W/M91N3 UNIL55 OIIIERUISE Sif00EO SM/UIulltu 09*CII ONAL 11 /464 DIMECORN. 1.003 ANGULAR *1/2 8 :.taC"niXMe'1VRYlvhyra r.W'!w:•n, City of Tukwila alwMaiW.yn'.xTS . r: u�v�v.. w. nx..• �+ ee��f-... •+nas�+.�iw..x...��.,..r�w...rx John W. Rants, Mayor Fire Department Fire Department Review Control #D96 -030 (510) Thomas P. Keefe, Fire Chief October 21, 1996 Re: The Home Depot - 6810 South 180th Street Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. 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) Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) 2. No point in a sprinklered building may be more than 200 feet from an exit, measured along the path of travel. (UBC 1003.4) Obstructions, including storage, shall not be placed Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) .5754404 • Fax (206) .57$4439 City of Tukwila John W. Rants, Mayor Fire Department Thomas P. Keefe, Fire Chief Page number 2 in the required width of an exit, except projections as permitted by the Building Code. Exits shall not be obstructed in any manner and shall remain free of any material or matter where its presence would obstruct or render the exit hazardous. (UFC 1203) Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. Storage under exterior or interior stairways shall not be permitted unless such space is protected on the enclosed side by one hour fire - resistive construction and sprinklered where required. (UFC 1210.3) Gates and barriers shall be openable without the use of a key or any special knowledge or effort. Gates and barriers in an exit shall not be locked, chained, bolted, barred, latched or otherwise rendered unopenable at times when the building or area served by the exit is occupied. (UFC 1208.2) Gates and barriers installed across an exit shall be of sufficient size as to be capable of opening so that the clear width of the opening is not less than the exit width required by the Building Code. (UFC 1208.3) When two or more exits from a story are required, exit signs shall be installed at the required exits and where otherwise necessary to clearly indicate the direction of egress. (UBC 1013.1) Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207.1- 1212.8) Aisles leading to required exits shall be provided from all portions of buildings. Aisles located within an accessible route of travel shall also comply with the Building Code requirements for accessibility. Headquarters Station: 444Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 57$4439 City of Tukwila John W. Rants, Mayor Fire Department Page number 3 (UFC 1204.1) Thomas P. Keefe, Fire Chief Exits shall not pass through kitchens, storerooms, restrooms, closets or spaces used for similar purposes. (UBC 1003.5) Combustible material shall not be stored in exits or exit enclosures. (UFC 1103.3.2.3) 3. Maintain sprinkler coverage per N.F.P.A. 13. Addition /relocation of walls, closets or partitions may require relocating and /or adding sprinkler heads. All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 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) Hose racks must remain unobstructed to allow the rack to swing freely. (UFC 1001.7.3) 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) Refrain from blocking sprinkler coverage with shelving. NFPA standard #13 states that any shelving or decks in excess of 4 feet in width will require installation of sprinklers thereunder. Sprinklers subject to mechanical injury shall be protected with listed guards. '(NFPA 13- 2 -2.6) Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 57.5-4404 • Fax (206) 575.4439 City of Tukwila Fire Department Page number 4 John W. Rants, Mayor Thomas P. Keefe, Fire Chief Maintain hose station coverage per City Ordinance #1742 and N.F.P.A. 14. Addition /relocation of walls or partitions may require relocating and /or adding hose stations. 4. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 5. Accumulation of combustible waste material is prohibited during the demolition phase of this project. Remove and properly dispose of all waste material prior to the close of the working day and as often throughout the day as needed. 6. "NO SMOKING" areas shall be designated in warehouses, stores, industrial plants, institutions, schools, places of assembly or where combustible materials are stored or handled, when conditions are such as to make smoking a hazard. Please post the following area(s) with no smoking signs with lettering, size, and location to be clearly visible from adjacent areas. (UFC 1109.4.1) 7. Warehouses designed for high -piled stock shall establish and maintain aisleways of not less the 44 inches to provide access to all exits and fire department access doors. (UFC 8101.6.3) 8. Storage may not be closer than 36 inches in all directions to ceiling -hung "Space or Unit" heaters. (UFC 1109.2) 9. Storage may not be closer than 18 inches below sprinkler heads. (NFPA 13, 4 -2.5 and NFPA 231.5-1) 10. Foam rubber - backed carpet and foam padding shall be stored in separate areas away from other carpeting. Foam rubber - backed carpet and foam padding shall not be stored higher than 6 feet. Storage higher than 6 feet will require the installation of "in- rack" sprinklers. Foam rubber - backed carpet and foam padding when intermixed with Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 575 4439 '... u.: m,:,•, NS: w • _:�ts:�d�t!.x s.a. City of Tukwila John W. Rants, Mayo Fire Department Page number 5 Thomas P. Keefe, Fire Ch1 regular carpet shall be treated the same as "all foam ". (UFC 8103) (NFPA 231) 11. The storage of idle (un -used) pallets is limited to six feet in height by the Uniform Fire Code. If storage quantity in excess of six feet in height is required, outdoor storage must be utilized. (UFC article 81) (NFPA 231) 12. In double row racks with heights of storage up to and including 25', an average nominal 6" transverse flue space between loads or at rack uprights shall be maintained. (NFPA 231C 4 -3.1) High -piled combustible storage is combustible materials in closely packed piles more than 12 feet in height or combustible materials on pallets or in racks more than 12 feet in height. For certain special - hazard commodities such as rubber tires, plastics, some flammable liquids, idle pallets, etc., the critical pile height may be as low as 6 feet. (UFC article 2, sec. 209 -H) Maintain minimum 6" longitudinal flue space between back to back racks. (NFPA 231C) 13. 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) 14. Smoke venting and curtain boards required by Table 81 -A of the 1994 edition of the Uniform Fire Code, shall be provided and installed per section 8102.7 and Table 81 -B of the 1994 edition of the Uniform Fire Code. 15. Flammable liquids in excess of those amounts allowed Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 57544: City of Tukwila John W. Rants, Mayor Fire Department Page number 6 Thomas P. Keefe, Fire Chief within control areas will have to be removed from the premises or a room will have to be designed and built to meet the requirements of the Building and Fire Codes for a (H -3) flammable liquids storage room or warehouse. (UFC 7902.5.7.3) Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. Yours truly, aviv;;;) 570 The Tukwila Fire Prevention Bureau cc: TFD file ncd Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) S75-44139 v r,,..�,' .S �sJk. '!� r�, i.-«. ..,4 "'. .ri,�'•5 ",L ..a.. (. rr:�...t�.,.S., .i Q- City of Tukwila FILE COPY John W. Rants, Mayor Department of Community Development Steve Lancaster, Director October 7, 1996 Mr. Mark Beers Project Manager 1651 Southwest 351st Street Federal Way, Washington 98023 Dear Mr. Beers: SUBJECT: Development Permit Application Number D96 -0030 NOTICE OF INCOMPLETE APPLICATION Home Depot 6810 S 180 St This letter is to inform you that your permit application received at the City of Tukwila Permit Center on October 2, 1996, was reviewed at the October 3, 1996, plan review meeting. Your application was determined to be incomplete. Before your permit application can begin the plan review process the following requirements from the Building Department must be met. Building Department: Contact Ken Nelsen, Plans Examiner, at 431 -3670 if you have any questions regarding the following comments. 1. The plans do not clearly identify what existing racks are being relocated to the new location. Please identify on your plans and resubmit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 , nA Mr. Mark Beers October 7, 1996 Page 2 ...J•; .., Vt•�}: } *:rtjry.e ;; 'nn Ji'••vl.t' :,.+,n..^,1.. c If you have any questions please contact me at. the City of Tukwila Permit Center at (206) 431 -3672. Sincerely, 1-lecceig`le&te,t5on Kelcie J. Peterson Permit Coordinator Enclosure CER1`11-1ED MAIL File: D96 -0030 P 434 386 341 I Receipt for Certified Mail m. No Insurance Coverage Provided gwim Do not use for International Mail (See Reverse) Sent to MR MARK BEERS su1651N SW 351 ST P.O., State and ZIP Code FEDERAL WAY WA 98023 Postage .32. Certified Fee 1.10 Special Delivery Fee Restricted Delivery Fee Return Receipt Showing to Whorn & Date Delivered 1.10 Return Receipt Showing to Whom, 'site, and Addressee's Address rAL Postage a Fees 2.32 Postmark or Date MAILED 10/7/96 LETTER OF INCOMPLETE APP. D96 -0030' .01 J sea.rul.o..■•■••% r- DE l'AuH TO L'SPLAY CERTIFICATE-1, CERTIFIES THAT THE PERSON NAMED HEREON IS REGISTERED AS PROVIDED BY LAW AS A r.t• ' • ' t-P ,,,tk :4j." •."1:' • IS. 4 k -'Pr,1;."'"` t - . • PET CENTR625-052-000 (3-92) • t._ DETACH TO DISPLAY CERTIFICATE_t This Document and Associat be reproduc Home Depot *4705 Interlake Racks Location: Tukwila, WA (Zone 3) Prepared For: Home Depot 601 S. Placentia Fullerton, CA Prepared By: Peter S. Higgins And Associates Consulting Structural Engineers 1225 -F North Pacific Glendale, CA 91202 (818) 549 -0072 Peter S. Higgins, S.E. Sep b Numb 2366 emb 25, 1996 FILE COPY Dqv nd the design it . It is provided d in any fashion w o ains is copyright by Pete S. Higgins an instrument of service, a d shall not out written permission. If this contain the n Secti• ink o calcu Noti calculati all shee t page(s 1. All a con ation s e of and cumen asting 1 be s to subm' lcu sh s ildin ted for b ations as be acco bear ldin fisted a it r ropri e same Jo is block. par pe n b: it ap e tab • contents all d = ings listed i seal • and signatures in N •er Reference. The • • s val all RE i AV ' 11111111111•I C SONS OF IGNEri 'IES ARE INVALID E *$ ES. '4,1Att i• t :M8 RECEIVED CITY OF TUKWILA OCT 0 1 1996 PERMIT CENTER PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet ii Table of Contents 1 Reference Data 1 1.1 Documents 1 1.1.1 Drawings 1 1.1.1.1 By Peter S. Higgins and Associates 1 1.1.1.2 By Others 1 1.2 Loads 1 1.2.1 Vertical (Dead plus Live) 1 1.2.1.1 Pallet Rack 1 1.2.1.2 Push Back Rack 1 1.2.1.3 Cantilever Rack 1 1.2.1.4 Light Cloud Area 2 1.2.1.4.1 Display Purlins 2 1.2.1.4.2 Racks 2 1.2.2 Seismic 2 1.2.2.1 General (1994 UBC Chapter 22, Division VI) 2 1.2.2.2 Short Formulation 2 2 Heavy Duty 144" High Pallet Rack 3 2.1 Components and Geometry 3 2.2 Check Beams 3 2.2.1 Display Beams 3 2.2.1.1 Design Forces 3 2.2.1.2 Beam Properties 3 2.2.2 Up to 108" Spans 4 2.2.2.1 Design Forces 4 2.2.2.2 Beam Properties 4 2.2.3 Up to 150" Spans 4 2.2.3.1 Design Forces 4 2.2.3.2 Beam Properties 5 2.3 Check Posts (Dead plus Live Loads) 5 2.3.1 Load to Post ((g1 Critical Section) 5 2.3.2 Post Properties (net section) 5 2.4 Longitudinal Seismic 5 2.4.1 Base Shear 5 2.4.2 Design Forces 6 2.4.3 Post - Combined Stresses 6 2.4.4 Beam Connections 6 2.4.4.1 Design Forces 6 2.4.4.2 Connection Capacity 6 2.5 Transverse Seismic 6 2.5.1 Base Shear 6 2.5.2 Design Forces 6 2.5.2.1 Stability 7 2.5.2.2 Brace 7 2.5.2.2.1 Design Force 7 2.5.2.2.2 Brace Capacity 7 3 Heavy Duty 192" High Pallet Rack 8 3.1 Components and Geometry 8 3.2 Check Beams 8 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet iii 3.2.1 Up to 99" Spans 8 3.2.1.1 Design Forces 8 3.2.1.2 Beam Properties 9 3.2.2 108" Spans 9 3.2.2.1 Design Forces 9 3.2.2.2 Beam Properties 9 3.3 Check Posts (Dead plus Live Loads) 10 3.3.1 Load to Post (@ Critical Section) 10 3.3.2 Post Properties (net section) 10 3.4 Longitudinal Seismic 10 3.4.1 Base Shear 10 3.4.2 Design Forces 10 3.4.3 Post - Combined Stresses 11 3.4.4 Beam Connections 11 3.4.4.1 Design Forces 11 3.4.4.2 Connection Capacity 11 3.5 Transverse Seismic 11 3.5.1 Base Shear 11 3.5.1.1 24" Deep Racks 11 3.5.1.2 >36" Deep Racks 11 3.5.2 Design Forces 12 3.5.2.1 24" Deep Racks 12 3.5.2.1.1 Stability 12 3.5.2.1.2 Brace 12 3.5.2.2 >36" Deep Racks 12 3.5.2.2.1 Stability 12 3.5.2.2.2 Brace 13 3.5.2.2.2.1 Design Force 13 3.5.2.2.2.2 Brace Capacity 13 3.6 Attachment of Display Walls to Standard Duty 192" Racks 13 3.6.1 Loads 13 3.6.1.1 Pallets 13 3.6.1.2 Due to Walls 13 3.6.1.3 Total 13 3.6.2 Stability 13 3.6.2.1 Pallets plus Wall 13 3.6.2.1.1 Anchorage 14 3.6.2.1.2 Brace 14 3.6.2.2 Wall Only 14 3.6.2.2.1 Anchorage 14 3.6.2.2.2 Brace 14 3.7 Slab on Grade 15 4 "Doubler" 192" High Pallet Racks with 7.5 kips per level and LU79/25 uprights 16 4.1 4 Levels @ 48" 16 4.1.1 Components and Geometry 16 4.1.2 Check Beams 16 4.1.2.1 Up to 99" Spans 16 4.1.2.1.1 Design Forces 16 4.1.2.1.2 Beam Properties 17 4.1.2.2 108" Spans 17 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet iv 4.1.2.2.1 Design Forces 17 4.1.2.2.2 Beam Properties 17 4.1.2.3 Up to 150" Spans 18 4.1.2.3.1 Design Forces 18 4.1.2.3.2 Beam Properties 18 4.1.3 Check Posts (Dead plus Live Loads) 18 4.1.3.1 Load to Post ((g Critical Section) 18 4.1.3.1.1 Below Doubler 18 4.1.3.1.2 Above Doubler 18 4.1.3.2 Post Properties (net section) 19 4.1.3.2.1 Below Doubler 19 4.1.3.2.2 Above Doubler 19 4.1.4 Longitudinal Seismic 19 4.1.4.1 Base Shear 19 4.1.4.2 Design Forces 20 4.1.4.2.1 Below Doubler 20 4.1.4.2.1.1 Design Forces 20 4.1.4.2.1.2 Post - Combined Stresses 20 4.1.4.2.2 Above Doubler 20 4.1.4.2.2.1 Design Forces 20 4.1.4.2.2.2 Post - Combined Stresses 20 4.1.4.3 Beam Connections 20 4.1.4.3.1 Design Forces 20 4.1.4.3.2 Connection Capacity 21 4.1.4.4 Base Plate 21 4.1.5 Transverse Seismic 22 4.1.5.1 Base Shear 22 4.1.5.2 Design Forces 22 4.1.5.2.1 Stability 22 4.1.5.2.2 Brace 22 4.1.5.2.2.1 Below Doubler 22 4.1.5.2.2.1.1 Design Force 22 4.1.5.2.2.1.2 Brace Capacity 23 4.1.5.2.2.2 Above Doubler 23 4.1.5.2.2.2.1 Design Force 23 4.1.5.2.2.2.2 Brace Capacity 23 4 2 3 Levels, First @ 84" 23 4.2.1 Components and Geometry 23 4.2.2 Check Beams 24 4.2.2.1 Up to 99" Spans 24 4.2.2.1.1 Design Forces 24 4.2.2.1.2 Beam Properties 24 4.2.2.2 108" Spans 25 4.2.2.2.1 Design Forces 25 4.2.2.2.2 Beam Properties 25 4.2.2.3 Up to 150" Spans 25 4.2.2.3.1 Design Forces 25 4.2.2.3.2 Beam Properties 26 4.2.3 Check Posts (Dead plus Live Loads) 26 4.2.3.1 Load to Post (@ Critical Section) 26 4.2.3.1.1 Below Doubler 26 4.2.3.1.2 Above Doubler 26 4.2.3.2 Post Properties (net section) 26 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet v 4.2.3.2.1 Below Doubler 26 4.2.3.2.2 Above Doubler 27 4.2.4 Longitudinal Seismic 27 4.2.4.1 Base Shear 27 4.2.4.2 Design Forces 27 4.2.4.2.1 Below Doubler 27 4.2.4.2.1.1 Design Forces 27 4.2.4.2.1.2 Post - Combined Stresses 28 4.2.4.2.2 Above Doubler 28 4.2.4.2.2.1 Design Forces 28 4.2.4.2.2.2 Post - Combined Stresses 28 4.2.4.3 Beam Connections 28 4.2.4.3.1 Design Forces 28 4.2.4.3.2 Connection Capacity 28 4.2.4.4 Base Plate 29 4.2.5 Transverse Seismic 29 4.2.5.1 Base Shear 29 4.2.5.2 Design Forces 29 4.2.5.2.1 Stability 30 4.2.5.2.2 Brace 30 4.2.5.2.2.1 Below Doubler 30 4.2.5.2.2.1.1 Design Force 30 4.2.5.2.2.1.2 Brace Capacity 30 4.2.5.2.2.2 Above Doubler 30 4.2.5.2.2.2.1 Design Force 30 4.2.5.2.2.2.2 Brace Capacity 31 4.3 2 Levels, First @ 96" 31 4.3.1 Components and Geometry 31 4.3.2 Check Beams 31 4.3.2.1 Up to 99" Spans 31 4.3.2.1.1 Design Forces 31 4.3.2.1.2 Beam Properties 32 4.3.2.2 108" Spans 32 4.3.2.2.1 Design Forces 32 4.3.2.2.2 Beam Properties 32 4.3.2.3 Up to 150" Spans 33 4.3.2.3.1 Design Forces 33 4.3.2.3.2 Beam Properties 33 4.3.3 Check Posts (Dead plus Live Loads) 33 4.3.3.1 Load to Post (@ Critical Section) 33 4.3.3.1.1 Below Doubler 33 4.3.3.1.2 Above Doubler 33 4.3.3.2 Post Properties (net section) 34 4.3.3.2.1 Below Doubler 34 4.3.3.2.2 Above Doubler 34 4.3.4 Longitudinal Seismic 34 4.3.4.1 Base Shear 34 4.3.4.2 Design Forces 35 4.3.4.2.1 Below Doubler 35 4.3.4.2.1.1 Design Forces 35 4.3.4.2.1.2 Post - Combined Stresses 35 4.3.4.2.2 Above Doubler 35 4.3.4.2.2.1 Design Forces 35 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet vi 4.3.4.2.2.2 Post - Combined Stresses 35 4.3.4.3 Beam Connections 35 4.3.4.3.1 Design Forces 35 4.3.4.3.2 Connection Capacity 36 4.3.4.4 Base Plate 36 4.3.5 Transverse Seismic 37 4.3.5.1 Base Shear 37 4.3.5.2 Design Forces 37 4.3.5.2.1 Stability 37 4.3.5.2.2 Brace 37 4.3.5.2.2.1 Below Doubler 37 4.3.5.2.2.1.1 Design Force 37 4.3.5.2.2.1.2 Brace Capacity 38 4.3.5.2.2.2 Above Doubler 38 4.3.5.2.2.2.1 Design Force 38 4.3.5.2.2.2.2 Brace Capacity 38 5 Carpet Racks 38 5.1 Components and Geometry 39 5.2 Check Beams 39 5.2.1 Up to 99" Spans 39 5.2.1.1 Design Forces 39 5.2.1.2 Beam Properties 39 5.2.2 108" Spans 40 5.2.2.1 Design Forces 40 5.2.2.2 Beam Properties 40 5.3 Check Posts (Dead plus Live Loads) 40 5.3.1 Load to Post ((g, Critical Section) 40 5.3.2 Post Properties (net section) 41 5.4 Longitudinal Seismic 41 5.4.1 Base Shear 41 5.4.2 Design Forces 41 5.4.3 Post - Combined Stresses 41 5.4.4 Beam Connections 42 5.4.4.1 Design Forces 42 5.4.4.2 Connection Capacity 42 5.5 Transverse Seismic 42 5.5.1 Base Shear 42 5.5.1.1 >36" Deep Racks 42 5.5.2 Design Forces 42 5.5.2.1 >36" Deep Racks 42 5.5.2.1.1 Stability 42 5.5.2.1.2 Brace 43 5.5.2.1.2.1 Design Force 43 5.5.2.1.2.2 Brace Capacity 43 5.6 Attachment of Display Walls to Standard Duty 192" Racks 43 5.6.1 Loads 43 5.6.1.1 Pallets 43 5.6.1.2 Due to Walls 43 5.6.1.3 Total 43 5.6.2 Stability 43 5.6.2.1 Pallets plus Wall 43 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet vii 5.6.2.1.1 Anchorage 44 5.6.2.1.2 Brace 44 5.6.2.2 Wall Only 44 5.6.2.2.1 Anchorage 44 5.6.2.2.2 Brace 44 5.7 Slab on Grade 45 6 Push Back Racks 46 6.1 Components and Geometry 46 6.2 Check Beams 46 6.2.1 Front and Back 46 6.2.1.1 Design Forces 46 6.2.1.2 Beam Properties 47 6.2.2 Interior 47 6.2.2.1 Design Forces 47 6.2.2.2 Beam Properties 47 6.3 Check Posts (Dead plus Live Loads) 47 6.3.1 Load to Post 47 6.3.2 Post Properties (net section) 47 6.4 Longitudinal Seismic 48 6.4.1 Base Shear 48 6.4.2 Design Forces 48 6.4.3 Post - Combined Stresses 48 6.4.4 Beam Connections 48 6.4.4.1 Design Forces 48 6.4.4.2 Connection Capacity 49 6.5 Transverse Seismic 49 6.5.1 Base Shear 49 6.5.2 Design Forces 49 6.5.2.1 Stability 49 6.5.2.2 Braces 50 6.5.2.2.1 Design Force 50 6.5.2.2.2 Brace Capacity 50 6.6 Slab on Grade 51 7 Long Span Light Cloud 51 7.1 Basic Material and Geometry 52 7.2 Check Purlins 52 7.2.1 Design Forces 52 7.2.2 Purlin Properties 52 7.2.3 Connection 53 7.3 Check Trusses 53 7.3.1 Design Forces 53 7.3.2 Check Chords 53 7.3.2.1 Design Forces 53 7.3.2.2 Chord Capacity 53 7.3.3 Check Web 53 7.3.3.1 Design Force 53 7.3.3.2 Diagonal Capacity 53 7.3.4 Check Splices 54 7.3.4.1 Chord 54 7.3.4.2 Web 54 7.4 Check Load Beams 54 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet viii 7.4.1 Design Forces 54 7.4.2 Beam Properties 54 7 5 Check Posts (Dead plus Live Loads) 54 7.5.1 Load to Post 54 7.5.1.1 Below Truss 54 7.5.1.2 Below Bottom Beam 54 7.5.2 Post Properties (net section) 55 7.5.2.1 Below Truss 55 7.5.2.2 Below Bottom Beam 55 7 6 Longitudinal Seismic 55 7.6.1 Base Shear 55 7.6.1.1 Below Truss 55 7.6.1.2 Below Bottom Beam 55 7.6.2 Check Trusses 55 7.6.2.1 Design Forces 56 7.6.2.1.1 At Mid Point 56 7.6.2.1.2 At Middle Third Point 56 7.6.2.1.3 At End Third Point 56 7.6.2.2 Post - Combined Stresses 56 7.6.2.2.1 At Mid Point 56 7.6.2.2.2 At Middle Third Point 56 7.6.2.2.3 At End Third Point 56 7.6.2.3 Beam Connections 56 7.6.2.3.1 Design Forces 56 7.6.2.3.2 Connection Capacity 57 7.6.3 Check Uprights 57 7.6.3.1 Design Forces 57 7.6.3.1.1 Below Truss 57 7.6.3.1.2 Below Bottom Beam 57 7.6.3.2 Post - Combined Stresses 57 7.6.3.2.1 Below Truss 57 7.6.3.2.2 Below Bottom Beam 57 7.6.3.3 Beam Connections 57 7.6.3.3.1 Design Forces 57 7.6.3.3.2 Connection Capacity 58 7 7 Transverse Seismic 58 7.7.1 Base Shear 58 7.7.2 Design Forces 58 7.7.2.1 Stability 58 7.7.2.2 Brace 58 7.7.2.2.1 Design Force 58 7.7.2.2.2 Brace Capacity 59 8 Light Cloud Area Racks 59 8.1 Basic Material and Geometry 59 8.2 Check Beams 60 8.2.1 Design Forces 60 8.2.2 Beam Properties 60 8.3 Check Posts (Dead plus Live Loads) 60 8.3.1 Load to Post 60 8.3.1.1 At Vierendeel Section 60 8.3.1.2 Below Vierendeel Section 60 8.3.2 Post Properties (net section) 60 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet ix 8.3.2.1 Vierendeel Section 60 8.3.2.2 Below Vierendeel Section 61 8.4 Seismic 61 8.4.1 Base Shear 61 8.4.1.1 At Vierendeel Section 61 8.4.1.2 At Vierendeel Section 61 8.4.2 Design Forces 61 8.4.3 Stability 61 8.4.4 Check Uprights 62 8.4.4.1 Design Forces 62 8.4.4.1.1 At Vierendeel 62 8.4.4.1.2 Below Vierendeel 62 8.4.4.2 Post - Combined Stresses 62 8.4.4.2.1 Below Truss 62 8.4.4.2.2 Below Bottom Beam 62 8.4.4.3 Beam Connections 62 8.4.4.3.1 Design Forces 62 8.4.4.3.2 Connection Capacity 63 8.4.5 Brace 63 8.4.5.1 Design Force 63 8.4.5.2 Brace Capacity 63 9 Interlake Cantilever Racks 63 9.1 Components and Geometry 64 9.2 Check Beams 64 9.2.1 Design Forces 64 9.3 Check Posts (Dead plus Live Loads) 64 9.3.1 Load to Post 64 9.3.2 Post Properties 64 9.4 Seismic 65 9.4.1 Base Shear 65 9.4.2 Transverse Forces 65 9.4.2.1 Base Connection 65 9.4.2.2 Stability 65 9.5 Transverse Seismic 66 9.5.1 Design Forces 66 9.5.1.1 Stability 66 9.5.1.2 Brace 66 9.5.1.3 Bending Q Base 66 9.6 Slab 66 10 Flooring Display Machines 66 10.1 Loads 67 10.1.1 Vertical 67 10.1.2 Seismic (1988 or 1991 UBC Standard 27 -11) .. 67 10.2 Components and Geometry 67 10.3 Seismic 67 10.3.1 Base Shear 67 10.4 Stability 68 10.4.1 Design Forces 68 10.4.2 Overturning 68 10.4.3 Sliding 68 10.5 Slab on Grade 68 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 1 1 Reference Data This calculation reviews the installation of the storage racks and light clouds for structural adequacy. The sealing of drawings is for the structural review of these items only. Other informa- tion is not reviewed, nor approved. This is a rearrangement of existing material which was reviewed by this office for the original installation in June, 1993 (Job No. 938). The material remains qualified under that work, but this calculation updates the review to current code, and for potential new material, which is not contemplated at the moment, but is included as a contingency. 1.1 Documents 1.1.1 Drawings 1.1.1.1 By Peter S. Hiaains and Associates HT -1, IL -1, IL -5, IL -8 1.1.1.2 By Others Home Depot Fixture Plan Layout, Etc. Plot Date 9/18/96 Interlake FMA -23203 Rev. C. (Long Span Truss Light Cloud) FMA -23225 (Push Back Racks) Sheet 1 Rev. A Sheet 2 Rev. A Sheet 3 Rev. A 1.2 Loads 1.2.1 Vertical (Dead plus Live) 1.2.1.1 Pallet Rack Loads per level =3.0 kips for Regular Duty Pallet Rack =5.0 kips for Heavy Duty Pallet Rack =7.5 kips for Extra Heavy Duty Pallet Rack Design beams for 50% impact UNO 1.2.1.2 Push Back Rack Loads per pallet =1.5 kips Design front beams for 25% impact 1.2.1.3 Cantilever Rack =4.1 kips per side PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 2 1.2.1.4 Light Cloud Area 1.2.1.4.1 Display Purlins DL =5 psf; LL =10 psf 1.2.1.4.2 Racks Hand stack only, cannot be machine loaded Loads per level 1.2 kips Impact neglible 1.2.2 Seismic Zone 3 stores are designed to zone 4 criteria, except for some site specific anchorage requirements noted in the cal- culations. 1.2.2.1 General (1994 UBC Chapter 22, Division VI) Where: V = Z 1 C ly. R 11 Z =0.4 I =1.00 Thus: Rw =8 Longitudinal 6 Transverse V< 0.75W R T2/3 within the range: 0.03h/ 0.2011/ C _ 1 .25S T213 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 /Rw of 0.50 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 /Rw: =0.2 DL+ 2 0.105W (since DL « LL) 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: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 3 2 Heavy Duty 144" High Pallet Rack 2.1 Components and Geometry W► W =108" a =6" b =42" c =48" d =48" Beam Type LH 201H (Display) LH -321B. 384H < 99 LH -351B. 597H - 99 LH -354B. 588H > 108 2.2 Check Beams D H =144" D =min. 24" 1y =39" l.d =54 " Upright Type LU -25B (min size - usually LU -75) 2.2.1 Display Beams Max 1.2 kips per level; max 2.2.1.1 Design Forces �VI <_ (2)(10) =7.4 inch kips 2.2.1.2 Beam Properties span 99" �VI S min < 30 =0.25 in3 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 4 1" �= 0.75" 2" 0.64" 2.2.2 Up to 108" Spans LB201H Sx =0.29 in3 Ix =0.37 in4 2.2.2.1 Design Forces L;W M (2)(10) =20.3 inch kips 2.2.2.2 Beam Properties 1" LH3 21 B O.R. Smin <30 =0.67 in3 �^ = 1.63" SX =0.77 in3 O.K. 3.78" Ix =1.56 in4 0.070" 2.75, 1" LB384H _Z 1.63" Sx =0.73 in3 Ix =1.44 in4 2.75" 0.070" 2.2.3 Up to 150" Spans O.K. 2.2.3.1 Design Forces L;1✓ ,11/1 A4 (2)(10) Smin 30 =28.1 inch kips =0.94 in3 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 5 2.2.3.2 Beam Properties 1" LH354 B = 1.63" Sx =1.60 in3 5.23" I Ix =4.34 in4 0.087" 2.75" 2.3 Check Posts (Dead plus Live Loads) 2.3.1 Load to Post (@ Critical Section) (# of levels)(L) 2 =4.5 kips 2.3.2 Post Properties (net section) $I' LU25 B 3"1 --1 _ t =0.090 in X X As =0.54 in2 Sx =0.45 in3 } rX =1.11 in Sy =0.24 in3 ry =0.62 in 2.4 Longitudinal Seismic O.R. 1 /ry =63 b /rX =38 Fa =22.2 ksi Pa =12.0k MXa =13 .5 —k 2.4.1 Base Shear Determine Period - Rayleigh Method - UBC Method B. Deriva- tion supplied upon request. r 3 T > 1 1,ti L (2a2 + 2a + 1 ) 2300 l Substituting yields: T >1.7 sec Thus: V<0.077W 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: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 6 2.4.2 Design Forces P <4.5k V <0.35k M <Va /2= (0 .35) (48) /2 =8 .3 "k 2.4.3 Post - Combined Stresses P M Pa Ma = 0.99 <1.33 O.R. 2.4.4 Beam Connections 2.4.4.1 Design Forces Mconn<8.3 "k 2.4.4.2 Connection Capacity_ 7/16" diam. Rivet Va = 2.5 kips 2.5 Transverse Seismic Standard Connection Ma= (1.33) (2 .5) (4) =13 .3 in k O.K. 2.5.1 Base Shear Use Code Default Values for CS V= 0.183W =1.65k 2.5.2 Design Forces PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 7 D V 1h' P EQ 2.5.2.1 Stability_ TBolt = (Peq - PD +L) /2 = 1.1k Vh' P eQ D h' =96 inches Peq =6.6 kips Note: Bracing shown is schematic - see this section, subsection .2 for actual geometry. 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 Pbr <2.3k 2.5.2.2.2 Brace Capacity_ '4 L (in) 0.071" Anet =0.26 in2 t rmin=0.38 in .1 Q =0.82 kl r Fa (ksi) Pa (k) 54 141 8.39 2.90 O.K. O.K. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 8 3 Heavy Duty 192" High Pallet Rack This configuration includes by inspection the 144" Racks which have the same components, but one less load level. The top level is loaded to 3.0 kips 3.1 Components and Geometry W W =108" a =6" b =42" c =48" d =48" e =48" Beam Type LH -351B, 597H c 99" LH -354B, 599H :-108" 3.2 Check Beams 3.2.1 Up to 99" Spans D 3.2.1.1 Design Forces L,l✓ i1'1 <_ (2)(10) H =192" D =min. 36" 1y =53" 1d<60" Upright Type LU -75B e. N1 S nun -30 =37.1 inch kips =1.24 in3 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 9 3.2.1.2 Beam Properties 1" LH351 B --1__ $ 1.63" Sx =1.30 in3 5.23" Ix =3.54 in4 Iri 2.75" 1" 0.070" 1.63" 0.070" 2.75" 3.2.2 108° Spans LB597H Sx =1.26 in3 Ix =3.36 in4 3.2.2.1 Design Forces L;1✓ AiI (2)(10) =40.5 inch kips 3.2.2.2 Beam Properties 1" 5.23" LH354 B O.R. O.K. - M Smin 30 =1.35 in3 ___ = 1.63" Sx =1.60 in3 O.K. Ix =4.34 in4 2.75" 1" 0.087" 1.63" 2.75" 0.090" LB599H Sx =1.57 in3 Ix =4.21 in4 O.K. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 10 3.3 Check Posts (Dead plus Live Loads) 3.3.1 Load to Post (0 Critical Section) P (# of levels)(L) 2 =9.0 kips 3.3.2 Post Properties (net section) 3,' 3" X - - - -- LU75 B 1y /ry =49 X t =0.090 in b /rX =34 As =0.79 in2 Sx =0.80 in3 Fa =24.5 ksi rX =1.23 in Sy =0.59 in3 Pa= 19.4k ry =1.08 in Mxa =24.0 1 k 3.4 Longitudinal Seismic 3.4.1 Base Shear Determine Period - Rayleigh Method - UBC Method B. Deriva- tion supplied upon request. 1 f 3 T 2300 y`I (2n2 +2n+ 1) Substituting yields: T >1.7 sec Thus: V<0.076W 3.4.2 Design Forces P <9.0k V <0.68k M <Va /2= (0.68)(42)/2 = 14.4 "k 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: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 11 3.4.3 Post - Combined Stresses P M Pa M = 1.06 <1.33 O.R. 3.4.4 Beam Connections 3.4.4.1 Design Forces MconnS(14.4)(1 +0.75) /2= 12.6 "k 3.4.4.2 Connection Capacity 4" }. 7/16" diam. Rivet Va = 2.5 kips 3.5 Transverse Seismic 3.5.1 Base Shear Standard Connection Ma= (1.33) (2.5) (4) =13 .3 in k O.R. 3.5.1.1 24" Deep Racks All 24" racks are required to be back to back. Single rows are not permitted. For this case use the 4 post rule from UBC 27 -11. Use Code Default Values for CS and V= 0.100W =1.80k 3.5.1.2 >36" Deep Racks These racks can exist as single rows. Use Code Default Values for CS V= 0.183W =3.47k PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 12 3.5.2 Design Forces 3.5.2.1 24" Deep Racks D t 1h' P EQ Vh' Pea D h' =120 inches Peq =9.0 kips Note: Bracing shown is schematic - see this section, subsection .2 for actual geometry. 3.5.2.1.1 Stability TBolt = (Peq - PD +L) /2 = Ok Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3.0" into slab. 3.5.2.1.2 Brace 36" racks govern (longer effective length) 3.5.2.2 >36" Deep Racks D f V h' lir ± P EQ O.K. Vh' Peq D h' =120 inches Peq =11.6 kips Note: Bracing shown is schematic see this section, subsection .2 for actual geometry. 3.5.2.2.1 Stability TBolt = (Peq - PD +L) /2 = 1.3k Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3.0" into slab. O.K. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 13 3.5.2.2.2 Brace 3.5.2.2.2.1 Design Force Pbr <4.7k 3.5.2.2.2.2 Brace Capacity_ 12 L (in) i 11 2 kl r 0.071" Anet =0.26 in2 rmin=0.49 in Q =0.76 Fa (ksi) Pa (k) 58 119 10.5 4.25 Say O.R. (loads very conser- vative) 3.6 Attachment of Display Walls to Standard Duty 192" Racks The above calculation qualifies the heavy duty racks for 5.0 kips per level. The standard duty racks have a maximum load of 3.0 kips per level. Accordingly these racks have substantial base shear reserves. The racks may thus be used to provide stability to display walls. 3.6.1 Loads 3.6.1.1 Pallets Use Code Default Values for CS V= 0.183W =2.20k 3.6.1.2 Due to Walls Maximum dead load of wall = 20 psf Maximum tributary area = (8.25)(16) = 132 ft2. Maximum tributary base shear = 0.47 kips 3.6.1.3 Total V <2.7 kips 3.6.2 Stability 3.6.2.1 Pallets plus Wall Conservatively take centroid at 120" PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 14 _ D v h' T ±P EQ V h ' P eQ D h' <120 inches Peq =7.3 kips Note: Bracing shown is schematic - see this section, subsection .2 for actual geometry. 3.6.2.1.1 Anchorage TBolt = (Peq - PD +L)/2 = 0.7k Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3.0" into slab. 3.6.2.1.2 Brace OK per pallet rack checks 3.6.2.2 Wall Only D f V h' 1 ± P EQ _ V h ' P e4 D h' <96 inches Peq =1.3 kips O.R. Note: Bracing shown is schematic - see this section, subsection .2 for actual geometry. 3.6.2.2.1 Anchorage TBolt = (Peq - PD +L) /2 = 0.7k Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3.0" into slab. 3.6.2.2.2 Brace OK per pallet rack checks O.K. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 15 3.7 Slab on Grade Treat slab as equivalent unreinforced square footing t� B B= 12( Q� =25.5 in L 1 B —b —t 12.. 2 =0.62 feet Q2 M,— J(12) C =4.58 in kip /ft Where: P = 9 kips b = 5.6 in. (average) t = 5 in. f'c = 2500 psi Qa = 2.0 ksf ( 12)(t2) 6 =50 in3 /ft Mc a� S =0.092 ksi 0oa(low 1.7 =0.095 ksi O.K. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 17 4.1.2.1.2 Beam Properties 1" +► LH351 B 1_ = 1.63" Sx =1.3 0 in3 5.23" Ix =3.54 in4 0.070" 2.75" 1„ --1__ = 1.63" 0.070" 2.75" 4.1.2.2 108" Spans LB597H Sx =1.26 in3 Ix =3.36 in4 4.1.2.2.1 Design Forces L; W 11/1 �(2)(10) =40.5 inch kips 4.1.2.2.2 Beam Properties 1" 5.23" --1,_, = 1.63" 2.75" r-► 2.75" 0.087" 1.63" 0.090" LH354 B Sx =1.60 in3 Ix =4.34 in4 LB599H Sx =1.57 in3 Ix =4.21 in4 O.K. O.R. SmIn 30 =1.35 in3 O.K. O.R. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 16 4 "Doubler" 192" High Pallet Racks with 7.5 kips per level and LU79/25 uprights This configuration includes by inspection the 144" Racks which have the same components, but one less load level. The top level is loaded to 3.0 kips 4.1 4 Levels @ 48" 4.1.1 Components and Geometry W W =99 -150" a =48" b =48" c =48" d =48" Beam Type LH -351B, 597H < 99" LH -354B, 599H - 108" LH -354B, 599H < 150" 4.1.2 Check Beams D 4.1.2.1 Up to 99" Spans H =192" h =96" D =min. 36" 1y =53" 1d<56" y Upright Type LU- 79/25B 4.1.2.1.1 Design Forces (2)(10) Smin -30 =37.1 inch kips =1.24 in3 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 18 4.1.2.3 Up to 150" Spans 4.1.2.3.1 Desian Forces L1w S M M< (2)(10) min 30 =46.9 inch kips =1.56 in3 4.1.2.3.2 Beam Properties 1 M LH354 B --1_- = 1.63" Sx =1.60 in3 O.R. 5.23" Ix =4.34 in4 0.087" 2.75" 1" $ 1.63" N 0.090" LB599H Sx =1.57 in3 Ix =4.21 in4 2.75" 4.1.3 Check Posts (Dead plus Live Loads) 4.1.3.1 Load to Post ((4, Critical Section) 4.1.3.1.1 Below Doubler P < (# of levels)(L) 2 =15.0 kips 4.1.3.1.2 Above Doubler (# of levels)(L) 2 =7.5 kips O.K. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 19 4.1.3.2 Post Properties (net section) 4.1.3.2.1 Below Doubler 3 /' 1 8'_ LU79/25 B (25 is unpunched) ly /ry =33 1 a /rx =40 - - -- X t= 0.120/0.090 in ' As =1.67 in2 Fa =25.8 ksi t t' SX =1.60 in3 rX =1.20 in Pa =43.1k Iy =4.31 in4 MXa= 48.0°k Sy =1.68 in3 ry =1.61 in 3" X - -- - 4.1.3.2.2 Above Doubler 3" LU79 B _ X t =0.120 in As =1.03 in2 Sx =1.02 in3 It rX =1.21 in Sy =0.78 in3 ry =1.07 in 4.1.4 Longitudinal Seismic 1y /ry =50 b /rX =40 Fa =24.4 ksi Pa =25.2k MXa = 30.6 —k 4.1.4.1 Base Shear Determine Period - Rayleigh Method - UBC Method B. Deri- vation supplied upon request. Units: kips, inches, sec- onds 1 Vit/L3, where: T > 2 n 2+ 2 n+ 1) w= Load per level 2300 1 L = Spacing between lev- els I = Moment of inertia of post (use 2.4) n = Number of levels Substituting yields: T >1.6 sec Thus: Vc0.068W PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 20 4.1.4.2 Design Forces 4.1.4.2.1 Below Doubler 4.1.4.2.1.1 Design Forces P <15.0k V <1.01k M <Va /2= (1.01) (48) /2 =24 .3 "k 4.1.4.2.1.2 Post - Combined Stresses P M — +— Pa Ma = 0.85 <1.33 O.R. 4.1.4.2.2 Above Doubler 4.1.4.2.2.1 Design Forces P <7.5k V <0.50k M <Vc /2= (0.50) (48) /2 =12.2 "k 4.1.4.2.2.2 Post - Combined Stresses P M - +- Pa ma = 0.70 <1.33 O.R. 4.1.4.3 Beam Connections 4.1.4.3.1 Design Forces In general for a given level cone IV1 +llI� +, 2 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 21 M4 M3 M2 M1 MS Column Moments Connection Moments M4 =6.1in k M3= 12.2in k M2= 18.3in k M1= 24.3in k M1= 21.3in k M4 =3.1in k M3 =9.lin k M2= 15.3in k MS=M1 4.1.4.3.2 Connection Capacity_ All heavy duty beams are fitted with 4 pin end connec- tors. 2" (tYp) 7/16" diam. Rivet Va = 2.5 kips 4.1.4.4 Base Plate P 5 Heavy Duty Connection Ma= (1.33) (2.5) (2) (4) =26.6 in k 0.85 fc 7 —e /2 # P +T 7-3 3/8" Plate O.R. 0078 Type From equilibrium: (5.0)(e)(0.851-c)= P + T (3.13)(T) +` 3.88- 2J(P +T) =Ads Simultaneous solution yields: e =1.77 in. T =0 kips T =0 Stable under vertical load alone Anchors provide added Factor of Safety O.R. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 22 Use min. 1/2" diam. ICBO approved expan- sion anchors. Minimum embedment 3.0" into slab. 4.1.5 Transverse Seismic O.R. 4.1.5.1 Base Shear >42" Deep Racks. These racks can exist as single rows. Use Code Default Values for CS V= 0.183W =5.12k 4.1.5.2 Design Forces >42" Deep Racks D Nth' _P EQ Vh' Peg- D h' =120 inches Peq =14.6 kips Note: Bracing shown is schematic - see this section, subsection .2 for actual geometry. 4.1.5.2.1 Stability TBolt = (Peq - PD +L) /2 = 0k Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3.0" into slab. 4.1.5.2.2 Brace O.R. 4.1.5.2.2.1 Below Doubler Properties for one brace. Brace is doubled, buckling occurs about major axis, and buckling of one set of outstanding legs is prevented. 4.1.5.2.2.1.1 Design Force Pbr <7.7k PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot ##4705 September 25, 1996 Job No. 2366 Sheet 23 4.1.5,2.2.1.2 Brace Capacity 1Z L (in) 0.071" Anet =0.30 in2 kl r rmax=0.63 in Q =0.88 Fa Pa (ksi) (k) 56 89 16.1 13.0 O.R. 4.1.5.2.2.2 Above Doubter 4.1.5.2.2,2.1 Design Force Pbr <4.1k 4.1.5.2.2.2.2 Brace Capacity_ 12 12 0.071" Anet=0.30 in2 rmin =0.49 in Q =0.76 L kl Fa Pa (in) (ksi) (k) 58 119 10.7 4.26 O.K. 4.2 3 Levels, First ® 84" 4.2.1 Components and Geometry PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 25 =1 Lri 1" i 1.63" 0.070" 2.75" 4.2.2.2 108" Spans LB597H Sx =1.26 in3 Ix =3.36 in4 4.2.2.2.1 Design Forces L,1✓ M < (2)(10) =40.5 inch kips 4.2.2.2.2 Beam Properties 1" LH354 B O.R. `S min <30 =1.35 in3 1.63" Sx =1.60 in3 O.R. 5.23" Ix =4.34 in4 CV ,ri 0.087" 2.75" 1" -_ 1.63" 2.75" 0.090" LB599H Sx =1.57 in3 Ix =4.21 in4 4.2.2.3 Up to 150" Spans 4.2.2.3.1 Design Forces L,IV M S (2)(10) O.R. S < ,11 min — 30 =46.9 inch kips =1.56 in3 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 26 4.2.2.3.2 Beam Properties 1 M LH354 B --LS $ 1.63" SX =1.60 in3 O.R. 5.23" IX =4.34 in4 N Lri 2.75" 1" 0.087" 1.63" 0.090" LB599H Sx =1.57 in3 Ix =4.21 in4 2.75" 4.2.3 Check Posts (Dead plus Live Loads) 4.2.3.1 Load to Post (C@ Critical Section) 4.2.3.1.1 Below Doubler p<(# of levels)(L) 2 =11.3 kips 4.2.3.1.2 Above Doubler P < (tt of levels)(L) 2 =7.5 kips 4.2.3.2 Post Properties (net section) 4.2.3.2.1 Below Doubler 3" 3" 15" a_ t 1 it' X LU79/25 B (25 is unpunched) t= 0.120/0.090 in As =1.67 in2 Sx =1.60 in3 rX =1.20 in Iy =4.31 in4 Sy =1.68 in3 ry =1.61 in O.K. ly /ry =33 a /rX =70 Fa =19.3 ksi Pa =31.9k MXa= 48.0°k PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot ##4705 September 25, 1996 Job No. 2366 Sheet 27 4.2.3.2.2 Above Doubler 3" 311 t X LU79 B 1 /ry =50 t =0.120 in b /rX =40 As =1.03 in2 Sx =1.02 in3 Fa =24.4 ksi rX =1.21 in Sy =0.78 in3 Pa =25.2k ry =1.07 in Mxa =30.61k 4.2.4 Longitudinal Seismic 4.2.4.1 Base Shear Determine Period - Rayleigh Method UBC Method B. Deri- vation supplied upon request. % 1 T 2300 3 W L (2n2 +2n +1) 1 Substituting yields: T >2.0 sec Thus: V <0.060W 4.2.4.2 Design Forces 4.2.4.2.1 Below Doubler 4.2.4.2.1.1 Design Forces P <11.3k V <0.67k M <Va/2= (0.67)(84)/2 =28.2 "k Units: kips, inches, sec- onds Where: W = Load per level L = Spacing between lev- els (use 64) I = Moment of inertia of post (use 2.4) n = Number of levels PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 28 4.2.4.2.1,2 Post - Combined Stresses' P M Pa Ma = 0.94 <1.33 O•R• 4.2.4.2.2 Above Doubler 4.2.4.2.2.1 Design Forces P <7.5k V<0.45k M <Vb/2= (0.45)(54)/2 = 12.1 "k 4.2.4.2.2.2 Post - Combined Stresses P M —+ — Pa Ma = 0.69 <1.33 O.R. 4.2.4.3 Beam Connections 4.2.4.3.1 Design Forces In general for a given level 1VIi +iVIi +1 NI coax - 3 2 M 1 MS 2 Column Moments Connection Moments M3 =6.0in k M3 =3.0in k M2= 12.1in k M1= 28.2in k M1= 20.2in k M2 =9.2in k MS =M1 4.2.4.3.2 Connection Capacity All heavy duty beams are fitted with 4 pin end connec- tors. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 29 2" (tYp) 7/16" diam. Rivet Va = 2.5 kips 4.2.4.4 Base Plate P Heavy Duty Connection Ma= (1.33) (2.5) (2) (4) =26.6 in k 0.85 fic 7 —e /2 # P +T O.R. 0078 Type From equilibrium: (5.0)(e)(0.85f',)= P +T (3.13)(T) +I 3.88- i)(P +T)= M5 Simultaneous solution yields: e =1.32 in. T =0 kips T =0 Stable under vertical load alone Anchors provide added Factor of Safety Use min. 1/2" diam. ICBO approved expan- sion anchors. Minimum embedment 3.0" into slab. 4.2.5 Transverse Seismic O.R. O.K. 4.2.5.1 Base Shear >42" Deep Racks. These racks can exist as single rows. Use Code Default Values for CS V= 0.183W =4.11k 4.2.5.2 Design Forces >42" Deep Racks PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 30 D ■-► } _ Vh' Peg— e4 D V h' =138 inches Peq =13.5 kips h' + P EQ Note: Bracing shown is schematic - see this section, subsection .2 for actual geometry. 4.2.5.2.1 Stability_ TBolt = (Peq - PD +L) /2 = 1.14k Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3.0" into slab. 4.2.5.2.2 Brace O.R. 4.2.5.2.2.1 Below Doubler Properties for one brace. Brace is doubled, buckling occurs about major axis, and buckling of one set of outstanding legs is prevented. 4.2.5.2.2.1.1 Design Force Pbr <6.4k 4.2.5.2.2.1.2 Brace Capacity 15 0.071" 11 L k l Fa Pa (in) (ksi) (k) Anet =0.30 rmax =0.63 Q =0.88 56 89 16.1 13.0 O.R. 4.2.5.2.2.2 Above Doubler 4.2.5.2.2.2.1 Design Force Pbr <4.1k in2 in PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 31 4.2.5.2.2.2.2 Brace Capacity_ 12 12 L kl (in) r 58 119 0.071" Anet =0.30 in2 rmin=0.49 in Q =0.76 Fa Pa (ksi) (k) 10.7 4.26 O.R. 4.3 2 Levels, First @ 96" 4.3.1 Components and Geometry_ w • • W =99 -150" a =Max. 96" b =Max. 96" Beam Type LH -351B, 597H < 99" LH -354B, 599H :-108" LH -354B, 599H < 150" 4.3.2 Check Beams H D ,0Y.Z;, 4.3.2.1 Up to 99" Spans h H =192" h =96" D =min. 36" 1y =53" 1d<56" Upright Type LU- 79/25B 4.3.2.1.1 Design Forces 14 (2)(10) Id S min 30 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 32 =37.1 inch kips =1.24 in3 4.3.2.1.2 Beam Properties 1 M LH351 B --L= 1.63" Sx =1.3 0 in3 O.K. 5.23" Ix =3.54 in4 •CV 0.070" 2.75" 1" M —L, = 1.63" 0.070" 2.75" 4.3.2.2 108" Spans LB597H Sx =1.26 in3 Ix =3.36 in4 4.3.2.2.1 Design Forces LEI✓ M (2)(10) =40.5 inch kips 4.3.2.2.2 Beam Properties 1" 5.23" (V (ri O.R. 1111 S min 30 =1.35 in3 �► LH354 B --1__t 1.63" Sx =1.60 in3 O.K. Ix =4.34 in4 0.087" 2,75" 1" --1_ 1.63" •■■ 2.75" 0.090" LB599H Sx =1.57 in3 IX =4.21 in4 O.R. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 33 4.3.2.3 Up to 150" Spans 1.3.2.3.1 Design Forces L,W N15. (2)(10) =46.9 inch kips 4.3.2.3.2 Beam Properties 1" 5:23" N tri LH354 B M S min 30 =1.56 in3 --1__$ 1.63" SX =1.60 in3 O.K. Ix =4.34 in4 2.75" 1" 2.75" 0.087" S 1.63" 0.090" LB599H Sx =1.57 in3 O.R. Ix =4.21 in4 4.3.3 Check Posts (Dead plus Live Loads) 4.3.3.1 Load to Post (@ Critical Section) 4.3.3.1.1 Below Doubler P<(1* of levels)(L) 2 =7.5 kips 4.3.3.1.2 Above Doubler P < (14 of levels)(L) 2 =3.8 kips PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 34 4.3.3.2 Post Properties (net section) 4.3.3.2.1 Below Doubler 3,, 8_ LU79/25 B (25 is unpunched) ly /ry =33 a /rX =80 t= 0.120/0.090 in As =1.67 in2 Fa =19.0 ksi Sx =1.60 in3 rX =1.20 in Pa =31.811 Iy =4.31 in4 M_Xa= 48.0°11 Sy =1.68 in3 ry =1.61 in 3" X -- - -- t t' It X 4.3.3.2.2 Above Doubler 3,, LU79 B „ 1yy/r 50 3 X __ x t =0.120 in b /rX =80 As =1.03 in2 Sx =1.02 in3 Fa =19.0 ksi t rX =1.21 in Sy =0.78 in3 Pa =19.6k ry =1.07 in MXa = 30.6 2.k 4.3.4 Longitudinal Seismic 4.3.4.1 Base Shear Determine Period - Rayleigh Method - UBC Method B. Deri- vation supplied upon request. 1 3 T 230011 W I (2n2+ 2n+ 1) Substituting yields: T >2.6 sec Thus: V <0.049W Units: kips, inches, sec- onds Where: W = Load per level L = Spacing between lev- els (use 64) I = Moment of inertia of post (use 2.4) n = Number of levels PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 35 4.3.4.2 Design Forces 4.3.4.2.1 Below Doubter 4.3.4.2.1.1 Design Forces P <7.5k V <0.37k M <Va/2= (0.37)(96)/2 = 17.8 "k 4.3.4.2.1.2 Post - Combined Stresses P M Pa Ma = 0.61 <1.33 O.K. 4.3.4.2.2 Above Doubler 4.3.4.2.2.1 Design Forces P <3.8k 1<0.19k M<Vb /2= (0.19)(96)/2 =8.9 "k 4.3.4.2.2.2 Post - Combined Stresses P M Pa Ma = 0.49 <1.33 O.K. 4.3.4.3 Beam Connections 4.3.4.3.1 Design Forces In general for a given level 1 coax . - A/I + A/I i+ 1 2 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 36 M2 Column Moments Connection Moments M2 =8.9in k M2 =4.5in k M1= 17.8in k M1= 13.4in k MS =M1 4.3.4.3.2 Connection Capacity All heavy duty beams are fitted with 4 pin end connec- tors. (tYP) 7/16" diam. Rivet Vo = 2.5 kips 4.3.4.4 Base Plate 5 v P Heavy Duty Connection Ma= (1.33) (2.5) (2) (4) =26.6 in k r 7-3 / 3/8" Plate O.K. 0078 Type From equilibrium: (5.0)(e)(0.85f ,) =P +T (3.13)(T) +I 3.88 --e )(P + T) = Ms Simultaneous solution yields: e =0.88 in. T =0 kips T =0 Stable under vertical load alone Anchors provide added Factor of Safety O.K. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 37 Use min. 1/2" diam. ICBO approved expan- sion anchors. Minimum embedment 3.0" into slab. 4.3.5 Transverse Seismic O.R. 4.3.5.1 Base Shear >42" Deep Racks. These racks can exist as single rows. Use Code Default Values for CS V= 0.183W =2.75k 4.3.5.2 Design Forces >42" Deep Racks D 4 P EQ _ Vh' Peg D h' =144 inches Peq =9.4 kips Note: Bracing shown is schematic - see this section, subsection .2 for actual geometry. 4.3.5.2.1 Stability TBolt = (Peq - PD +L) /2 = 0.95k Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3.0" into slab. 4.3.5.2.2 Brace O.R. 4.3.5.2.2.1 Below Doubler Properties for one brace. Brace is doubled, buckling occurs about major axis, and buckling of one set of outstanding legs is prevented. 4.3.5.2.2.1.1 Design Force Pbr <4.Ok PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 38 4.3.5.2.2.1.2 Brace Capacity_ 1 1 2 L (in) 12 kl r 0.071" Anet =0.30 in2 rmax =0.63 in Q =0.88 Fa Pa (ksi) (k) 56 89 16.1 13.0 O.R. 4.3.5.2.2.2 Above Doubler 4.3.5.2.2.2.1 Design Force Pbr <2.7k 4.3.5.2.2.2.2 Brace Capacity 12 .11 0.071" Anet =0.30 in2 rmin =0.49 in Q =0.76 L kl Fa Pa (in) (ksi) (k) 58 119 10.7 4.26 O.K. 5 Carpet Racks Conservatively ignore the (considerable) strength provided by the rear beams, and assume they are non structural elements. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 39 5.1 Components and Geometry_ W W =108" a =192" • Beam Type LH -351B. 597H < 99" LH -354B. 599H :-108" 5.2 Check Beams 5.2.1 Up to 99" Spans 5.2.1.1 Design Forces Lit/ M < (2)(10) H =192" D =min. 36" 1y =53" 1 j60" Upright Type LU -75B M min <30 =37.1 inch kips =1.24 in3 5.2.1.2 Beam Properties 2 3r' 1 '' �• LH351 B --1_ 1.63" Sx =1.30 in3 Ix =3.54 in4 2.75" 0.070" O.K. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 40 1" = 1.63" 0.070" 2.75" 5.2.2 108" Spans LB597H SX =1.26 in3 Ix =3.36 in4 5.2.2.1 Design Forces L,W M<(2)(10) =40.5 inch kips 5.2.2.2 Beam Properties 1" LH354 B --L= 1.63" SX =1.60 in3 O.R. 5.23" Ix =4.34 in4 O.R. M S min 5.446 =1.35 in3 tri 2.75" 1" 0.087" 1.63" 2.75" 0.090" LB599H SX =1.57 in3 Ix =4.21 in4 5.3 Check Posts (Dead plus Live Loads) O.R. 5.3.1 Load to Post (® Critical Section) Conservatively take half the carpet load to the front post. P (0 of levels)(L) 2 =2.0 kips PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 41 5.3.2 Poet Properties (net section) 3„ X - - - -- 3„ 1 It LU75 B ly /ry =49 X t =0.090 in a /rX =156 As =0.79 in2 Sx =0.80 in3 Fa =6.1 ksi rX =1.23 in Sy =0.59 in3 P =4.8k ry =1.08 in Ma= 24.01k 5.4 Longitudinal Seismic 5.4.1 Base Shear Determine Period - Rayleigh Method - UBC Method B. Deriva- tion supplied upon request. 1 T> 2300 WL3 1 (2n2+ 2n+ 1) Substituting yields: T >4.1 sec Thus: V <0.037W 5.4.2 Design Forces P <2.0k V <0.073k M <Va/2= (0.073)(192)/2 =7.0 °k 5.4.3 Post - Combined Stresses Units: kips, inches, seconds Where: W = Load per level (use 3.0) L = Spacing between levels I = Moment of inertia of post n = Number of levels P M P a A'l = 0.71 <1.33 O.K. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 42 5.4.4 Beam Connections 5.4.4,1 Design Forces Mconn<7.0"k 5.4.4.2 Connection Capacity 4 "I 7/16" diam. Rivet Va= 2.5kips 5.5 Transverse Seismic 5.5.1 Base Shear Standard Connection Ma= (1.33) (2.5) (4) =13.3 in k O.R. 5.5.1.1 >36" Deep Racks These racks can exist as single rows. Use Code Default Values for CS V= 0.183W =0.73k 5.5.2 Design Forces 5.5.2.1 >36" Deep Racks D V h P eq D h' =192 inches Peq =3.9 kips Note: Bracing shown is schematic see this section, subsection .2 for actual geometry. r V h' P EQ 5.5.2.1.1 Stability TBolt = (Peq ' PD +L) /2 =1.0k Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3.0" into slab. O.K. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 43 5.5.2.1.2 Brace 5.5.2.1.2.1 Design Force Pbr <1.0k 5.5.2.1.2.2 Brace Capacity 1 1 2 0.071" Anet =0.26 in2 rmin =0.49 in Q =0.76 Fa (ksi) Pa (k) 58 119 10.5 4.25 O.K. 5.6 Attachment of Display Walls to Standard Duty 192" Racks The above calculation qualifies the heavy duty racks for 5.0 kips per level. The standard duty racks have a maximum load of 3.0 kips per level. Accordingly these racks have substantial base shear reserves. The racks may thus be used to provide stability to display walls. 5.6.1 Loads 5.6.1.1 Pallets Use Code Default Values for CS V= 0.183W =2.20k 5.6.1.2 Due to Walls Maximum dead load of wall = 20 psf Maximum tributary area = (8.25)(16) = 132 ft2. Maximum tributary base shear = 0.47 kips 5.6.1.3 Total V <2.7 kips 5.6.2 Stability 5.6.2.1 Pallets plus Wall Conservatively take centroid at 120" PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 44 D V h' + PEQ Vh' Peg— h'<120 D inches Peq =7.3 kips Note: Bracing shown is schematic - see this section, subsection .2 for actual geometry. 5.6.2.1.1 Anchorage TBolt = (Peq - PD +L) /2 = 0.7k Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3.0" into slab. 5.6.2.1.2 Brace OK per pallet rack checks 5.6.2.2 Wall Only D t V h' _P EQ O.R. _ Vh' Peg= D h' <96 inches Peq =1.3 kips Note: Bracing shown is schematic - see this section, subsection .2 for actual geometry. 5.6.2.2.1 Anchorage TBolt = (Peq - PD +L) /2 = 0.7k Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3.0" into slab. 5.6.2.2.2 Brace OK per pallet rack checks O.R. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 45 5.7 Slab on Grade Treat slab as equivalent unreinforced square footing P B 8 =12 P Qa =25.5 in L 1 B —b —t 12 2 =0.62 feet Mc= Q22 ` (12) =4.58 in kip /ft Where: P = 9 kips b = 5.6 in. (average) t = 5 in. f'c = 2500 psi Qa = 2.0 ksf S - (12)(0) 6 =50 in3 /ft A'Ic Q`= S =0.092 ksi 54 cYcaILow 1.7 =0.095 ksi O.R. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 46 6 Push Back Racks 6.1 Components and Geometry_ 111 N X O T FRONT ELEVATION Beam Type C4x5.4 Front, Rear C5x6.7 Interior with 3 Bolt Conn. on 2nd level 6.2 Check Beams cu z 03 TI" 54 TYP 46 46 2 DEEP 3 DEEP SIDE ELEVATIONS 46 52 4 DEEP Upright Type Min. C3x3.5 Posts Bracing L1Y2x1 %,x1 /8 0078 Footplates 6.2.1 Front and Back Beams receive load from one side only. Impact on front beam governs. 6.2.1.1 Design Forces A4 (2)(8) s < ELI min - 30 =26.0 inch kips =0.87 in3 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 47 6.2.1.2 Beam Properties C4x5.4 Sx =1.93 in3 O.R. Ix =3.85 in4 6.2.2 Interior Beams receive load from both sides. Impact neglible (fork truck cannot set pallets directly on beams). 6.2.2.1 Design Forces L,l✓ M (8) M s min 30 =41.6 inch kips =1.39 in3 6.2.2.2 Beam Properties C5x6.7 Sx =3.00 in3 O.R. Ix =7.49 in4 6.3 Check Posts (Dead plus Live Loads) Interior post governs by inspection. Critical section is below second level. 6.3.1 Load to Post P <(# of levels)(L) 2 =6.0 kips 6.3.2 Post Properties (net section) C3x3.5 (Fy =50 ksi) As =1.03 in2 ly /ry =98 Sx =1.03 in3 a /rx =61 rx =1.22 in Sy =0.19 in3 Fa =14.9 ksi ry =0.41 in Pa =15.3k —xa =30.9 ° - -k . . . PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 48 6.4 Longitudinal Seismic 6.4.1 Base Shear Determine Period - Rayleigh Method - UBC Method B. Deriva- tion supplied upon request. This equation is derived for a single deep selective rack. For a multiple deep system tributary to an interior post, the load is conservatively multiplied by 1.5 (rather than 2.0). Units: kips, inches, seconds 3 1 7,› 2300 WI (2n2 + 2n + 1) Substituting yields: T >1.7 sec Thus: V <0.066W 6.4.2 Design Forces P<6.0k V <0.39k M <Vb/2= (0.39)(74)/2 = 14.6 "k 6.4.3 Post - Combined Stresses 6.4.4 Beam Connections Where: W = Load per level L = Spacing between levels 1 = Moment of inertia of post n = Number of levels P M Pa Ma = 0.86 <1.33 O.R. 6.4.4.1 Design Forces Mconn114.6 "k r . PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 49 6.4.4.2 Connection Capacity 4" 1 /2" diam. Gr. 5 Bolt Va = 4.1 kips ( t y p ) Standard Connection Ma= (1.33) (4.1) (4) =21.9 in k O.K. Heavy Duty Connection Ma= (1.33) (4.1) (8) =53.2 in k \ 1/2" diam. Gr. 5 Bolt O.K. Va =4.1 kips 6.5 Transverse Seismic By inspection, the 2 deep governs (highest tributary loads to a single upright). Conservatively ignore the continuity of the load rails for stability checks. Strictly speaking, the 3 and 4 deep systems are eligible for the 4 posts /direction base shear classification which is conservatively ignored here. 6.5.1 Base Shear Use Code Default Values for CS V= 0.183 =2.20k 6.5.2 Design Forces 0 V h' I P EQ Vh' Peg— h'=123 inches Peq =5.0 kips Note: Bracing shown is schematic - see this section, subsection .2 for actual geometry. 6.5.2.1 Stability Note: front post must always be loaded for seismic (or else no seismic load is present) TBolt = (Peq - PD +L) /2 = 1.0k PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 50 Use min. 1/2" diam. ICBO approved expan- sion anchors. Minimum embedment 3.0" into slab. 6.5.2.2 Braces 6.5.2.2.1 Design Force Pbr <2.8k 6.5.2.2.2 Brace Capacity_ L 1% X 1% X 1/8" Anet =0.35 in2 rmin=0.29 in L kl Fa Pa (in) T (ksi) (k) 58 197 6.25 2.93 O.K. O.K. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot ##4705 September 25, 1996 Job No. 2366 Sheet 51 6.6 Slab on Grade Treat slab as equivalent unreinforced square footing B B= 12 P Qa =25.5 in _ 1 B -b -t 12 2 ) L =0.59 feet Mc =(Q2 0)(12) =4.13 in kip /ft 7 Long Span Light Cloud Where: P = 9.0 kips b = 6.3 in. (average) t = 5 in. f'c = 2,000 psi Qa = 2.0 ksf S c - (12)(t2) 6 =50 in3 /ft Mc = S =0.083 ksi 5O f Qc&tow - 1.7 =0.085 ksi O.R. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 52 7.1 Basic Material and Geometry N rn 3 equal spaces 36" typ /LH321 typ f TOP PLAN (Purlins omitted for clarity) 24 -48" typ�� 10 spaces © max. 48" = max. 480" LU75 Upright pliced as noted Interlake Drawing 51 -96" Clear / MIL VAINIM. AY \ , / m ► Beam Q Back Only LH321 typ r. LU75 (Side Holes Only .. typ Purlin @I Panel Points r— LU75 typ SIDE ELEVATION 7.2 Check Pura.ins FRONT ELEVATION 7.2.1 Design Forces Tributary width = 2 ft; span < 8.3 ft; Total load < 0.25 kips t-✓ M5..8 M S min < 30 =3.1 inch kips =0.10 in3 7.2.2 Purlin Properties 3,� X- - - - -t. 3„ LU75 B X t =0.090 in As =0.79 in2 Sx =0.80 in3 rx =1.23 in Sy =0.59 in3 ry =1.08 in (Moment on minor axis) MYa =17 .7 �1 k PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 53 7.2.3 Connection 7/16" thru bolts (double shear) AMPLE BY INSPECTION 7.3 Check Trusses 7.3.1 Design Forces No live load reduction taken. Tributary width , 8.25 ft; Span < 40 ft; Total load < 5.0 kips LW M 8 =297 inch kips 7.3.2 Check Chords 7.3.2.1 Dasign Forces P < 297/33.5 = 8.9 kips 7.3.2.2 Chord Capacity Compression governs by inspection. Lx < 136 in L < 48 in 3" !_X 3" t LU75 B t=0.090 in X As=0.79 in2 Sx=0.80 in3 rx=1.23 in S Y =0 59 in3 r=1.08 in Y 7.3.3 Check Web Shear < 2.5 kips; Diagonal length < 38 in 7.3.3.1 Design Force Pbr<3.4k 7.3.3.2 Diagonal Capacity = 0.071" Anet 0.30 in2 rmin=0.49 in (2=0.76 1 Y /r Y =44 , a/rx=111 Fa=12.2 ksi Pa=9.6k My-c-a=24.01k 1 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 54 L kl Fa Pa (in) r (ksi) (k) 38 78 16.2 4.86 O.R. 7.3.4 Check Splices Ref detail 1 of FMA -23203 7.3.4.1 Chord Chord Force < 9.0 kips at mid span, worst case splice is at third point. 2 7/16" bolts in double shear AMPLE BY INSPECTION 7.3.4.2 Web Shear < 2.5 kips 4 1/2" bolts in single shear AMPLE HY INSPECTION 7.4 Check Load Beams 7.4.1 Design Forces L,W �A4 hi<(2)(8) `Smin30 =7.4 inch kips 7.4.2 Beam Properties 1" LH321 B =0.25 in3 —L = 1.63" Sx =0.77 in3 O.R. 3.78" 1 Ix =1.56 in4 2.75" 0.070" 7.5 Check Posts (Dead plus Live Loads) 7.5.1 Load to Post 7.5.1.1 Below Truss P < 2.5 kips (shear from truss calculation) 7.5.1.2 Below Bottom Beam P < 2.5 kips + 1.2/2 = 3.1 kips PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 55 7.5.2 Post Properties (net section) 7.5.2.1 Below Truss Lx < 96 in Ly < 71 in 3" 3" X 1_ t LU75 B t=0.090 in X As=0.79 in2 Sx=0.80 in3 rx=1.23 in S =0 59 in3 rY1 .08 in Y 7.5.2.2 Below Bottom Beam Lx < 96 in Ly < 53 in 3" t_X 3,, 1 t 7.6 Longitudinal Seismic 7.6.1 Base Shear LU75 B 1 Y /r Y =66 a/rx=78 Fa=19.4 ksi Pa=15.3k lca=24.0.21 1 Y /r Y =49 t=0.090 in a/rx=78 As=0.79 in2 Sx=0.80 in3 Fa=19.4 ksi rx=1.23 in S ' =0 59 in3 Pa=15.3k Y ry=1.08 in lc-m=24.01k 7.6.1.1 Below Truss Use Simplified Method Based on 4 posts per direction V=0.10W=0.25k 7.6.1.2 Below Bottom Beam Use Simplified Method Based on 4 posts per direction V=0.10W=0.31k 7.6.2 Check Trusses Conservatively ignore (the considerable) vierendeel action of the bottom purlins and require entire shear to be resisted by top chords. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 56 7.6.2.1 Design Forces 7.6.2.1.1 At Mid Point P <8.9k V <0.05k M <136V/2= (136)(0.05)/2 =3.4 "k 7.6.2.1.2 At Middle Third Point P <4.4k V <0.13k M <136V/2 =(136) (0.13)/2 =8.8 "k 7.6.2.1.3 At End Third Point P <2.0k V <0.25k M <136V/2= (136)(0.25)/2 = 17.0 "k 7.6.2.2 Post - Combined Stresses 7.6.2.2.1 At Mid Point P M Pa Ma Ma = 1.07 <1.33 O.K. 7.6.2.2.2 At Middle Third Point P M —+ - Pa Ma = 0.83 <1.33 O.K. 7.6.2.2.3 At End Third Point P M Pa Ma = 0.92 <1.33 O.K. 7.6.2.3 Beam Connections 7.6.2.3.1 Design Forces Mconni17.0 /2 =8.5 "k PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 57 7.6.2.3.2 Connection Capacity 4" Standard Connection Ma= (1.33) (2.5) (4) =13.3 in k O.R. 7/16" diam. Rivet Va = 2.5 kips 7.6.3 Check Uprights 7.6.3.1 Design Forces 7.6.3.1.1 Below Truss P <2.5k V <0.25k M <96V= (96)(0.25) =24.0 "k 7.6.3.1.2 Below Bottom Beam P<3.1k V <0.31k M <96V/2= (96)(0.31)/2 = 14.9 "k 7.6.3.2 Post - Combined Stresses 7.6.3.2.1 Below Truss P + M — — PQ Ma = 1.16 <1.33 O.R. 7.6.3.2.2 Below Bottom Beam P + M - - Pa Ma = 0.82 <1.33 O.K. 7.6.3.3 Beam Connections 7.6.3.3.1 Design Forces Mconn<24.0 /2= 12.0 "k PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 58 7.6.3.3.2 Connection Cavacity 4 "L 7/1 6" diam. Rivet Va = 2.5 kips Standard Connection Ma= (1.33) (2.5) (4) =13.3 in k O.R. 7.7 Transverse Seismic 7.7.1 Base Shear Use UBC Std. 27 -11 > 4 posts /direction default. V =0.10W =0.31k per upright; 0.62 kips per bay 7.7.2 Design Forces Conservatively ignore portal frame action of upright with truss. D t v h' _ Vh' Peg- D h' =158 inches OTM < Peq =98 inch kips RM > (24)(3.1 +0.6) = 89 inch kips Net OTM < 9.0 inch kips per bay 5.0 inch kips per upright. ± p Note: Bracing shown is schematic - see EQ this section, subsection .2 for actual geometry. 7.7.2.1 Stability TBolt < 5.0/24 = 0.21k Use min. 3/8" diam. ICBO approved expan- sion anchors. Minimum embedment 2" into slab. 7.7.2.2 Brace 7.7.2.2.1 Design Force Pbr <0.7k O.R. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 59 7.7.2.2.2 Brace Capacity 12 L kl Fa Pa (in) r (ksi) (k) 0.071" Anet=0.30 in2 rmin =0.49 in Q =0.76 70 144 8.18 2.65 O.K. 8 Light Cloud Area Racks 8.1 Basic Material and Geometry co 00 co e v A co Z 102 -150" 24 -48" r� LH2O1 typ, UN❑ 1 cu -t -t 1 -e FRONT SIDE TYPICAL VIERENDEEL LIGHT CLOUD APEA RAC PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 60 8.2 Check Beams 8.2.1 Design Forces L;W M< (2)(10) M S min C 30 =9.03 inch kips =0.30 in3 8.2.2 Beam Properties 1" $ 0.75" `V 064" 2" LB201H Sx =0.29 in3 Ix =0.37 in4 Sav O.R. (usually a much heavier beam is fitted) 8.3 Check Posts (Dead plus Live Loads) 8.3.1 Load to Post 8.3.1.1 At Vierendeel Section P < 1.8 kips 8.3.1.2 Below Vierendeel Section P < 2.4 kips 8.3.2 Post Properties (net section) The open end closure plate is conservatively ignored for section properties. However, it is assumed to permit the use of Q =1.00 on the gross section in minor axis bending. 8.3.2.1 Vierendeel Section Lx < 48 in KLy < (1.2)(99) =118 in 3,1 X - j- 1 3" LU79 B Kly /ry =110 X t =0.120 in 96/rx =39 As =1.03 in2 Sx =1.02 in3 Fa =12.3 ksi rx =1.22 in Sy =0.75 in3 Pa= 12.6k ry =1.07 in MXa= 30.621.k M =22.5k PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 61 8.3.2.2 Below Vierendeel Section LX < 48 in Ly < 34 in 3„ 3,, x - - -- LU79 B X t =0.120 in As =1.03 in2 Sx =1.02 in3 rX =1.22 in Sy =0.75 in3 ry =1.07 in 8.4 Seismic Transverse seismic governs by inspection 8.4.1 Base Shear Use UBC default values 8.4.1.1 At Vierendeel Section V= 0.14W =0.25k 8.4.1.2 At Vierendeel Section V= 0.14W =0.34k 8.4.2 Design Forces D v h' 1 Vh' Peg— D h' =120 inches Peq =1.7 kips Net OTM < 0 inch kips 1yy/ry =31 48/rx =39 Fa =19.4 ksi Pa =26.0k bca= 30.6° M = 22.5°kk i 'p Note: Bracing shown is schematic - see EQ this section, subsection .2 for actual geometry. 8.4.3 Stability Peq <PD +L - Stable -No Uplift. Anchors provide added Factor of Safety. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 62 Use min. 3/8" diam. ICBO approved expansion anchors. Minimum embedment 2" into slab. 8.4.4 Check Uprights 8.4.4.1 Design Forces 8.4.4.1.1 At Vierendeel Conservatively use base axial forces P <1.2 +1.7 =2.9k V <0.25k M <96V/2= (96)(0.25)/2 =12.0 "k 8.4.4.1.2 Below Vierendeel P <3.5k V <0.34k M= 12.0 "k (braced) 8.4.4.2 Post - Combined Stresses 8.4.4.2.1 Below Truss P M _4. Pa Ma = 0.76 <1.33 O.K. 8.4.4.2.2 Below Bottom Beam P M Pa Ma = 0.67 <1.33 O.K. 8.4.4.3 Beam Connections 8.4.4.3.1 Design Forces Mconn<12.0 "k O.R. PETER S. HIGGINS AND. ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 63 8.4.4.3.2 Connection Cavacity 4" 7/16" diam. Rivet Va = 2.5 kips 8.4.5 Brace Standard Connection Ma= (1.33) (2.5) (4) =13.3 in k 8.4.5.1 Design Force Pbr <1.1k 8.4.5.2 Brace Capacity_ 12 1 O.K. 0.071" Anet =0.30 in2 rmin=0.49 in Q =0.76 2 L kl Fa Pa (in) (ksi) (k) 70 144 8.18 2.65 O.K. 9 Interlake Cantilever Racks PETER S. HIGGINS AND ASSOCIATES • CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 64 9.1 Components and Geometry_ Note: Toilet seat display arms weigh considerably less than stored material, and are thus OK by this calculation. 48" 28" _ 1 1 60" 48" Uprights and Base W8x18 (50 ksi) Arms S5x10 9.2 Check Beams Horizontal Brace L2x2x% Diagonal Brace L1V,x1 %,xl 9.2.1 Design Forces Min. 3 Arms per side - Max. 2.0 kips per arm M 5.(2.0)(- 48 )= 8 48.0 "k Smin < 2 = 2.00inches3 S5x10 Ample 9.3 Check Posts (Dead plus Live Loads) 9.3.1 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 9.3.2 Post Properties W8x18 KL/r<(1.7) (192)/3.4 3 =95 Fa =15.8 ksi Combined Stress OK by insp. PETER S. HIGGINS AND ASSOCIATES • CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 65 Pa =83.1 kips Mxa =456 inch kips Mya =91.2 inch kips 9.4 Seismic 9.4.1 Base Shear V < 0.14W = 0.57 kips per side 9.4.2 Tral}sverse Forces One Side Loaded Both Sides Loaded P < 4.1 kips V < 0.57 kips M < (0.57)(90) + 115 =166 inch kips 4.1 166_041 <_1.33 83.1 456 Qic P < 8.2 kips V < 1.14 kips M < (1.14)(90) =103 inch kips 8.2 + 03 _ 0.33 <_ 1.33 83.1 456 OK 9.4.2.1 Base Connection Neglect moment resistance of interior bolts (use for shear) 2 -3/4" diam. A325 Bolts Q 8" T ( 2 ) ( 1 9 . 4 ) 38.8K A/la= 310 ""(D +L) Ma= 414..K(D +L +E) »161/2 inch kips OK 9.4.2.2 Stability One Side Loaded Governs By Inspection OTM < 59 inch kips RM > 98 inch kips Stable - No Uplift Anchors provide added F.S. PETER S. HIGGINS AND ASSOCIATES • CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 66 9.5 Transverse Seismic 9.5.1 Design Forces V =2.28 kips max 80" 9.5.1.1 Stability 28" 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. 9.5.1.2 Brace O.R. Tbr <3.3k Pbr 2.3k Braces Ample by Inspection 9.5.1.3 Bending @ Base M17/(1.14)(48)-(8.1) (2) =38.5 inch kips 8.2 38.5 + _0.52« 1.33 83.1 91.2 OK 9.6 Slab OK per Pallet Rack Check 10 Flooring Display Machines This calculation reviews the installation of the storage device for structural stability. The sealing of drawings is for the structural review of the storage device only. Other information is not reviewed, nor approved. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 67 These units are unoccupied mechanical devices. They can only become hazardous during an earthquake due to overturning or slid- ing. Accordingly, the mechanical systems are not investigated for adequate performance. The structure is assumed adequate (the stresses associated with starting and stopping an unbalanced load probably exceed UBC seismic criteria anyway). Only external sta- bility is checked. 10.1 Loads 10.1.1 Vertical A basic unit (see below) has a self weight of 4200 pounds and is limited to a live load of 12,000 pounds by the mechanical system. 10.1.2 Seismic (1988 or 1991 UBC Standard 27 -11) Using default values for all variables yields: V= 0.2 {DL +LL} 10.2 Components and Geometry_ W D rrLifig2161/WIIiar WAPIIMuiai�GNICIE EI W >144" D =42" H =224" 10.3 Seismic 10.3.1 Base Shear V= 0.20W =3.24k per unit 4.1 iv PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 September 25, 1996 Job No. 2366 Sheet 68 10.4 Stability 10.4.1 Des gn Forces Stability governed by minimum plan dimension. Conservatively assume center of mass at 1.15H/2 (drives and other masses are concentrated near the floor. 10.4.2 Overturning 0 For a rigid body OTM < 1.15VH/2 < 417 inch kips RM > WD/2 > 340 H/2 i+ EQ P up rft < (417-340)/2 = 1.8 kips 10.4.3 Sliding Anchors are linked together via base and thus are not sub- ject to combined tension and shear (anchors on "compression" side resist shear). Min 4 anchors per unit. V < 1.5 kips per bolt; V = 0 Use min. 3/4" diam. ICBO approved expansion anchors. Minimum embedment 3%" into slab. O.R. 10.5 Slab on Grade The unit weighs less than 17,000 pounds and has a footprint of over 40 square feet. The superimposed load is approximately 400 psf which is OK by inspection for a slab on grade. Lek o4 to r8 44 )H0EIVE1 SEP 2 3 1996 26'0' PICK -UP iiiiiii ililniplir iiiiIiiiiii 11111 TAIR.N. �IIIIIIIIIIIIII■ CONFERENCE rs� asp Iavai9 -na$n eT, AttAmete HURRY ANS AOWO•VSIMILTMN A96 CD RECEPTION a s 17. BREAKROO WOOS I :. °P.YS Az-a a El 24 S/O CERAMIC TILE 46PETAREA =61 BA ,0 OCCOCCCCO eaDCOCCOO OBO 9HCP OOOOO 5,2 NB Fr 2366 SEP 26199E JOSN-Q"-+!� Ow:c ••••■•• O p00R PI ANT TAN F EiVontgitttn nUT OOR PI ANT TAHIF 83134 RPI AN7 TAN F ROLFn4442 .LLHtlIAAWLI000 "'IA1 ',cc Me AOIIFCNM11,1MAL MS AOHFC°1IAlb ANTS PA N.Ib -coo REVISIONS DATE by reltraitTageffeoe REVISIONS IVNIVA22PVAVe!V• EILUFFVF it Num' DATE BY VESTIBULE 23 ,2 23 REVISIONS DATE BY r NOTES O INSTRUCTIONS MIESNEVE 111 23' 1 -1/2' VESTIBULE C 23' I -1/? 23 RACKING LEGENDS ❑1 PH ES B SPEAKERS LINEAR FOOT COMPARISON CHART fig 0-25 TOMLIN Fr ritriltlyr 1 0/5611.01TOULLIN, 00, - opT�oga�>t✓T rAHIP c�tv OF fL'�NE� APpPO ;1161IoIE,aN DEPOT DON BOARDS ARE OSB WAFFER BOARD I N DESIGN AREAS DEPOT DON BOARDS MAY BE MELAMINE THE HOME DEPOT U.S.A., INC. LOCATION XXX XXX STORE #4705 —R15 TUKW I LA, WA. OW,ff , s�Y,oTo CC 11111111111 PLOT Dorf evle/e6 S[d.F- 1/■60 DRAWN WEEOE Tlig a. WA SHEET F I %TUBE PLAN SHEETS I OF I 12 DATE:4 -20-03 J63 PI 30AES PROPERTY CORNER N 4961.9126 E 598776,111 - CHR■ 1' ROAD f Phu Tex artr J GREEN RIVER SEE SCHEDULE FOR CENTER LINE ALICNENT r / Y 6ECII 042706 DRIVE ACCESS ROAD N 4963,2393 E 5946.1752 93 / /7/ 2i77// / / /72 g SPERRY RIVE SEE ARCHITECT DRAWINGS FOR TRUCKMTU 011EN510NS 01M TO FACE OF BUILDING 5, 1 EXIST i PT OF TANGENT THE HOME DEPOT (EXISTING BLDG. AREA TO REMAIN) PT OF TANGENT DIM TO FACE OF BUILDING DIM TO FACE O BUILDING HORIZONTAL CONTROL PLAN 41 3.4 [ [ p fl 1 '4tit OL i-f L1 r K �s� 4 ] N 1;_:i'39'E 4 '2,115gi 1111, DA =24x,2 -00 am n.T. 17'22'40' 359.27 =%108.97 Y 54.91 ON V. FeR E.SE.*. NEC N », k 6446 1041.08 EXISTING BUILDWG EXISTING BuILOIN1 =.10f CONCNRC BLOC SAXON DRIVE ACCESS CENTER LINE ALIGNMENT CURVE DATA N0. RADIUS ARC L DELTA TANGENT C1 115.00 ' 25.57' 12'44'20 12.84' C2 115.00 41.92' 20'53'00 21.19' C3 115.00 16.35' 08'08'40 8.19' SIENSEN LINE TA DA BEARING LENGTH L1 N01'15'49'E 39.84 L2 N11'28'31'W 220.44 L3 N09'24'29% 425.61 L4 601'15'49'E 210.00 NOTES: DIMENSIONS TO FACE 04 CURB 1 10100 OTHERWI St 1 ND ICATED BEKI -HARKS B.M. ND. ! EXISTING CHISELED SQUARE IN TOP 04 NORTHEAST CORNER 04 CONCRETE WALK (SEE SURVEY). ELEVATION = 27.40 0.M ND 7 TOP OF EXISTING 1 INCH IRON PIPE 0.07 FEET SOUTH ANN) 0.02 FEET EAST O THE NORTHWEST CORNER OF SITE (SEE SURVEY). ELEVATION = 21.39 H.M, NO. 3 TOP O NORTHWEST BASE BOLT ON FIRE HYDRANT (SEE SURVEY). ELEVATION - 22,63 R.N, NO, 4 CHISELED SQUARE IN TOP OF CUB NEAR SOUTHWEST CORNER O SITE (SEE SURVEY). ELEVATION . 24,39 B M. NO 5 CHISELED SQUARE IN TOP OF CUB (SEE SURVEY). ELEVATION - 25.88 EXISTING 9u 37..1 . LEGAL DE SCR IPTI(N: I THAT PORTION OF r.)VEIt9EN1 LOT 1, SECTION 35, TOWNSHIP 23 NORTH. RANGE 4 EAST, WILLAMETTE MERIDIAN, IN KING COUNTY, WASHINGTON AND GAVEPoINT LOT 1, SECTION 38, TOWNSHIP 23 NORTH, RANGE 4 EAST, WILLAMETTE 1060146. IN XING COUNTY, WASHINGTON, DESCRIBED AS FOAMS: BEGINNING AT THE NORTHEAST CORNER OF GOVERMENT LOT 1 IN SAID SECTION 35: THENCE NORTH 87'44'08' WEST ALONG THE NORTH LINE OF SAID GOVERMENT LOT 1, SECTION 35, A OIETA9CE OF 166.47 FEET; THENCE SOUTH 01'51'39' WEST, A DISTANCE 00 83.55 FEET TO TRUE POINT OF BEGINNING; THENCE SOUTH 88'08'21' EAST, A DISTANCE 04 693.46 FEET TO THE WESTERLY MARGIN OF THE JAMES CHR160164SON ROAD; THENCE SOUTH 07'32'21' VEST, A DISTANCE OF 51.98 FEET; THENCE SOUTH 10'88'19' EAST, A DISTANCE O 258,52 FEET; THENCE SOUTH 08'C0'39' EAST, A DISTANCE 00 444.05 FEET TO THE NORTH LINE O THE SOUTH 36.00 FEET O GOVERMENT LOT 1 � IN SAID SECTION J6; THENCE NORTH 68'49'19' WEST ALONG SAID LINE AND THE WESTERLY EXTENSION TIERED. A DISTANCE 06 579.62 FEE1; 1HENCE ALONG A CURVE TO THE RIGHT THE CENTER OF 41414061 BEARS NORTH 01'13'41' EAST HAVING A RADIUS OF 243.26 FEET, AN ARC DISTANCE OF 166.17 FEET T96OUG11 A CENTRAL ANGLE OF 39'08'19'; THENCE ALONG A CUR& TO THE RIGHT THE CENTER OF WHICH BEARS NORTH 74'24'58' EAST HAVING A RADIUS O 359.27 FEET,; AN ARC DISTANCE OF 109.38 FEET THROUGH A CENTRAL ANGLE 06 17'26'41'; THENCE NORTH 01'51'39' EAST, A DISTANCE O 1041.08 FEET TO THE TRITE POINT 06 BEGINING; EXCEPT THE PORTION, IF ANY, LYING WITHIN SIXTH 180TH STREET AS CONVEYED TO THE CITY O TUKWILA BY DEEDS RECORDED UNDER RECORDING NUMBER 6375443 AND 6375444. f � � CALL 2 DAYS BEFORE YOU DIG 1 -800 -424 -5555