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HomeMy WebLinkAboutPermit D97-0200 - BOEING #21-04 - STORAGE RACKSCity of Tukwila Parcel No: 102304 -9069 Address: 3417 S 120 PL Suite No: Location: Category: ACOM Type: DEVPERM Zoning: MIC /L Const Type: V -N Gas /Elec.: Units: 001 Setbacks: North: Water: 125 Wetlands: Permit Center Authorized Signature: Signature: Print Name: DEVELOPMENT PERMIT } Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Permit No: Status: Issued: Expires: Occupancy: WAREHOUSE UBC: 1994 Fire Protection: SPRINKLERS South: .0 East: .0 West: .0 Sewer: :VAL VUE Slopes: Y Streams: Contractor License No :` BOEINC*294ML' OCCUPANT BOEING #21 -04 341.7..S "120 PL, SEATTLE, WA 98124 OWNER SABEY CORPORATION 201 AVE. WEST, SUITE 400, SEATTLE WA 98.119': CONTRACTOR .BOEING COMPANY .P`.0. :BOX 3707, M /S. IF -09, SEATTLE, WA 98124 CONTACT yOARY.TALLER Phone.: 2065.44 -2975 :. 3707, M/S 46 -87, SEATTLE, WA 98124 k********************************* t**:***************** * * * * * * * * * * * ** *, * * * * * * * * * * ** ** Permit Description: RELOCATE /INSTALL 11 SECTIONS OF PALLET RACK.. k********** * ** * * * * ** * * * * * *• * * * * * * * * * *-* sir* * * * * * * * * * * * * * * * * * * * * * *•* * ** ** * * * * * * * * * * * * ** Construction Valuation: $ : ,.00 • PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng.,Appr: Curb Cut /Access %Sidewalk /CSS: Fire Loop Hydrant:... No: Size(in): .00 .E.loo'd Control Zone: Hauling: Start Time:. Land. Altering: Cut: Landscape•Irrigation: Moving Oversized Load: Start Time:, End Time.: Sanitary Side Sewer: No: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Water Main Extension: Private: Public: k*********•***************************•**************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ • 127.84 k******************************************************* * * * * *• *• * * * * * * * * * * * * * * * *• * * * * ** End Time: Fill: D97 -0200 ISSUED 07/09/1997 01/05/1998 _ -: Date: _Q.611fl 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 -m authorized to sign for and obtain this development permit. Date: x1J,6%7 (206) 431-3670 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. A.ddres:s 341 5: 120 .PL < ` Per m it No D97 - 0200 :Su.te z lenen 5. ISSU Tvpe :DEVPERPi Applied 06/19/199.7' Parcel �:# 102304. -9069 Issued : 07/09/1997 k.kk * * ,, *; ** k : k kk *k ** kk * * ** kkkk, k k• k* k*' k** kkkk* kk * * *'k *kk * * * *kkk' *`k�4 Permit .Conditions 1 . Np': changes ; wi l 1 .. be made to the p l an 's unless approved . by t • • - Ar of gieer En the Tukwila Bui".lding Divi 2 A11 permits`, inspect Mecords, and %approved p1ans shall be.. available at the .jof6s•i pr for .. to tie s tats of any n co str� ucti'on es Tha: cicunients pare to £be main th taed. and avai l- able until ,f i.rTaX Tnspect - approva,1 i :g,r.anted i r .. , 3; All construct & tan to 4be {dome y in , confor•man o eT w 3th approved plans . and�ar ou i r•emen� ts of the Uniform Bu f' f' dung. Co de (1994 . Edit'ion) ame. ded,0ni ech c al „,.`Codeo • aid Wa , :S tate Energy •Coded 11994 EditIonh, 4 Va.: i di . / of `P�r � 1 t ., ti r The' i s & of : a ,perms t• or pf plans ; s p ec;l fl:catlo n s , a'd7� comput ,ap at' sha11` ° ± not ~ ; b e o ; S4aF,;: s true ..o b, a `pemi t f ' an proval of any, violationt, of ari` ¢ � ....il a provision of *he =b uilding code or °;of a ny o ther .' d�i:nance' ' ot, the: j, di° `,: '• No p pp3”, uniing z t } o`'' give g i a`u thor;ity. to violate fo liCancel the provisions f o t =is ' code?;h 5al l J , be va1ld K I Y i t j ,.., R c': i .. +4 .r= Pitstgazik • l Project Name/Tenant: ROE ING ''I l BLDG. I ` © �f Value of Construction: d�G 4.11. Site Address: Proposed use: ❑ Retail ❑ Restaurant ❑ Church El Manufacturing ❑ School/College /University City State /Zip: Tax Parcel Number: Will there be a change of use? ❑ yes Property Owner: THE BOEING COMPANY If yes, extent of change: (Attach additional sheet if necessary) Phone: • Street Address: P . t! 130X 3707 M/S 46 -87 SEATTLP; 10A41124 #: in the building? ❑ yes ❑ no X 11 paper indicating quantities & Material Safety Data Sheets Contact Person: GARY TALLER /�i-544 P e: -2975 / Street Address: P BoX 3707 M/S 46 -87 C ity St to /Zip: SEATTLE, WA 9812+ Fax #: 206 - 544 -2854 Contractor: � CrZ v Phone: Street Address: City State /Zip: Fax #: Architect: Phone: Street Address: City State /Zip: Fax #: Engineer: �, 1 �d� V'.t .r1/,,, Phone: Street Address: City State /Zip: Fax #: Description of work to be (lo ne: + � \bcA % II \ n , L 1 G�or\S 6 le_ c Existing use: ❑ Retail ❑ Restaurant ❑ Church Tr Manufacturing ❑ School /College /University ❑ Multi - family 2 Warehouse Hospital ❑ Motel /Hotel ❑ Office ❑ Other Proposed use: ❑ Retail ❑ Restaurant ❑ Church El Manufacturing ❑ School/College /University Cl Multi- family El Warehouse Hospital ❑ Motel /Hotel ❑ Office ❑ Other Will there be a change of use? ❑ yes gQ no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? fEJ yes ❑ no Existing fire protection features: ❑ /7 sprinklers ❑ automatic fire alarm ❑ none ❑ other (specify) Building Square Feet: 1131 -/` existing Area of Construction: (sq. ft.) 36 _G Will there be storage of flammable /combustible hazardous material Attach list•of materials and storage location on separate 8 1/2 in the building? ❑ yes ❑ no X 11 paper indicating quantities & Material Safety Data Sheets CITY OF P'KWILA Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431 -3670 JOB N 0O86 — GO 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. $ ❑ Channelization /Striping El Land Altering 0 Cut ❑ Sanitary Side Sewer #: APPLICANT REQUEST FOR PUBLIC',WORK$;SITEJC.IVIL' PLAN`<REVIEW'OF THE (Additional reviews 'may be determirieil b ythe'PublloWorks Department)' S •.` . • ' r ❑ Storm Drainage ❑ Street Use ❑ Water Meter /Exempt it: Size(s): ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): ❑ Miscellaneous Est. quantity: ❑ Curb cut/Access /Sidewalk ❑ Flood Control Zone ❑ Hauling cubic yds. 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 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 is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Dale application accepted: . ( "l'1'I:KMIT.DOC 7/9/96 to-fq -cr) Date application expires: tar [a -a") Application la by: (initials) BUILDING OWNER OR AUTHOR D...AGENT: Signature: 1 k dtI , I / ( Z P) Date: 4161/ei7 Print namo: R GA Y ,, ALLL Phone: _ _ 206 544 2 975 F ax H: _ t _ ?.06 5 t4 2854 Address r, - n- BOX 3707 M/S 46 -87 ( City /State /Zip SEATTLE, WA 98124 t ALL COMMERCIAL/MULTI -FA Y TENANT IMPROVEMENT /AL ATION PERMIT APPLICATIONS MUST BE SUBMITTED WITH THE FOLLOWING: 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). ❑ ❑ Floor plan: show location of tenant space with proposed use of each room labeled ❑ ❑ Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of any hazardous materials; dimensions of proposed tenant space. ❑ ❑ Vicinity Map showing location of site ❑ ❑ Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan Identifying rack layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of rack. Structural calculations are required for rack storage eight feet and over. ❑ ❑ Indicate proposed construction of tenant space or addition and walls being demolished ❑ ❑ Construction details ❑ ❑ Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. ❑ ❑ Washington State Non - Residential Energy Code Date shall be noted on the construction drawings. ❑ El 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 If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. CTPERMIT.DOC 7/9/96 �" i' �S - ati _� 1. ty . .�. r � •� c • ,�‘. G�;' •r. � h � �L�,�:ia 1t• •. .;'!� s i�� ' � , j a • .k;j�: . G ,�v: � ' i1 w. �e .. l b'.' . }�� • ' *:kA44kAk *k** * *A• * *A* * * * *A A kk *:tit•4 *k•k. * * •kA k:4 *k:t±:** -4 *—k CITY OF 1'UK�ll LA. WA � .- oao V TRANSMIT * Ak* * * *k.4,*A. **.kti. * * *•A *A *k.A *A k•kkk*. * A• k* k; 4k k* *:k * *.k *hA *A•.4 *•A *kk * * *Ak TRAM MI1 , Number: R370,0_t: Amount: 21.00 10/16/97 10:05 Payment Method:. CASH Notation: GARY TALLER Ini t: NAB Per Mi.t. No: :D97- __020.0 Type: DEVPERM DEVELOPMENT PERMIT Parcel No: 102304••9069 Site .Address: 3417 S 120 PL This, Pat:yir,ent 21.00 Total Fees: Total ALL Pmts: Balance: 148.84 148.84. .00 *• *t.•A *•khirki-A** •14:i•e -114 r14:1•,kiti10 ** *•Alert A.411A• A.: 4 *k*•n - ,- 4 * *AA *4.-4•1%*4*,t. Account Code Description • Amount 000/345.tt 0 PLAN CHECK - NONRES 21.00 10/1.' 9717 TOTAL 21. 00 • *k *•k•k**,t* * * ** 44i**4•k **4 ** *:, {* irk:klr** *?k*:4ot*:kahk•r * ******A***,A*4*A**k CITY `QF . TUKWILA., WA • • TRANSMIT 0,- A* y4*** k** h* ****** * **k•k****.A* ** *kk ****# k**rki474** A•****,k:4k•,4* TRANSMIT ,Number`c R97QOC,02_Amount: 127.84 00/19/97 15:09 Pa.yiaent; Method: CASH Notation: i30E'INFx Ini•t: S�_!3 Permit No: D97 -0200 Type: DEVPERM DEVELOPMENT PERMIT Parcel .No: .1.02304 -)069 Site. Address: 3417 S 120 PL . Total Fees: 127.434 This Payment 127.84 Total ALL Pmts: 127.84 Balance: .00 ***** •** **4i** * *wAi***•hA4 k*4*****1c•A** Pik** o1• A• kslA•*A**:F•k *o Account Code 000/322.'100 000/345.830 000/386,.904. Description FUILOING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE Amount 74.75 ' 48.59 4.50 >,:.t: 04/19 9719 TOTAt.. i27 34 . Project „,( ' Z1 v`t 1 Type of inspect' n: Ft� Address ezo Date called: Special instructions:. Date wanted: Requester: Phone No.: 4, 2 rW INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 - COMMENTS: Inspector: I1 • pproved per applicable codes. Receipt No.: INSPECTION RECORD Retain a copy with permi OL I I Corrections required prior to approval. Date: (206) 43'0 670 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100, Call to schedule reinspection. Date: Project: - f Type of inspection: Address: , 3y11 I k. Date called: b (o q7 Special instructions: • °'.,v . Date wanted: /11 I f m. Requester: Phone No.: INSPECTION RECORD Retain a copy with permit ;�S - OZ-at Retain. ` PERMIT NO. INSPECTION NO: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: t,ca_ cr. Prt-L..% R& P4cg4 Inspector: Date: /OM / 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: Projeg3 � Z + _ 0 r ( `"�' Type of inspection �/0l NYC ( Add;ess ( n ( Date called: Special i -. tructions: 1 - Date wanted: 'I�p.) ID - 14 - !� p.m. Requester: - ten , r' D , '(("`'1/ Phone No.: 1 30 — *0..7 INSPECTION NO CITY OF TUKWILA BUILDING 'DIVISION 6300 Southcenter Blvd., #100, Tukwita, WA 98188 Appro wed per applicable codes. COMMENTS: Inspector: I I INSPECTION RECORD Retain a copy with permit PERMIT NO. (206) 431 =3670 Corrections required prior to approval. Acv-AGq — Pam. — .itA 0 Li ki 3 f h& A- -ro c--- . 614 rtZ C. f 3 70 Date: ru19 • $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100, gall to schedule reinspection. Receipt No.: Date: Project:80 , , 730x. Sicit P Type of inspectioN• Address 1 . 7 S . /20 ,it.. Date called?; c, / r ? Special instructions: Date wantedd: a.m. Requester Steve Phone No.5 _ 2C2 / INSPECT! N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Inspector: MENTS: INSPECTION RECORD Retain a copy with permit PERMIT NO. 206) 431 -3670 Corrections required prior to approval. --5 Date: El $42,00 REINSPECT! O 1 FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: ` { . X "' ' ''":;t tue -e vtai: i∎tt:t7;: `V7/4/ 'rTT..` ,,•.., W 3 0,goratriII W d�tiii71�'+...ir • �Y +n 210 1 ",y�', Na'�' iiiy�y lM•l+"?F ^(J S1'T sfiati .rtautie 3 i , t Project Name Address X Authorized Signature FINALAPP.FRM City of Tukwila Fire Department > o TURWILA FIRE DEPARTMENT FINAL APPROVAL FORM / - off P G Retain current inspection schedule Needs shift inspection Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: / 0 Thomas P. Keefe, Fire Chief T.F.D. Form F.P. 85 John W. Rants, Mayor Suite # Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 5754439 :..,r +...rte w�..ns. saUnai. W. �P�iCaR: M`: rn�u. vry .....ra.: W�w+•i � y.!avr REVISION SUBMITTAL DATE: PROJECT NAME: PROJECT ADDRESS: 3 .S 1 -- �L. C CONTACT PERSON: GARY TALLER REVISION SUMMARY: C ex1.4 2 O 1 1 ' - { ��&UPS . 6,f4f12y. k.406-\ A l ltiA, T O (c SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO:. pal CITY OF TUKWILA Department of Community Development Building Division- Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 PLAN CHECK/PERMIT NUMBER: b ?'7 0_206 BOEING DEFENSE S SPACE GROUP CITY USE ONLY .>.. .. • f... f..,.._ \:. :. \. et, ..............N..:\ .. • .. . .: ...... PHONE: 206- 544 -2975 RECEIVED CITY OF TUKWILA OCT 03199? PERMIT CENTER A A7u-t, 4 e ( - - f1t/1�Z , CAU. AP P R O V ED 7 1997 BI f tNC DIVISION Public 3/19/96 EN6R. J. R ow fp /,7 REVISED DATE r_eLoc 'ax s H o p g , / -01 D.C. Dios 10,9086 CHECK / AIR API BOE /A G' Sc-oPE /ozysis 015007 2070 ORIG. 6/73 THIS /!-/V, LYS 'PeTs M ties - r - #4E' S- LIGT(�l R.Pt L A-n E C2 N 4cy c3P' GA -A/T/ Levc--� 2PrC�, ?1 -I'LL I2 A-G lL Lv45 PR, E VIO4sLY NsTf -LL.efl ow 4 ! 2 . 7 & / / - 03 , o,v Jog / coo SG 7716 �4) s 9c o rvs of Dou 8LE CA-Tyr � Aof Wet-6 M-o Ai p E's T. s Ass //VSrfrt t v one /- etiioce_r sc-�- oP C4 P,1 M L= b oo LAS Use (2) e/ '( Nz B01 o u 1 V; ,4 330 1 7 ITV/ % " M 1 N —geo, P G A L S 6 . (Q E-P 1 oe.1G c,4„1 PY i) c,ANr" I L evee R,4c 4N ,-Lys s z . P (' 7- CC,i P -7/2.31/39.2 4FI" APPR 1997 1��J1 1L01NG DIV1StON RECEIVED CITY OF TUKWILA OCT031997 PERMIT CENTER J10.047 BOEING MILITARY AIRPLANES BOEING DEFENSE & SPACE GROUP 21-04 BUILDING DEVELOPMENTAL CENTER STRUCTURAL CALCULATIONS FOR CANTILEVER RACK INSTALLATION JOB # 127017.-03 JULY 23, 1992 JON R.BURKS THE BOEING COMPANY DEVELOPMENTAL CENTER SEATTLE, WASHINGTON APPROVAL I EXPIRES 12 111/CA5 ENGR. .L a/RKS REVISED DATE GA I I-- e VE R RAC-I< RAC-I< 1 1'2.701 7 - 03 1141 CHECK APR APR B OE/NG "THE L..O C4-sE W 11W THE WOKS - r , v -t T '2'V / Y M o N1 EN r W S DeT ere M Wel) FO S la/ A-16 TWE t R o LTS , DI 5007 2070 ORIG. 6/73 TI-Hs 4W" -LYsrs P TERM1WES THE S7 L) TCI .A 4pE Qv,c,y OF t✓d P t NtETmot-L - T f - f G A'W T i v - FO(JR LOS GASES \/VE - g E 4-M4 -t 2E-D S/Ncl LE /4s -/■.1 'i Cf9 7 S I NC LE /AM ■l l es ` 477AC,id , , /3 1 TAD (18 A1 CpC) " 8 1 PoV 8 BE M I " l 17 # l2 ) THE WoRsT oar CO Fib l/ 14 d F EPAGtJ C A S E -e6 A LY ear), .115.047 ENGR. J , .13og Z S 7/22, REVISED DATE 2 CHECK APR APR BOE/A/G PETERM / NE S t z E © F WORST G,sit l5 vv/ 5/NG7LE 8 ARMS , (47C4/t1EA/T # 7) Mo vT .. 154 /v1 t = 2 to - /n. S I 3 � g- Tre = I,S( - 210 T RY r vsE DI 5007 2070 ORIG. 6/73 G /S /500 Ib 72 © // �I . got7 - s ift /'" &NISEI). 3 c' o Ps c % D G,7 L 1,33 20 Is' : o g. 1/ 8- m so LT w 41- ' /z. " E/vleeD "Ai J10.047 ENGR, J I D(/Q S /22 REVISED DATE 3 CHECK AIR AIR BO E/NG MATER L-- To BE oR DERE LMT RACK SINGLE RMCK MOB LE . Rf-K (mYffcH 12 4 13 i-RMs DI 5007 2070 ORIG. 6/73 Fy = 42 Ks c; CA US 2 ► G - 46G KINT a 18'14 C5 2I G - Go 3 UPmH'r BASE 18'14 CAUL? 2I -- 48H () RI &HT PAsE )8'I) CA VP 2 1 G — GOH VPet&E+T 4 BASE 18 CA GoA 6o // cA 4S A 48" HOR I Z BRACE cAH�B - 48 46" 14DRi . , BRACE CA P13 - Go GO" HoP.l e, BRAGS x — 8 RACE CA x 8 21 G — 4 e D X- Wer-5 GET 48 CAX B 2 /G — 9G D K- BRACE SeT Gox2 /c J10.047 /De! 9 19.0" 17e _"1 19.0" 19.0" /Zi • . I te 19.0 10¢ ■ 19.0" S ' t , I 19.0" sS M 19.0" it 35 19.0" 1 • 19.0" 12.0" 18' (216.0 FLOOR BAY 1 CANTLEVER RACKS 7 0 KEY A 1 -12 B 1 -12 D 1 -9 P izt ifmktseavo EACH CANTILEVER ARM ISg5:0' SPACING DOES NOT 1NCULDE ARM WIDTH CANTILEVER RACK DESIGN JOB # 127017-03 DATE 7/21/92 VERSION 1.0 BY JON BURKS INPUT ARM ARM LL = ARM DL = FY arm = L arm = IMPACT = L fact = INPUT COLUMN ARMS = 8 DL col = 300 (lb) Fy col = 42 (ksi) height = • 216 (in) base wd = 72 (in) wd/col = 60 (in) MRYIkTYPEMAIMP;Miliiiitrait•ii Ae S x = Sy= 1000 (lb) 50 (lb) 42 (ksi) 60 (in) 10 (%) 0.67 6.97 (in"2) 16.92 (in"3) 8.36 (in"3) .5 INPUT rx = ry = Klong = Ktrans = 3.99 (in) 1.55 (in) 1.00 2.00 DETERMINE BASE SHEAR V= ZICW /Rw Z = 0.30 I = 1 C = 2.75 W = 6.70 (k UPRGHT +ARM +75 %LL) Rw = 5.00 V = 1.11 (k) LEVEL hx (in) Wx (k) Wxhx wxhk /Wxhx Fx Mot (k -in) 8 196 0.84 164.15 0.21 0.23 45.96 7 173 0.84 144.89 0.19 0.21 35.81 6 150 0.84 125.63 0.16 0.18 26.92 5 127 0.84 106.36 0.14 0.15 19.30 4 104 0.84 87.10 0.11 0.12 12.94 3 81 0.84 67.84 0.09 0.10 7.85 2 58 0.84 48.58 0.06 0.07 4.02 1 35 0.84 29.31 0.04 0.04 1.47 0 0 0.00 0.00 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0 - 6.70 773.85 1.00 1.11 15 *7 S M = 45.50 (k in) Sreq = 1.81 (in V7W364/1 , *Ai-4*VMM Sx = Mn = Ma = Fe = Fn = Pn = SF = Pa = tuntamilft 7 .0K . CHECK ALLOWABLE LOAD IN COLUMN 14.73 (ksi) 12.05 (ksi) 83.97 (k) 1.97 42.54 (k) CHECK BENDING IN COLUMN (LL+IMP*LFACT*L+DL*L/2) (M/Fy*1.67) 1.88 (IN 78.91 (k-in) (Mn=Sx*Fy) 47.25 (k-in) (Ma= Mn/1.67) (Fe = pi (Fn = Fy(1-Fy/4Fe)) (Pn = Fn*Ae) (5/3+3/8*(Fy/2Fe) 1/8(Fy/2Fe) (Pa = Pn/SF) 7 L9) Mn = 710.48 (k -in) (Mn= Fy /Sx) Ma = 425.44 (k -in) (Ma= Mn/1.67) CHECK COMBINED STRESS (DL +LL) M = ` titaettm/ /Ma;£ _;., to"�lt °h9 i iov.,e :mot NUMMI CHECK COMBINED STRESS (DL +LL +SEIS) < =1.33 Mseis = 154.27 (k -in) Md +1 = 252.00 (k -in) M = 406.27 (k -in) P = 9.20 (k) VUSEN 0#4 DETERMINE OVERTURNING Movt = Mres = 9.20 (k) 252.00 (k -in) 154.27 (k -in) 210.00 (k -in) "S µ1 ,i,1 3 se 8 DETERMINE OVERTURNING TOP SHELF LOAD ONLY 25.87 (k -in) 42.00 (k -in) 9 CANTILEVER RACKS (EXTRUSION) .23.0" 23.0" 23.0" 23.0" 23.0" 30.0" 17 ((o 16 14 13 23.0" fA ) KEY ROW Y 1 -3 12.0" FLOOR EACH CANTILEVER ARM IS 4:QZ:WIDE SPACING DOES NOT INCLUDE ARM WIDTH 10 CANTILEVER RACK DESIGN VERSION 1.0 BY JON BURKS INPUT ARM ARM .. LL = ARM DL = FY arm = 'L arm = IMPACT = L fact = INPUT COLUMN 1000 (lb) 50 (lb) 42 (ksi) 48 (in) 10 ( %) 0.67 # ARMS = 7 DL col = 300 (lb) Fy col = 42 (ksi) height = 216 (in) base wd = 72 (in) wd /col = 60 (in) TR"gaTYPHUPRIGHS Ae = Sx = Sy = 6.97 (in 16.92 (in 8.36 (in JOB # 127017 -03 DATE 7/21/92 I I INPUT rx = ry = Klong = Ktrans = 3.99 (in) 1.55 (in) 1.00 2.00 DETERMINE BASE SHEAR V= ZICW /Rw Z = 0.30 I = 1 C = 2.75 W = 5.90 (k UPRGHT +ARM +75 %LL) Rw = 5.00 V = 0.97 (k) LEVEL hx (in) Wx (k) Wxhx wxhk /Wxhx Fx Mot (k -in) 7 208 0.84 175.32 0.23 0.23 47.38 6 181 0.84 152.56 0.20 0.20 35.87 5 154 0.84 129.81 0.17 0.17 25.97 4 127 0.84 107.05 0.14 0.14 17.66 3 100 0.84 84.29 0.11 0.11 10.95 2 73 0.84 61.53 0.08 0.08 5.84 1 46 0.84 38.77 0.05 0.05 2.32 O 0 0.00 0.00 0.00 0.00 0.00 O 0 0.00 0.00 0.00 0.00 0.00 O 0 0.00 0.00 0.00 0.00 0.00 O 0 0.00 0.00 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 O 0 0.00 0.00 0.00 0.00 0.00 0 - 5.90 749.34 1.00 0.97 imam 1 2 ARM DESIGN M = Sreq = Sx = Mn = Ma Oter> 4Mdl +110:i..,Olt Ilsir TYPE' 'If CHECK ALLOWABLE LOAD IN COLUMN Fe = Fn = Pn = SF = Pa = 36.40 (k -in) (LL +IMP *LFACT *L +DL *L /2) 1.45 (in"3) (M /Fy *1.67) Y�Ia0.ava:nA�ti ' 1.88 (IN "3) 78.91 (k -in) (Mn= Sx *Fy) 47.25 (k -in) (Ma= Mn /1.67) 14.73 (ksi) 12.05 (ksi) 83.97 (k) 1.97 42.54 (k) CHECK BENDING IN COLUMN (Fe = pi"2 *E /(K1 /r)"2) (Fn = Fy(1- Fy /4Fe)) (Pn = Fn *Ae) (5/3 +3 /8 *(Fy /2F0".5 - 1 /8(Fy /2Fe) ".3 (Pa = Pn /SF) 13 U Mn = Ma = CHECK COMBINED STRESS (DL+LL) P = 8.05 (k) M = 176.40 (k-in) imAmmoommOMMINMWRAMwm*wol WIN203t CHECK COMBINED STRESS (DL+LL+SEIS) <=1.33 Mseis = Md+1 = M= P gyme+wmetymnl,imin.0.95: vasat DETERMINE Movt = Mres = 710.48 (k-in) 425.44 (k-in) 145.99 (k-in) 176.40 (k-in) 322.39 (k-in) 8.05 (k) OVERTURNING 145.99 (k-in) 219.60 (k-in) 1.5 00 (Mn=Fy/Sx) (Ma=Mn/1.67) 14 1.02 (k) 4.88 (.k* DETERMINE OVERTURNING TOP SHELF LOAD ONLY 15 .) BAY 1 CANTLEVER RACKS atta 4 4 y 19.0►► y 35.0" • -r 0 12.0" • 7E50 R EACH CANTILEVER ARM IS 5 QJW!DE SPACING DOES NOT INCLUDE . ARM WIDTH 1 CANTILEVER RACK DESIGN JOB # 127017 -03 DATE 7/21/92 VERSION 1.0 BY JON BURKS INPUT ARM INPUT COLUMN ARM LL = ARM DL = FY arm = L arm = IMPACT = L fact = 1000 (lb) 50 (lb) 42 (ksi) 60 (in) 10 ( %) 0.67 # ARMS = 7 DL col = 300 (lb) Fy col = 42 (ksi) height = 216 (in) base wd = 72 (in) wd /col = 60 (in) I TRY• TYPE H - UPRIGHT Ae = Sx = Sy 7.72 (in 22.20 (in 9.73 (in L-NMD c,i-Se ' / DovgGE A cMNT /1-5'VVR W /4-0/91) ©MVGY l S /p1 7CrRL Lo/?D M s6is � INPUT rx = ry Klong = Ktrans = 4.66 (in) 1.59 (in) 1.00 2.00 DETERMINE BASE SHEAR V =ZICW /Rw Z = 0.30 I = 1 C = 2.75 W = 5.90 (k UPRGHT +ARM +75 %LL) Rw = 5.00 V = 0.97 (k) LEVEL hx (in) Wx (k) Wxhx wxhk /Wxhx Fx Mot (k -in) 7 189 0.84 159.31 0.23 0.22 41.40 6 166 0.84 139.92 0.20 0.19 31.94 5 143 0.84 120.53 0.17 0.17 23.70 4 120 0.84 101.15 0.14 0.14 16.69 3 97 0.84 81.76 0.12 0.11 10.90 2 74 0.84 62.37 0.09 0.09 6.35 1 51 0.84 42.99 0.06 0.06 3.01 0 0 0.00 0.00 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0 - 5.90 708.04 1.00 0.97 1533'09,+ 18 t ) VIa > vMdI +lit u OK WISE-'.TYPE. -AA CHECK ALLOWABLE LOAD IN COLUMN Fe = Fn = Pn = SF = Pa = 45.50 (k -in) (LL +IMP *LFACT *L +DL *L /2) 1.81 (in (M /Fy *1.67) 1.88 (IN 78.91 (k -in) (Mn= Sx *Fy) 47.25 (k -in) (Ma= Mn /1.67) 15.46 (ksi) 13.48 (ksi) 104.06 (k) 1.97 52.95 (k) CHECK BENDING IN COLUMN (Fe = pi "2 *E /(K1 /r)"2) (Fn = Fy(1- Fy /4Fe)) (Pn = Fn *Ae) (5/3 +3 /8 *(Fy /2Fe)".5- 1 /8(Fy /2Fe)".3 (Pa = Pn /SF) 19 Mn = Ma = CHECK COMBINED STRESS (DL +LL) P = 8.05 (k) M = 220.50 (k -in) VP /Pa=y: '14 Mai YAVW.I P.0135/0 KMUPAP CHECK COMBINED STRESS (DL +LL +SEIS) < =1.33 Mseis = 133.99 (k -in) Md +1 = 220.50 (k -in) M = 354.49 (k -in) P = 8.05 (k) Aripav +, Ma' `'oa ttitt xcy,Hti'0 79 OK tUSH "He DETERMINE OVERTURNING Mo = Mres _ 932.56 (k -in) (Mn= Fy /Sx) 558.42 (k -in) (Ma= Mn/1.67) 133.99 (k -in) 186.00 (k -in) 2C) 2/ U CANTILEVER RACK DESIGN VERSION 1.0 BY JON BURKS INPUT ARM ARM LL = ARM DL _ FY arm L arm = IMPACT = L fact = INPUT COLUMN Ae = Sx = Sy = 1000 (lb) 50 (lb) 42 (ksi) 60 (in) 10 ( %) 0.67 # ARMS = 7 DL col = 300 (lb) Fy col = 42 (ksi) height = 216 (in) base wd = 72 (in) wd /col = 60 (in) 'TYPB`INFOigiliti1tTPRIGH'g 7.72 (in 22.20 (in 9.73 (in JOB # 127017 -03 DATE 7/21/92 Oi4/7 6.5E # tou61 E g fv7 c mntr'ravt P p V r 7 -64 W t 64/1 2.1 Msr1rs, 22 INPUT 0 rx = ry = Klong = Ktrans = 4.66 (in) 1.59 (in) 1.00 2.00 DETERMINE BASE SHEAR V= ZICW /Rw Z = 0.30 I = 1 C = 2.75 W = 5.90 (k UPRGHT +ARM +75 %LL) Rw = 5.00 V = 0.97 (k) LEVEL hx (in) Wx (k) Wxhx wxhk /Wxhx Fx Mot (k -in) 7 189 0.84 159.31 0.23 0.22 41.40 6 166 0.84 139.92 0.20 0.19 31.94 5 143 0.84 120.53 0.17 0.17 23.70 4 120 0.84 101.15 0.14 0.14 16.69 3 97 0.84 81.76 0.12 0.11 10.90 2 74 0.84 62.37 0.09 0.09 6.35 1 51 0.84 42.99 0.06 0.06 3.01 0 0 0.00 0.00 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0 0 0.00 0:b0 .0.00 0.00 0.00 5.90 708.04 1.00 0.97 WIRr C2 _ 8 23 ARM DESIGN IMEMOTIMIVARMARII Mn Ma. _ wittilleilMlOKi ItISi8 MBitam CHECK ALLOWABLE LOAD IN COLUMN Fe = Fn = Pn = SF = Pa = 15.46 (ksi) (Fe = pi"2 *E /(K1 /r)"2) 13.48 (ksi) (Fn = Fy(1- Fy /4Fe)) 104.06 (k) (Pn = Fn *Ae) 1.97 (5/3 +3 /8 *(Fy /2Fe)".5- 1 /8(Fy /2Fe)".3 52.95 (k) (Pa = Pn /SF) CHECK BENDING IN COLUMN 45.50 (k -in) (LL +IMP *LFACT *L +DL *L /2) 1.81 (in (M /Fy *1.67) 1.88 (IN"3) 78.91 (k -in) (Mn =Sx *Fy) 47.25 (k -in) (Ma= Mn /1.67) M = P = P /Pa + M /Ma = MOO Mseis = Md +1 = M = elPaNWitillatisr Malta 932.56 (k -in) (Mn= Fy /Sx) 558.42 (k -in) (Ma= Mn/1.67) CHECK COMBINED STRESS (DL +LL) 8.05 (k) Q`) == 14111111% -2 O.LO (k -in) O 0-`N DETERMINE OVERTURNING' Movt = 133.99 (k -in) Mres = 186.00 (k -in) tSFovtivii4VAUCC1439 0.55 OK /7 & # 0 52 95 5313. CHECK COMBINED STRESS (DL +LL +SEIS) < =1.33 133.99 (k -in) (2, )- AS -2 364.49• (k -in) INIMODS x.. ~ 8.05 (k) (p = losim '0.7v uix 52, 96 2 = 55$.9 Z5 DETERMINE OVERTURNING TOP SHELF. LOAD ONLY 24.95 (k-111) 42.00 (k-in) 1.68 0.24 (k) 0.86 /a 1 11.0" . 18' (216.0' BAY 1 CANTLEVER EXTRUSION 0 1 2 - KEY ROW W 1 -4 11 ROW X 1 -4 /0 7 3 2 * 48.0" ARM IS 4.0" WIDE SPACING DOES NOT INCULDE ARM WIDTH 27 CANTILEVER RACK DESIGN VERSION 1.0 BY JON BURKS INPUT ARM INPUT COLUMN ARM LL = ARM DL = FY arm L arm = .IMPACT = L fact = Ae = Sx = Sy = 1000 (lb) 50 (lb) 42 (ksi) 48 (in) 10 ( %) 0.67 # ARMS = 12 DL col = 300 (lb) Fy col = 42 (ksi) height = 216 (in) base wd = 72 (in) wd /col = 60 (in) TRYWTYPE ' H If; V,l .UPRIGHT4 7.72 (in 22.20 (in 9.73 (in JOB # 127017 -03 DATE 7/21/92 Lo4D cAse 4#/ 12Dvge..E Ae• CA °R W /Gcm ONLY / 5/06 �P Topa. L040 • Mv41.4. PilseLs 2 s INPUT rx = ry = Klong = Ktrans 4.66 (in) 1.59 (in) 1.00 2.00 DETERMINE BASE SHEAR V= ZICW /Rw Z = 0.30 I = 1 C = 2.75 W = 9.90 (k UPRGHT +ARM +75 %LL) Rw = 5.00 V = 1.63 (k) LEVEL hx (in) Wx (k) Wxhx wxhk /Wxhx Fx Mot (k -in) 12 192 0.83 158.40 0.15 0.24 45.83 11 177 0.83 146.03 0.13 0.22 38.95 10 162 0.83 133.65 0.12 0.20 32.63 9 147 0.83 121.27 0.11 0.18 26.86 8 132 0.83 108.90 0.10 0.16 21.66 7 117 0.83 96.52 0.09 0.15 17.02 6 102 0.83 84.15 0.08 0.13 12.93 5 87 0.83 71.77 0.07 0.11 9.41 4 72 0.83 59.40 0.05 0.09 6.44 3 57 0.83 47.03 0.04 0.07 4.04 2 42 0.83 34.65 0.03 0.05 2.19 1 27 0.83 22.28 0.02 0.03 0.91 0 0 0.00 0.00 0.00 0.00 0.00 0 9.90 1084.05 1.00 1.63 218.87f 29 ARM DESIGN M = 36.40 (k -in) (LL +IMP *LFACT *L +DL *L /2) Sreq = 1.45 (in (M /Fy *1.67) VRY .:TYPE; A::, =, r; . > :: , ARIV Sx = 1.88 (IN"3) Mn = 78.91 (k -in) (Mn= Sx *Fy) Ma = 47.25 (k -in) (Ma= Mn /1.67) 4 Ma Md1 +111 OKs W,4844 CHECK ALLOWABLE LOAD IN COLUMN Fe = Fn = Pn = SF = Pa = 15.46 (ksi) 13.48 (ksi) 104.06 (k) 1.97 52.95 (k) CHECK BENDING IN COLUMN (Fe = pi"2 *E /(K1 /r)"2) (Fn = Fy(1- Fy /4Fe)) (Pn = Fn *Ae) (5/3 +3 /8 *(Fy /2Fe)".5- 1 /8(Fy /2Fe)".3 (Pa = Pn /SF) Ma = CHECK COMBINED STRESS (DL +LL) P = M = 932.56 (k -in) (Mn= Fy /Sx) 558.42 (k -in) (Ma =Mn /1.67) USE He 13.80 (k) 302.40 (k -in) VF /Pa= + M/Ma' CHECK COMBINED STRESS (DL +LL +SEIS) < =1.33 Mseis = 218.87 (k -in) Md +1 = 302.40 (k -in) M = 521.27 (k -in) P = 13.80 (k) Irma- +: M /Ma r = 1.19 OK 4 SUS &; H DETERMINE OVERTURNING Movt = 218.87 (k -in) Mres = 363.60 (k -in) tSFovt' a.: 1.664 31 • Ra = 0.30 (k) Rh = 0.80 (k) U 32 CANTILEVER RACK DESIGN VERSION 1.0 BY JON BURKS INPUT ARM ARM LL = 1000 (lb) ARM DL = 50 (lb) FY arm = 42 (ksi) L arm = 48 (in) IMPACT = 10 ( %) t , L fact = 0.67 INPUT COLUMN # ARMS = DL col = Fy col = height = base wd = wd /col = Ae = Sx = Sy = 12 300 (lb) 42 (ksi) 216 (in) 72 (in) 60 (in) 7.72 (in 22.20 (in 9.73 (in JOB # 127017 -03 DATE 7/21/92 L0119 CASE 4Z covets C gA/1 1-6V�i 2-P M5CIS 33 INPUT 0 rx = ry Klong = Ktrans 4.66 (in) 1.59 (in) 1.00 2.00. DETERMINE BASE SHEAR V= ZICW /Rw Z = 0.30 I = 1 C = 2.75 .W = 9.90 (k UPRGHT +ARM +75 %LL) Rw = 5.00 V = 1.63 (k) LEVEL hx (in) Wx (k) Wxhx wxhk /Wxhx Fx Not (k -in) 12 192 0.83 158.40 0.15 0.24 45.83 11 177 0.83 146.03 0.13 0.22 38.95 10 162 0.83 133.65 0.12 0.20 32.63 9 147 0.83 121.27 0.11 0.18 26.86 8 132 0.83 108.90 0.10 0.16 21.66 7 117 0.83 96.52 0.09 0.15 17.02 6 102 0.83 84.15 0.08 0.13 12.93 5 87 0.83 71.77 0.07 0.11 9.41 4 72 0.83 59.40 0.05 0.09 -6.44 3 57 0.83 47.03 0.04 0.07 4.04 2 42 0.83 34.65 0.03 0.05 2.19 1 27 0.83 22.28 0.02 0.03 0.91 0 0 0.00 0.00 0.00 0.00 0.00 9.90 1084.05 1.00 ' 1.63 ARM DESIGN 36.40 (k -in) (LL +IMP *LFACT *L +DL *L /2) Sreq = 1.45 (in (M /Fy *1.67) VgielIPOIVAMMMEMWAVR Sx = Mn = Ma = IMEMMIZIPAINA CHECK ALLOWABLE LOAD IN COLUMN Fe = Fn = Pn = SF = Pa = 15.46 (ksi) 13.48 (ksi) 104.06 (k) 1.97 52.95 (k) CHECK BENDING IN COLUMN 1.88 (IN"3) 78.91 (k -in) (Mn= Sx *Fy) 47.25 (k -in) (Ma= Mn /1.67) (Fe = pi"2 *E /(Kl /r)"2) (Fn = Fy(1- Fy /4Fe)) (Pn = Fn *Ae) (5/3 +3 /8 *(Fy /2Fe)".5- 1 /8(Fy /2Fe)".3 (Pa = Pn /SF) 35 Mn, _ Ma = CHECK COMBINED STRESS (DL +LL) P = 13.80 (k) M = 302.40 (k -in) t�H CHECK COMBINED STRESS (DL +LL +SEIS) < =1.33 Mseis = 218.87 (k -in) )(Z = WIMP Md +1 = (k -in) M = 5z1. -2 (k -in) 3771 P = 13.80 (k) (?-, = Z7 (; • 1.19 OK Z* ?' 43 = M W 6Z. 95 556,47/ VISMONIt DETERMINE OVERTURNING Movt = Mres = 218.87 (k -in) 363.60 (k -in) nSFeYfii amnia co% 932.56 (k -in) (Mn= Fy /Sx) 558.42 (k -in) (Ma =Mn /1.67) 36 2.01 (k) DETERMINE OVERTURNING TOP SHELF LOAD • ONLY Movt = 25.34 (k-in) Mres =-• 46.80 (k-in) SFovt = 1.85 0.30 (k) Rb 0.80 (k) 37 _ pe i is(in.) t D(Tn.) ( t c c A Area X X - X AXIS * t T- T A.XZS* i At Col. A At End D r (In. 4 ) S S In. r r(In. ! t T I Ia. S S tn. r(In.) kart.) 3 -3/4 , 12 -1/4 2 2 -1/4 3 .8603 . _ � 0 1.875 ,105 . .875 . .9739 . .7208 . .5314 . .8937 2 2.1639 1 1.1541 } } .1.4 _ 4 1 1-1/8 3 3 -3/4 . .105 1 1.5750 3 3.7769 1 1.8789 1 1.5485 1 1.9898 3 3.4349 1 1.8439 1 1.4768 1 1.8628 4 1 1 -- 2 2.0134 4 4.7594 2 2.3764' 1 1.5375 1 1.9972 4 4.4174 2 2.3338 1 1.4812 1 1.8928 5 1 1 -1/8 3 3 -3/4 ' . .135 - -- 2 2.3847 7 7.9720 3 3.1838 1 1.8284 2 2.5039 5 5.4684 2 2_8891 1 1.5143 1 1,8928 _ 5 6 1 1 -1/8 3 3 -3/4 . .135 - -- 2 2.6378 1 12.2908 4 4.0416 2 2.1586 3 3.0411 6 6.1849 3 3 .2676 1 1.5312 1 1.8928 ti; x TYPE "8" ARM. STANDARD CAN1-- •.'T.EVER RACK A1ZHS� NORTHERN STEEL 6O) ANDOVER PARK EAST SEATTLE, WA 98188 (206) 575.1671 • INSIDE WA 1:800. 562.1086 OUTSIDE WA 1.8005 75.2508 *.H07E: Properties computed based upon cross- section at end plate connection. D x •- y ALL OTRER TYPE ARMS t I Typ 13 x D 1 t• I (In.) (In.) Net Wgt. (A/ FT.) Area (In. j X' X AXIS Y- Y AXIS ISIn._) • SSIn. r1In.) y(In.) S (In. 3 ) 111 r(In.) , x(1 . . I • (In. 4 ) 3 � 5-1/8 x 4 .188 .188 9.2796 14.5388 2.1680 3.7686 7.4398 28.3352 2.9033 7.0 :3; 1.8525 2.742��+.0000 2. 5625 4.6574 . 91 2 3287 4.29) 1.4657 1.5099 2.0000 1.0.)04 C 8•x 4 ' r. 10 Y, ..:• 11.1• . .. .' 1 1 lb .. . • 1$11• - - =•b - . -.,•.. • .• - ._l . .C, 13 -1/8 x 4 .188 ,188 23.8184 26.3752 6.9672 7.7192 111.0124 167.9159 16.91.2 . 1 3.9917 •• .9190 6.5625 tema 7.5.2 16.7240 •• 1 8.3620 • 1.5493 • : • 2.001° 2.00Ut; H 15 =1/6 x 4 15 -1/8 x 4 .188/.090 30.6974 9.3124 225.3254 29.7951 21.1962 10. 991 1.53,2 2.00U0 F350'•13 -1/8 x 4 J 27.6796 7.5730 127.5560 19.4371 4.1027 6.5625 8.3874 4.1937 1.1065 :2.0000 4.9130 1 0904 :2.0D00 5.6070 (1. 103 12.56r;.) F5004.15 a736175 -1/8 x 4 3 +.6796 9.6280 219.4248 29.0148 4.7739 7.5625 11.4474 (I .017 x 5 41.0796 11.5180 1 345.2300 40.3188 5.4748 8.5625 • kA ` ` 5 j? #.1)141 'D• $10A1 '4 . ,9.►■ • ( ,'NERN STEel. 600 AN00VER PARK.EAST SEATTLE, WA 98188 • (Z06) 575 -1671, y. �� DON WA 1- 800.56,2.1086 OUTSIDE WA 1.800- 525.2508 1ivR 1Z ■a: A6. n" Itc., r 1. F 11 ? T Y P E "C" & "ir' • • TYPE 11 K "' S T A N D A R D • C A N T I LE V E R RACK C O Ll) MN S B TYPE F350, F500, F730 t THERN STEEL ,1 .4DOVER.PARK EAST 't:ATTLE, WA 98138 � 15 id" ()J6) 575-1671 INE!DE WA 1.8CC•5S24086 OUTS;DE WA 1.800.525.2506 4 . F.35o c_730 r.2co y•080 146.58 to. 35 3.33 /•Qzy 34. )5.36 T " •?37 Igq.13 22.17 2.73.50 3 6 .47 =TI ON PRoPeknes fog ed wro..Ev BASES A Zxx Sxx rxx •595 q.So 3.8 103 Z 7. 1 2.95 4.141 ' 3i•61 / t 4.42 ' 90.x} 1+91 5'. TYy Sry r ry z. ; 5q GS •11714 z3% 3.0/ 2 •97 6 2.34 i 9 , '127 7 39.13 t. 7 3.097 1 tt1 11.■ckc DU•io 21.17 3.34 310 Ei1 . 111 '1.1,,c,„ /c • i2T sick jiff � 5 • Ili iac �1 - ` P, a 2000 pet r, a ]oh" poi /', a X000 psi - r e = MINI psi Tension Shell? Tension Amiss Tension -vnswn Teveiem slaw With" Sp. Inap• Without' SP. tnep With' SP. Inap . Without' SP. InoW Sfr r III& SW Wap ► Y_erta SOL him Saesr )2. $� _ ',Co 125 400 310 155 400 360 180 400 440 220 400 - 265 400 550 280 400 590 295 400 625 315 400 628 315 400 625 315 406 625 315 400 625 315 400 500 250 925 615 310 975 710 . 355 I.025 800 400 1.025 1.125 565 1.100 . 1.210 605 1.100 1290 645 1.100 1.450 725 1.100 1250 625 1.100 1.300 650 1.100 1.350 675 1.100 1.450 725 (.100 1.1(X) 550 1.810 1230 615 1.840 1.365 680 1.840 1.625 815 1,840 1,750 875 1.840 2,000 1.000 1.840 2.250 1.125 ' 1.840. 2.625 1.315 I.S4u) 1.950 975 1.840 2,165 1.080. 1.840 2375 1,190 1.810 2-625 1.315 1.840 1.500 750 2.875 1.750 875 2.875 2.000 1,000 2.875 2.5(X) 1.250 2,875 2,2.50 1.125 3.12 2,670 1335 3,125 3.090 1.545 3.125 3.925 I.465 3.1 c 3.000 1.500 3.125 3.250 1.625. 3.12.5 3.500 1,750 3.123 3.925 1.965 3.1 ?.5 1.850 92.5 3.875 2, 175 1.090 , 1875 2500 1.250 3.875 3.000 1.500 3.8 2,750 1,375 4.22.5 3.875 1.940 4,225 4.500 2.250 4.22.5 5.500 2,750 4.ys . 3.750 1.875 4,225 4.623 2315 4225 5.500 2.750 4.22.5 5.925 2.965 4." S 3.125 1.565 6.625 3,800 1.900 7,125 4375 2,190 7.625 5.250 2,625 8.62 4 5,000 2_500 8.625 5.815 2.910 8,625 6.62.5 3315 8.625 8.250 4.125 8.6 c 6.250 3,125 8:125 7390 3.595 8.625 8.12.5 4.045 8.62.5 10.000 5.000 8.6? 5 r a 2000 psi 1', a ]OM pd 1 r, a 4SSS psi 6000 osi Tw�eion Shaer Tension Mem Amiss Maar . -vnswn zr>•... With" Sp. insp. Without' Sp. insp. WNW Sp. insp. VwAret" Ns. bow We& Sp. Imo. 1111110me Se. Meow N1tt:' Atitho n' So. insa. So. Ins. 300 150 )2. 315 156 540 325 165 550 350 ;7c 440 220 3.,0 520 260 550 520 260 550 520 260 850 520 260 550 520 260 550 520 260 550 520 260 . ti.50 400 200 825 460 230 950 515 260 1.075 62.5 315 ! , i w 875 440 1.250 1.025 515 1.2.50 1.175 590 1.250 1.350 675 1230 1.000 500 1.250 1250 625 1.250 1.350 05 1250 1350 675 1.250 800 400 1.700 1000 500 1.740 1200 600 1.775 1.2.50 6.25 2...085 1150 625 2,085 1.625 815 ..1 2.083 2.000 1.000 2.085 2250 1.12.5 2083 1.375 690 2,085 1.765 880 2.083 2. 150 1.075 2085 2.550 1275 • 2.0185 1.175 590 2,625 1.500 750 2,875 1.700 830 3.125 1,800 900 3.125 1.750 875 3.12.5 2.240 1.125 3.12.5 2.750 1375 3.12.5 3.000 1.00 3.125 _? " 9 1.12.5 3.125 2,82.5 1,415 3.12.5 3.425 1,715 3.12.5 3.425 1.715 3.115 1',, n1 725 2.700 1.825 915 3.100 2.200 1.100 3,.500 2.450 1.225 4300 2.350 1.175 4.2 3,050 1.525 4.365 3,62.5 1.815 4.500 4375 2.190 4.500 2.750 1.375 4.500 3.625 1.815 4.5(X) 4.250 2.125 4.500 4.800 2,400 4500 2.925 1.465 5,700 3,623 1.815 6.350 4,325 2.165 7,000 4.500 2.230 7.000 4.125 2,065 7.000 6,000 3.000 7.000 6.750 3.375 7.000 6.875 3.440 7.000 5 .2.50 2.628 7,0(X) 7.S(1(1 3.750 7.000 8.800 4.4(X) 7.000 8,800 4.400 - 7.000 ,ULt ... ' novi• a s us�.v.............r •• nd shear values are fo anchors insulted in stone- aggegase coweret7e having the compressive strengm u the I Ime of instal lac n. ly with U.B.0 Standard No. 26-2. re r+ly applicable when the anchors are insulted with special inspersnott as set forth in Section 306 of me ,:ode re. / applicable when te anchors are installed without spacial inspection as set forth in Section 30o o I . me -,N:c re for anchors installed a minimum of 12 anchor diawaers on censer for 100 peteent efficiency. Spacing values are reduced 50 percent. Linear interpoiaoou may be used for tnsenetediace spacings. 1 --A1SI 304 AND 316 STAI vLESS STEEL KB 11 ALLOVVAIBLE T1P16SON N40 SHEAR VALUES i I r• r o • t, BLDG 21 -04 A/1 -K/3.5 SUMMARY • BOEING FACILITIES P.O. Box 3707 Seattle, Washington 98124 -2207 Mail Stop: 46-87 PROJECT RELOCATE BOX SHOP FIG. BY JBURKS CHECKED BY /14 DATE 6/10/97 SHEET OF BUILDING: 21 -04 LOCATION: A/1 -K13.5 METHODOLOGY: SUMMARY: .. »,..,- .....- .,......,.,.., Nam»,,...,,. ro..,,,.µ..«.�,.....�...,....... POSTED LOAD LIMIT: 1000 LBS PER SHELF STRUCTURAL CAPACITY: 1000 LBS PER SHELF JOB NO. 160086 FILE COPY I understand that the Plan Chcc'; • c.;0 subj c` to errors and omissions c_:;_: of c'sos not aull101110 rN violaticn cf cny ar'optcd code or oid111111111111 Receipt of contractor's THE FOLLOWING CALCULATIONS REVIE "PALL'ETRICCIltVeRINERVIleffkiarb LATERAL LOADS. THE MAXIMUM CAPACITY OF THE RACKS, GIVEN THE CONFIGURATION AND LOCATION, WAS DETERMINED. CITY OF TUKWILA APPROVED JUL 081997 AS NOTED BUILDING DI THE ABOVE NOTED PALLET RACK IS STRUCTURALLY ADEQUATE FOR A MAXIMUM SHELF LOAD OF 1000 LBS PER SHELF, UNIFORMLY DISTRIBUTED. THIS LIMIT APPLIES TO THE CURRENT CONFIGURATION AND LOCATION ONLY. FIELD OBSERVATIONS: THE LIMITING CONDITION FOR THESE RACKS ARE THE WELDS IN THE BEAMS. THE 10' & 12' BEAM ARE LI MITED TO 1000 LB SHELF LOAD DUE TO THE TYPE 'A' WELD. RECOMMENDATIONS: INSTALL PALLET RACK WITH (2) SHELVES AT 6' AND 12 ' FROM FLOOR TO TOP OF SHELF. LOAD LIMITS SHALL BE 1000 LBS PER SHELF UNIFORMLY DISTRIBUTED. COLUMNS LMT30 TYPE 'A' WELD (VERTICAL) 4 PIN CONNECTION BASEPLATE 1/2" X 8" X 8" WITH (2) 1/2" X 3 1/2" MIN. EMBED HILTI KWIK BOLT II BEAMS LBF453 10' AND 12' LONG EXPIRES 12/11/ Oki RECEIVED CITY OF TUKWILA JUN 1 9 1997 PERMIT CENTER Dqmo3� FILENAME: PR160086.XLS 6/10/97 12:15 PM Prip cPtse irzi t,SF 45s 13 MS Lm 30 upp_ 14- SPE s c, G 4QP 12 (000 c.8 5 / st15/... F (.ANL rIsT RNA A Si/VC./LE e4CiC ( I . NO Z..1)01c1" MOST conisEV.1-TivE _ BLDG 21 -04 A/1- K/3.5 PALLET RACK DESIGN BOEING FACILITIES P. O. Box 3707 Seattle, Washington 981242207 Mall Stoo: 46-87 PROJECT RELOC. BOX SHOP FIG. BY JBURKS PALLET RACK GEOMETRY NUMBER OF SHELVES = 2 (MUST BE S 8) IF NUMBER IS LESS THAN EIGHT, SET LOWER SHELF HEIGHTS (BELOW LEFT) TO ZERO AS REQUIRED. SHELF SPACING = 72" SHELF SPACING = 72" SHELF SPACING = 0" SHELF SPACING = 0" SHELF SPACING = 0" SHELF SPACING = 0" SHELF SPACING = 0" SHELF SPACING = 0" BY: BAO / REV. C / 11.03.93 CHECKED BY JOB NO. 160086 DATE 6/10 /97 SHEET OF REV'D 6/10 /97 BEAM SPAN = 144" SHELF BASE SET SHELF HEIGHTS BELOW TO ZERO BEAM SPAN = 144" 1/8 FILENAME: PR160086.XLS 6/10/97 12:03 PM LEVEL D hx (in) hx (in) wx (k) wxhx Wxhx Fx (k) wxhx 144 O O O Q O O CD CD 86.4 0.667 0.083 72 43.2 0.333 0.041 0 0 0.000 0.000 0 0 0.000 0.000 0 0 0 0 0.000 0.000 0 0 0.000 0.000 0 0 0.000 0.000 0 0 0.000 0.000 TOTALS 1.2 129.6 1.000 0.124 BLDG 21 -04 A/1- K/3.5 PALLET RACK DESIGN BOEING FACILITIES P. O. Box 3707 Seattle, Washington 98124-2207 Mail Stop: 46-87 PROJECT RELOC. BOX SHOP FIG. BY JBURKS BEAM LOADS SHELF DL = SHELF LL = BY: BAO / REV. C / 11.03.93 - .C.4�uTxhxRn c.VrX�' +.HVr.KFht4et.:r C.1.010 tn.,.vvv.v Vnw..2,.. 200 LB /SHELF = 1000 LB /SHELF = V= 0.1031 W= 0.248 k CHECKED BY 100 LB /BEAM 500 LB /BEAM MOMENT AT CENTER OF BEAMS: ASSUME 20% FIXITY AT ENDS FOR DETERMINING THE MOMENT AT THE CENTER OF BEAMS. MDL = 8 LL *(80%) _ (80 %) * (0.100 * 144 / 8) k -in = MLL = W 8` L * (80 % ) = (80 %) * (0.500 * 144 / 8) k -in = MOMENT AT END OF BEAMS: M DL = WDLL * (2(P /o) = (20 %) * (0.100 * 144 / 8) k -in = JOB NO. 160086 DATE 6/10 /97 SHEET OF REVD 6/10 /97 1.44 k -in 7.2 k -in 0.36 k -in MLL = WLLL * (2(P /o) = (20 %) * (0.500 * 144 / 8) k -in = 1.8 k -in SEISMIC LOADING - LONGITUDINAL DIRECTION V_ ZIC x W Rw Z = 0.3 1= 1 C = 2.75 Rw = 8 (FOR MOMENT FRAME, Rw = 8; FOR BRACED FRAME, Rw = 6) 1 <-- - -TYPE 1 FOR 100% LL; TYPE 2 FOR 50% REDUCTION IN LL (PER UBC STDS) W = 2* (200 + 1000)/1000 = 2.4 k (FOR BOTH SIDES OF RACK) LATERAL FORCE DISTRIBUTION - LONGITUDINAL DIRECTION ONE SIDE OF RACK ONL 2/8 FILENAME: PR160086.XLS 6/10/97 12:03 PM BLDG 21 -04 A/1- K/3.5 PALLET RACK DESIGN BOEING FACILITIES P. O. Box 3707 Seattle, Washington 981242207 m = v = 0.124 k m = 8.91 k -in v= Mall Stoo: 46-87 1.485 k -in 0.083 k m = v = 0.083 k m = 2.97 k -in v = 5.94 k -In Ok m = v = 0.124 k m = 8.91 k -in v= 0 k -in Ok m= V = Ok m= 0 k -in v= 0k -in Ok m= v= Ok m= 0 k -in v= 0k -in 0 k m= v = Ok m= 0 k -in v= 0k -in O k m= v= Ok m= 0 k -in v= 0k -in O k m= v= O m= 0 k -in v= 0 k -in m= v= Ok m = 0 k -in PROJECT RELOC. BOX SHOP FIG. BY JBURKS SEISMIC LOADING - LONGITUDINAL DIRECTION (cont) USING "PORTAL FRAME METHOD" DETERMINE FORCES AT INTERIOR SECTION DUE TO SEISMIC LOADING 0.083 k BASE FIXITY: TYPE "2" IF BASE IS FIXED; TYPE "1" IF BASE IS PINNED —> 1 0.041 k Ok v= —> SET SHELF m = BELOW TO ZERO Ok Ok Ok Ok Ok BY: BAO / REV. C / 11.03.93 v = 0.021 k m = V= m= V= m = V= m = V= m = V= • m= V= m = CHECKED BY JOB NO. 160086 DATE 6/10 /97 SHEET OF REVD 6/10 /97 Pd +I +s = 1.2 k v = 0.021 k 1.485 k -in 0.083 k 5.94 k -in Ok 0 k -in Ok 0 k -in Ok 0 k -in Ok 0 k -in Ok 0 k -In Ok 0 k -in 3/8 FILENAME: PR160086.XLS 6/10/97 12:03 PM BLDG 21 -04 A/1- K/3.5 PALLET RACK DESIGN BOEING FACILITIES P.O. Box 3707 Seattle, Washington 981242207 Mail Stott: 46-87 PROJECT RELOC. BOX SHOP FIG. BY JBURKS SEISMIC LOADING - LONGITUDINAL DIRECTION (cont) BEAM LOADS - VERTICAL LOAD = 600 lb /beam Md +I CENTER = 8.64 k -in Md +I END = 2.16 k -in Mseismic = 5.94 k -in Md +I +s END = 8.10 k -in L= 144" .TRY LBF 453 BEAM BY: BAO / REV. C / 11.03.93 Fy = 42 ksi Sx = 1.333 inn Ix = 3.212 inA4 CHECKED BY Fb = 0.6 * Fy = 25.2 ksi M all = Sx *Fb = 1.333 * 25.2 = 33.59 k -in >= 8.64 OK CHECK SEISMIC - (4/3) * Mall = 44.79 k -in >= 8.10 OK CHECK DEFLECTION - Amax = 1/180= 0.8 in 5WI "'8ct = 384E1 CHECK END CONNECTION- WELD TYPE: A 0.25 in <= 0.8 OK WELD CAPACITY: 10.51 "k > 8.10 OK ( -23% UNDERSTRESS CONDITION) PLATE TYPE: 4 PIN END PLATE; COLUMN THICKNESS: 0.105 " PLATE CAPACITY: 36.29 "k > 8.10 OK JOB NO. 160086 DATE 6/10 /97 SHEET OF REVD 6/10 /97 4/8 FILENAME: PR160086.XLS 6/10/97 12:03 PM LEVEL DIST BETW COG & SHELF TOP 1.15 *hx (in) wx (k) wxhx wxhx Fx (k) Mot (k -in) E wxhx 36 " 207.00 0 0 0 0 0 0 0 248.40 0.938 0.180 37.36 36 " 82.80 16.56 0.063 0.012 1.00 0 " 0.00 0.00 0.000 0.000 0.00 0 " 0.00 0.00 0.000 0.000 0.00 O O 0.00 0.00 0.000 0.000 0.00 0 " 0.00 0.00 0.000 0.000 0.00 0 " 0.00 0.00 0.000 0.000 0.00 0 " 0.00 0.00 0.000 0.000 0.00 TOTALS 2.4 1.4 264.96 1.000 0.193 38.35 LEVEL DIST BETW COG & SHELF TOP 1.15 *hx (in) wx (k) wxhx wxhx Fx (k) Mot (k -in) V wxhx 36 " 207.00 N N 0 0 0 0 0 O' 248.40 0.625 0.206 42.69 36 " 124.20 149.04 0.375 0.124 15.37 0 " 0.00 0.00 0.000 0.000 0.00 0 " 0.00 0.00 0.000 0.000 0.00 O 0 " 0.00 0.00 0.000 0.000 0.00 0 " 0.00 0.00 0.000 0.000 0.00 0 " 0.00 0.00 0.000 0.000 0.00 0 " 0.00 0.00 0.000 0.000 0.00 TOTALS 2.4 397.44 1.000 0.330 58.06 BLDG 21 -04 A/1- K/3.5 PALLET RACK DESIGN BOEING FACILITIES P. O. Box 3707 Seattle, Washington 981242207 Mail Stoo: 46-87 PROJECT RELOC. BOX SHOP FIG. BY JBURKS CHECKED BY SEISMIC LOADING - TRANSVERSE DIRECTION ASSUMPTION: PALLET RACK IS BRACED IN TRANSVERSE DIRECTION V_ ZIC xW Rw Z = 0.3 I= 1 C = 2.75 Rw = 6 (FOR MOMENT FRAME, Rw = 8; FOR BRACED FRAME, Rw = 6) 1 <-- - -TYPE 1 FOR 100% LL; TYPE 2 FOR 50% REDUCTION IN LL (PER UBC STDS) W1 = 2* (200 + 1000)/1000 = V1 = 0.1375 W = 0.33 k W2 = [(2 * 200) + 1000]/1000 = V2 = 0.1375 W= 0.193 k LATERAL FORCE DISTRIBUTION - ALL SHELVES LOADED - TRANSVERSE DIRECTION ONE BENT OF RACK ONL JOB NO. 160086 DATE 6/10 /97 SHEET OF REVD 6/10 /97 2.4 k (ALL SHELVES LOADED) (PER UPRIGHT FRAME) 1.4 k (ONLY TOP SHELF LOADED) (PER UPRIGHT FRAME) LATERAL FORCE DISTRIBUTION - ONLY TOP SHELF LOADED - TRANSVERSE DIRECTION ONE BENT OF RACK ONL BY: BAO / REV. C / 11.03.93 5/8 FILENAME: PR160086.XLS 6/10/97 12:03 PM BLDG 21 -04 A/1- K/3.5 PALLED' RACK DESIGN BOEING FACILITIES P. O. Box 3707 Seattle, Washington 981242207 Mall Stop: 46-87 ROJECT RELOC. BOX SHOP FIG. BY JBURKS SEISMIC LOADING - TRANSVERSE DIRECTION (CONT) ALL SHELVES LOADED 0.21 k SHELF DEPTH = 40 in 36" "' > (P 0.12 k 36" "' > 0.00 k 0 " - > SHELF BASE - SLA 0.00 k 0 " > 0.00 k 0 " 0.00 k 0 " > 0.00 k 0 " > 0.00 k 0" Ps= 58.06/40 = 1.45 k Pd= 0.2k Pd= 0.2k PI = 1 k PI = 1 k PI = 0.5 k PI = 0.5 k BY: BAO / REV. C / 11.03.93 Ps = 58.06 / 40 = 1.45 k CHECKED BY P= 1200 lb 1200 lb B 0.18 k 36" "' > 0.01 k 0.00 k SHELF BASE - SL�i4 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k Ps = 38.35 / 40 = 0.96 k JOB NO. 160086 DATE 6/10 /97 SHEET OF REVD 6/10 /97 ONLY TOP SHELF LOADED SHELF DEPTH = 40 in P= 1200 lb P= 200 lb B Ps = 38.35 / 40 = 0.96 k Pd = 0.2 k Pd = 0.2 k 6/B FILENAME: PR160086.XLS 6/10/9712 :03 PM BLDG 21 -04 A/1- K/3.5 PALLET RACK DESIGN BOEING FACILITIES P. O. Box 3707 Seattle, Washington 98124-2207 ONLY TOP SHELF LOADED Mail Stoo: 46-87 PROJECT RELOC. BOX SHOP FIG. BY JBURKS CHECKED BY SEISMIC LOADING - TRANSVERSE DIRECTION (CONT) COLUMN DESIGN - CASE 1: DL + LL + SEISMIC (LONGITUDINAL) P (DL) = 0.20 k P (LL) = 1.00 k P (SEISMIC) = 0.00 k (AT INTERIOR COLUMNS) P (TOTAL) = 1.20 k M (SEISMIC) = 8.91 k -in CASE 2: DL + LL + SEISMIC (TRANSVERSE) P (DL) = 0.20 k P (LL) = 1.00 k P (SEISMIC) = 1.45 k P (TOTAL) = 2.65 k M (SEISMIC) = 0.00 k -in (BRACED TRANSVERSELY) BY: BAO / REV. C / 11.03.93 JOB NO. 160086 DATE 6/10 /97 SHEET OF REVD • 6/10 /97 7/8 FILENAME: PR160086.XLS 6/10/97 12:03 PM ALL SHELVES LOADED ONLY TOP SHELF LOADED MAXIMUM DOWNWARD LOAD (k) = 1.45 + 0.2 + 1 = 2.65 0.96 + 0.2 + 0.5 = 1.66 FACTOR OF SAFETY AGAINST OVERTURNING = (0.2 + 1)/ 1.45 = 0.83 (0.2 + 0.5)/ 0.96 = 0.73 < 1.5 NG < 1.5 NG BASE UPLIFT LOAD TO BE RESISTED BY ANCHOR BOLTS (k) = (1.5 * 1.45) - 0.20 - 1.00 = 0.98 (1.5 * 0.96) - 0.20 - 0.50 = 0.74 PROJECT RELOC. BOX SHOP FIG. BY JBURKS CHECKED BY SEISMIC LOADING - TRANSVERSE DIRECTION (CONT) COLUMN DESIGN - CASE 1: DL + LL + SEISMIC (LONGITUDINAL) P (DL) = 0.20 k P (LL) = 1.00 k P (SEISMIC) = 0.00 k (AT INTERIOR COLUMNS) P (TOTAL) = 1.20 k M (SEISMIC) = 8.91 k -in CASE 2: DL + LL + SEISMIC (TRANSVERSE) P (DL) = 0.20 k P (LL) = 1.00 k P (SEISMIC) = 1.45 k P (TOTAL) = 2.65 k M (SEISMIC) = 0.00 k -in (BRACED TRANSVERSELY) BY: BAO / REV. C / 11.03.93 JOB NO. 160086 DATE 6/10 /97 SHEET OF REVD • 6/10 /97 7/8 FILENAME: PR160086.XLS 6/10/97 12:03 PM BLDG 21-04 A/1- K/3.5 PALLET RACK DESIGN BOEING FACILITIES P. O. Box 3707 Seattle, Washington 98124-2207 Mail Stoo: 46-87 PROJECT RELOC. BOX SHOP FIG. BY JBURKS COLUMN DESIGN (CONT)- TRY LM30 BY: BAO / REV. C / 11.03.93 CHECKED BY Fy = 42 ksi Lx= 72 in Ly = 48 in Kx = 1.5 (LONGITUDINAL) Ky = 1 (TRANSVERSE) A = 0.859 inA2 Ix = 1.373 inA4 rx = 1.249 in ry = 1.15 in Sx = 0.915 inA4 Sy = 0.752 inA4 JOB NO. 160086 DATE 6/10 /97 SHEET OF REVD 6/10 /97 Cc = \I 2n2E = 116.7 F y (kl/r)x = 86.47 < -GOVERNS (kI/r)y = 41.74 Fa = 16.1 ksi Pa= 13.83 k FOR LONGITUDINAL SEISMIC LOADING - Fb = 0.6*Fy = 25.2 ksi Ma = Fb*Sx = 23.06 k-in P/Pa + M/Ma = (1.2/13.83) + (8.91/23.06) = 0.473 < 1.33 OK FOR TRANSVERSE SEISMIC LOADING - P/Pa = (2.65/13.83) = 0.192 < 1.33 OK CHECK DL + LL - P/Pa = (1.20/13.83) = 0.087 < 1.00 OK 8/8 FILENAME: PR160086.XLS 6/10/97 12:03 PM BLDG 21 -04 A/1- K/3.5 BEAM WELD CAPACITY I BOEING P. O. Box 3707 FACILITIES Seattle, Washington 981242207 Mail Stop: 46-87 FIG. BY JBURKS (1) ITEM 1 2 3 4 5 6 TOTALS 1.50" 3.00" A= Y= I= St = Sb = r= BY: BAO / REV. A / 11.13.93 PROJECT RELOC. BOX SHOP v COG Y= 1.95 in 0.663 in2 1.95 in 0.960 in4 0.376 in3 0.492 in3 1.203 in CHECKED BY BEAM & WELD GEOMETRY BEAM: LBF453 WELD THICKNESS = 0.125" EFFECTIVE THICKNESS = 0.125 * 0.707 = 0.088" WELD TYPE = A 0.88" 1.88" 4 k 2.75" 3 (2) (3) (4) (5) (6) (7) (8) (9) (1 0) HEIGHT WIDTH y A Ay (bh ^3)/12 d Ad ^2 (7) + (9) 0.000 0.088 3.750 0.000 0.000 0.000 1.800 0.000 0.000 3.000 0.088 1.500 0.265 0.398 0.199 -0.450 0.054 0.253 4.500 0.088 2.250 0.398 0.895 0.671 0.300 0.036 0.707 0.000 0.088 0.000 0.000 0.000 0.000 -1.950 0.000 0.000 0.000 0.088 3.000 0.000 0.000 0.000 1.050 0.000 0.000 0.000 0.088 4.500 0.000 0.000 0.000 2.550 0.000 0.000 0.663 1.293 0.870 0.089 0.960 ALLOWABLE WELD STRESS = 70 ksi * 0.30 * 1.33 = 27.93 ksi ALLOWABLE SHEAR = 27.93 ksi * 0.66 = 18.52 k ALLOWABLE BENDING = 27.93 ksi * 0.38 = 10.51 "k JOB NO. 160086 DATE 6/10/97 SHEET OF REVD 6/10/97 4.50" 1/1 FILENAME: PR160086.XLS 6/10)9712:04 PM BLDG 21 -04 A/1- K/3.5 BASE PLATE DESIGN I BOEING P. O. Box 3707 FACILITIES Seattle, Washington 981242207 Mall Stop: 46-87 PROJECT RELOC. BOX SHOP FIG. BY JBURKS BASE PLATE DESIGN DIMENSIONS: LOADS: BY: BAO / REV. C / 11.03.93 N= 8.00" B= 8.00" d= 3.00" bf= 3.00" x= 1.00" PIER SIZE = 1296 sq in Bolt dia = 0.5 MATERIAL PROPERTIES: fc' = 3000 psi Fy = 36 ksi Es /Ec = 10 P(DL +LL)= 1.20 k LONGITUDINAL - P (seis)= 0.00 k M (seis)= 0.00 " k V (seis) = 0.12 k TRANSVERSE - P (seis)= 1.45 k M (seis)= 0.00 " k P(uplift)= 0.98 k V (seas) = 0.17 k CHECKED BY S min S min; n JOB NO. 160086 DATE 6/10/97 SHEET OF REV'D 6/10/97 bf B Pt + Pc LOAD TYPE: I S max a) UNIFORM S max b) TRAPEZOIDAL S max c) TRIANGULAR 1/4 FILENAME: PR160086.XLS 6/10/97 12:04 PM BLDG 21 -04 A/1- K/3.5 BASE 'LATE DESIGN I BOEING P. O. Box 3707 FACILITIES Seattle, Washington 981242207 Mall Stop: 46-87 PROJECT RELOC. BOX SHOP FIG. BY JBURKS BY: BAO / REV. C / 11.03.93 .ftvtw40Y0 h.xiMHMifYC.R.1.1yr.ar.... *.orv oa.rr.r..w. CHECKED BY DETERMINE CONCRETE AND ANCHOR BOLT STRESSES DUE TO DL, LL AND SEISMIC LOADING IN THE LONGITUDINAL DIRECTION: tp = m f P = 0.099" < GOVERNS O.25f *1.33 tp = n f P = 0.099" < GOVERNS 0.25f *1. 33 ACTUAL tp = 0.388" > 0.099" OK JOB NO. 160086 DATE 6/10/97 SHEET OF REVD 6/10/97 Pc = P(DL +LL) + P(SEISMIC LONG.) = 1.20 k BOLT AREA, As = 0.20 sq in A =B *N= 8.00 *8.00= 64.Osgin Sx = N * B ^2/6 = 85.3 inA3 f = B/2 - x = (8.00/2) -1.00 = 3.00" e = M /Pc = 0.00/1.20 = 0.00" BASE PLATE LOAD TYPE: a) UNIFORM (SEE SKETCH ON PREVIOUS SHEET) Smin = 0.02 ksi Smax = 0.02 ksi Pt = 0.00 k NO ANCHOR BOLT TENSION BASE PLATE DESIGN PROCEDURE FROM AISC 9TH EDITION pp 3 -106 THRU 3 -108. m= (N -d) /2= (8.0- 3.0)/2= 2.50" n = (B - bf) /2 = (8.0 - 3.0)/2 = 2.50" fp = 0.02 ksi A1 = B *N= 8.0 *8.0= 64.Osgin A2 = 1296 sq in (Pier size) DETERMINE tp: 2/4 FILENAME: PR160086.XLS 6/10/97 12:04 PM BLDG 21 -04 A/1- K/3.5 BASE 'PLATE DESIGN I BOEING P. O. Box 3707 FACILITIES Seattle, Washington 981242207 Mall Stop: 46-87 OJECT RELOC. BOX SHOP FIG. BY JBURKS CHECKED BY DETERMINE CONCRETE AND ANCHOR BOLT STRESSES DUE TO DL. LL AND SEISMIC LOADING IN THE TRANSVERSE DIRECTION: Pc = P(DL +LL) + P(SEISMIC TRANS.) = 2.65 k BOLT AREA, As = 0.20 sq in A =B *N= 8.00 *8.00= 64.Osgin Sy= B *N ^2/6= 85.3in ^4 f = N/2 = (8.00/2) = 4.00" BASE PLATE LOAD TYPE: a) UNIFORM (SEE SKETCH ON PREVIOUS SHEET) Smax = 0.04 ksi Smin = 0.04 ksi NO ANCHOR BOLT TENSION DUE TO MOMENT Pt = 0.49 k ANCHOR BOLT TENSION DUE TO UPLIFT BASE PLATE DESIGN PROCEDURE FROM AISC 9TH EDITION pp 3 -106 THRU 3 -108. fp = 0.04 ksi DETERMINE tp: tp = n1 f P = 0.147" < GOVERNS O.25f *1. 33 tp = n f P = 0.147" < GOVERNS 0 * 1.33 ACTUAL tp = 0.388" > 0.147" OK BENDING DUE TO UPLIFT: MAX Pt = 0.49 k M= Pt *(n -x)= 0.733 "k S = (N * tp ^2)/6 = 0.200 in ^3 fb = M/S = 3.66 ksi Fb = 1.33* 0.75 *Fy = 36.00 ksi > 3.66 ksi OK BY: BAO / REV. C / 11.03.93 JOB NO. 160086 DATE 6/10/97 SHEET OF REVD 6/10/97 3/4 FILENAME: PR160086.XLS 6/10/97 12:04 PM BLDG 21 -04 A/1- K/3.5 BASE OLATE DESIGN I BOEING P. O. Box 3707 FACILITIES Seattle, Washington 981242207 Mall Stop: 46-87 PROJECT RELOC. BOX SHOP FIG. BY JBURKS CHECKED BY DETERMINE CONCRETE AND BASE PL STRESSES DUE TO DL AND LL: BASE PLATE LOAD TYPE: UNIFORM Smin = 0.02 ksi Smax = 0.02 ksi fp = 0.02 ksi DETERMINE tp: tP = m 0.25 f 0.114" <--GOVERNS V t P = n 0. 25 f 0.114" <--- -- GOVERNS V Y ACTUAL tp = 0.388" > 0.114" OK CHECK ANCHOR BOLTS: MAX Pt = 0.49 k - 0.36 = MAX V (PER BOLT)= 0.08 k ANCHOR BOLT TYPE: HILTI KWIK BOLT II SPECIAL INSPECTION ?: NO DIAMETER: 0.500" EMBEDMENT: 3.500" TENSILE CAPACITY = 1.00 k SHEAR CAPACITY = 1.84 k INTERACTION: BY: BAO / REV. C / 11.03.93 MAX Pt + MAX V JOB NO. 160086 DATE 6/10/97 SHEET OF REVD 6/10/97 0.13 k 5 1.00 TENSILE CAPACITY SHEAR CAPACITY 0.489/1.000 + 0.083/1.840 = = 0.489 + 0.045 = 0.534 < 1.00 OK W/O 1.5 FACTOR = 0.171 < 1.00 OK IF 1.5 FACTOR NOT USED 4/4 FILENAME: PR160086.XLS 6/10/97 12:04 PM BLDG 21-04 A/1- SLAB CHECK K13.5 BOEING FACILITIES P. O. Box 3707 Seattle, Washington 98124-2207 Mall Stop: 46-87 1. - `1 , ..:1400.. -- 416.1Nrata4 PROJECT RELOC. BOX SHOP FIG. BY JBURKS CHECK SOIL BEARING TRANSVERSE FORCES: P(DL) = 0.20 k P(LL) = 1.00 k P(S) = 1.45 k P(TOTAL) = 2.65 k SLAB THICKNESS = 9.25 in SLAB DEPTH, d = fc' = 3,000 psi fy = 40,000 psi CHECKED BY 7.75 in (TO REBAR) ALLOWABLE SOIL BEARING PRESSURE = 1,000 psf ALLOWABLE SOIL BEARING PRESSURE FOR SEISMIC = 1,333 psf BASE PLATE AREA N = 8.00 in B= 8.00 in Abase = 8.00 * 8.00 = 64 sq in EQUIV CIRCULAR AREA = 1Cr Abase roc* = TE b= 9.03 in L= 13.76 in FOR DL + LL SOIL BEARING PRESSURE = FOR DL + LL + SEISMIC SOIL BEARING PRESSURE = BY: BAO / REV. A / 10.19.93 4.51 in LOADED AREA = 4.13 sf 290 psf 642 psf JOB NO. 160086 DATE 6/10/97 SHEET OF REVD 6/10/97 1000 OK 1333 OK 1/2 FILENAME: PR160086.XLS 6/10/97 12:04 PM BLDG 21 -04 A/1- SLAB CHECK K/3.5 I BOEING P. O. Box 3707 FACILITIES Seattle, Washington 98124-2207 Mail Stop: 46-87 PROJECT RELOC. BOX SHOP FIG. BY JBURKS SINCE SOIL BEARING PRESSURE DIRECTLY BELOW BASE PLATE IS OK, BENDING AND SHEAR CALCULATIONS SHOWN BELOW ARE NOT REQUIRED. REQUIRED LOADED AREA = 1.99 sf SOIL BEARING PRESSURE (DL +LL) = 603 psf FACTORED SBP = 1.4D +1.7L = 996 psf SOIL BEARING PRESSURE (DL +LL +E) = FACTORED SBP = 0.75(1.4D + 1.7L + 1.7(1.1 E)) = REQUIRED LOADED AREA RADIUS = 9.55 in CHECK BENDING: Mu = (1.77 * 5.55'2)42 * 12) = 2.3 in k/ft = 0.19 ft-k/ft FOR PLAIN CONCRETE: S = (bd ^2)/6 = 171.125 in3 Ft = 1.6(fc) "0.5 = 87.6 ft = M/S = 13.3 psi < 87.6 psi OK SLAB "BEAM ACTION" CALCULATIONS F = (b * d ^2)/12,000 = 0.0601 Ku = Mu /F = 3.15 Ku = V'cc0 (1 - .59 cu ) CO = 0.0012 p REQ'D= w *(fc/fy)= pMIN = 200 /fy = SET p = 4/3 *p = Ast REQ'D =pbd= Ast PROVIDED (IN 1 FT WIDTH) = CHECK PUNCHING SHEAR: bo = BY: BAO / REV. A / 10.19,93 CHECKED BY 0.0001 0.0050 0.0001 0.01 inA2 Vu = 1.4D +1.7L = 1.98 k Vu = 0.75(1.4D + 1.7L + 1.7(1.1E)) = OVc = 0.85 (4) = JOB NO. 160086 DATE 6/10/97 SHEET OF REVD 6/10/97 1,333 psf 1,770 psf 0.12 inA2 > 0.01 inA2 OK 2 * [(8.00 + 7.75) + (8.00 + 7.75)] = 63.00 in 90.92 k 3.52 k < - -- GOVERNS > 3.52 OK 2/2 FILENAME: PR160086.XLS 6/10/97 12:04 PM COMPONENT PER SHELF CAPACITY • BEAM 3633 BEAM WELD 1357 COLUMN 3173 BASE PLATE 8150 SLAB 6207 • BOLT 6833 BLDG 21-04 N1- K/3.5 SLAB CHECK BOEING FACILITIES P. O. Box 3707 Seattle, Washington 981242207 Mail Stop: 46-87 PROJECT RE OC. BOX SHOP FIG. BY JBURKS RACK CAPACITY = BY: BAO / REV. A / 12.4.93 CHECKED BY 1000 LBS PER SHELF JOB NO. KSC-9-93018 DATE 6/10/97 SHEET REVD 6/10/97 OF 1/1 FILENAME: PR160086.XLS 6/10/97 12:05 PM Lr T� CAS E LSF 4s T3E4M5 LMT 3° (},Pl2lCa1 -11-S s e cV C s G' Ar i 12 . 10N' 00 LSs / s frF E L UN I 1 S T k S Si N Lc. / ED T1, N,.. BLDG 21 -04 A/1- K/3.5 PALLET RACK DESIGN BOEING FACILITIES P. O. Box 3707 Seattle, Washington 981242207 Mall Stop: 46-87 PROJECT RELOC. BOX SHOP FIG. BY JBURKS PALLET RACK GEOMETRY NUMBER OF SHELVES = 2 (MUST BE < 8) IF NUMBER IS LESS THAN EIGHT, SET LOWER SHELF HEIGHTS (BELOW LEFT) TO ZERO AS REQUIRED. SHELF SPACING = 72" SHELF SPACING = 72" SHELF SPACING = 0" SHELF SPACING = 0" SHELF SPACING = 0" SHELF SPACING = 0" SHELF SPACING = 0" SHELF SPACING = 0" BY: BAO / REV. C / 11.03.93 CHECKED BY JOB NO. 160086 DATE 6/10 /97 SHEET OF REVD 6/10 /97 BEAM SPAN = 120" SHELF BASE SET SHELF HEIGHTS BELOW TO ZERO BEAM SPAN = 120" ti 1/8 FILENAME: PR160086.XLS 6/10/97 12:29 PM LEVEL D hx (in) hx (in) wx (k) wxhx wxhx Fx (k) wxhx 144 CO CD 00000000 86.4 0.667 0.083 72 43.2 0.333 0.041 0 0 0.000 0.000 0 0 0.000 0.000 0 0 0 0 0.000 0.000 0 0 0.000 0.000 0 0 0.000 0.000 0 0 0.000 0.000 TOTALS 1.2 129.6 1.000 0.124 BLDG 21 -04 A/1- K/3.5 PALLET RACK DESIGN BOEING FACILITIES P. O. Box 3707 Seattle, Washington 981242207 Mail Stop: 46-87 PROJECT RELOC. BOX SHOP FIG. BY JBURKS BEAM LOADS SHELF DL = SHELF LL = BY: BAO / REV. C / 11.03.93 200 LB /SHELF = 1000 LB /SHELF = V= 0.1031 W= 0.248 k CHECKED BY 100 LB /BEAM 500 LB /BEAM MOMENT AT CENTER OF BEAMS: ASSUME 20% FIXITY AT ENDS FOR DETERMINING THE MOMENT AT THE CENTER OF BEAMS. M DL = W8LL * (80 %) _ (80 %) * (0.100 * 120 / 8) k -in = MLL = W 8 ` L *(80%)= (80 %) * (0.500 * 120 / 8) k -in = JOB NO. 160086 DATE 6/10 /97 SHEET OF REVD 6/10 /97 1.20 k -in 6.0 k -in MOMENT AT END OF BEAMS: M DL = W 8 ` �' * (20 /o) = (20 %) * (0.100 * 120 / 8) k -in = 0.30 k -in MLL = W *(2cP /o) = (20 %) * (0.500 * 120 / 8) k -in = 1.5 k -in SEISMIC LOADING - LONGITUDINAL DIRECTION ZIC V _ x W Rw Z = 0.3 I= 1 C = 2.75 Rw = 8 (FOR MOMENT FRAME, Rw = 8; FOR BRACED FRAME, Rw = 6) 1 <-- - -TYPE 1 FOR 100% LL; TYPE 2 FOR 50% REDUCTION IN LL (PER UBC STDS) W = 2* (200 + 1000)/1000 = 2.4 k (FOR BOTH SIDES OF RACK) LATERAL FORCE DISTRIBUTION - LONGITUDINAL DIRECTION ONE SIDE OF RACK ONL 2/8 FILENAME: PR160086.XLS 6/10/97 12:29 PM BLDG 21-04 A/1- K/3.5 PALLET RACK DESIGN BOEING FACILITIES P. O. Box 3707 Seattle, Washington 981242207 m = V = 0.124k m = 8.91 k-in v = Mall Stop: 46-87 1.485 k-in 0.099 k m =- V = 0.083 k m = 2.97 k-in v =-• 5.94 k-in 0 k m = V = 0.124k m = 8.91 k-in v = 0 k-in 0 k fil V = 0 k ITI = 0 k-in V 0k-in 0 k In = V = 0 k 111 = Ok-in v = Ok-in 0 k Ill = V = 0 k 1T1 = 0 k-in v= 0 k-in 0 k 171 V = 0 k m = Ok-in v= 0 k-in 0 k Ill V = 0 k rfl = Ok-in v = Ok-in m = V = 0 k 111 = 0 k-in PROJECT RELOC. BOX SHOP FIG. BY JBURKS SEISMIC LOADING - LONGITUDINAL DIRECTION (cont) USING "PORTAL FRAME METHOD" DETERMINE FORCES AT INTERIOR SECTION DUE TO SEISMIC LOADING BASE FIXITY: TYPE '2" IF BASE IS FIXED; TYPE "1" IF BASE IS PINNED > 1 0.083 k 0.041 k 0 k v = ----> SET SHELF m= BELOW TO ZERO 0 k 0 k 0 k 0 k 0 k BY: BAO / REV. C / 11.03.93 v= 0.025 k m= v= 171 V= m= V= 111 = V= m = V= m = V= m = CHECKED BY JOB NO. 160086 DATE 6/10 /97 SHEET OF REVD 6/10 /97 Pd+I+s = 1.2 k v= 0.025 k 1.485 k-in 0.099 k 5.94 k-in 0 k 0 k-in 0 k 0 k-in 0 k 0 k-in 0 k 0 k-in 0 k 0 k-in 0 k 0 k-in 3/8 FILENAME: PR160086,XLS 6/10/97 12:29 PM BLDG 21 -04 A/1- K/3.5 PALLET RACK DESIGN BOEING FACILITIES P. O. Box 3707 Seattle, Washington 98124-2207 Mall Stop: 46.87 PROJECT RELOC. BOX SHOP FIG. BY JBURKS BY: BAO / REV. C / 11.03.93 SEISMIC LOADING - LONGITUDINAL DIRECTION (cont) BEAM LOADS - VERTICAL LOAD = 600 lb /beam Md +I CENTER = 7.20 k -in Md +I END = 1.80 k -in Mseismic = 5.94 k -in Md +I +s END = 7.74 k -in L= • 120" TRY LBFI53 BEAM Fy = 42 ksi Sx = 1.333 inA3 Ix = 3.212 in "4 CHECKED BY Fb = 0.6 * Fy = 25.2 ksi 5w1 Aact = 384E1 0.14 in <= 0.667 OK CHECK END CONNECTION- WELD TYPE: A PLATE CAPACITY: 36.29 "k > 7.74 OK JOB NO. 160086 DATE 6/10 /97 . SHEET OF REVD 6/10 /97 M all = Sx *Fb = 1.333 * 25.2 = 33.59 k -in >= 7.20 OK CHECK SEISMIC - (4/3) * Mall = 44.79 k -in >= 7.74 OK CHECK DEFLECTION - Amax = 1/ 180 = 0.667 in WELD CAPACITY: 10.51 "k > 7.74 OK ( -26% UNDERSTRESS CONDITION) PLATE TYPE: 4 PIN END PLATE; COLUMN THICKNESS: 0.105 " 4/8 FILENAME: PR160086.XLS 6/10/97 12:29 PM 3 LEVEL DIST BETW COG & SHELF TOP 1.15 *hx (in) wx (k) wxhx wxhx Fx (k) Mot (k -in) '' wxhx 36 " 207.00 0 0 0 0 0 0 0 248.40 0.938 0.180 37.36 36 " 82.80 16.56 0.063 0.012 1.00 0 " 0.00 0.00 0.000 0.000 0.00 0 " 0.00 0.00 0.000 0.000 0.00 0 z. 0 0.00 0.00 0.000 0.000 0.00 0 " 0.00 0.00 0.000 0.000 0.00 0 " 0.00 0.00 0.000 0.000 0.00 0 " 0.00 0.00 0.000 0.000 0.00 TOTALS 2.4 1.4 264.96 1.000 0.193 38.35 LEVEL DIST BETW COG & SHELF TOP 1.15 *hx (in) wx (k) wxhx wxhx Fx (k) Mot (k -in) '' wxhx 36 " 207.00 N N 0 0 0 o o 0 r 248.40 0.625 0.206 42.69 36 " 124.20 149.04 0.375 0.124 15.37 0 " 0.00 0.00 0.000 0.000 0.00 0 " 0.00 0.00 0.000 0.000 0.00 0 0 " 0.00 0.00 0.000 0.000 0.00 0 " 0.00 0.00 0.000 0.000 0.00 0 " 0.00 0.00 0.000 0.000 0.00 0 " 0.00 0.00 0.000 0.000 0.00 TOTALS 2.4 397.44 1.000 0.330 58.06 BLDG 21 -04 A/1- K/3.5 PALLET RACK DESIGN BOEING FACILITIES P. O. Box 3707 Seattle, Washington 98124-2207 Mall Stop: 46-87 FIG. BY JBURKS PROJECT RELOC. BOX SHOP SEISMIC LOADING - TRANSVERSE DIRECTION ASSUMPTION: PALLET RACK IS BRACED IN TRANSVERSE DIRECTION V _ ZIC x W Rw Z = 0.3 I= 1 C = 2.75 Rw = 6 (FOR MOMENT FRAME, Rw = 8; FOR BRACED FRAME, Rw = 6) 1 < - -- -TYPE 1 FOR 100% LL; TYPE 2 FOR 50% REDUCTION IN LL (PER UBC STDS) W1 = 2* (200 + 1000)/1000 = V1 = 0.1375 W = 0.33 k W2 = [(2 * 200) + 10001/1000 = V2 = 0.1375 W = 0.193 k CHECKED BY LATERAL FORCE DISTRIBUTION - ALL SHELVES LOADED - TRANSVERSE DIRECTION ONE BENT OF RACK ONL LATERAL FORCE DISTRIBUTION - ONLY TOP SHELF LOADED - TRANSVERSE DIRECTION ONE BENT OF RACK ONL BY: BAO / REV. C / 11.03.93 JOB NO. 160086 DATE 6/10 /97 SHEET OF REVD 6/10 /97 2.4 k (ALL SHELVES LOADED) (PER UPRIGHT FRAME) 1.4 k (ONLY TOP SHELF LOADED) (PER UPRIGHT FRAME) 5/8 FILENAME: PR160086.XLS 6/10/97 12:29 PM BLDG 21 -04 A/1- K/3.5 s PALLET RACK DESIGN BOEING FACILITIES P. O. Box 3707 Seattle, Washington 98124-2207 Mail Stoc: 46-87 PROJECT RELOC. BOX SHOP FIG. BY JBURKS 0.12 k 36" > 0.00 k 0 „ r. > SHELF BASE - SLA 0.00 k 0 " - > • 0.00 k 0 " > 0.00 k 0" 0.00 k 0" • • 0.00 k 0" Ps = 58.06 / 40 = 1.45 k BY: BAO / REV. C / 11.03.93 P= 1200 lb P= 1200 lb B a- a- a- Ps= 58.06 = 1.45 k Pd= 0.2 k Pd= 0.2 k CHECKED BY SEISMIC LOADING - TRANSVERSE DIRECTION (CONT) ALL SHELVES LOADED 0.21 k SHELF DEPTH = 40 in 36" "' > IP 0.18 k 36" > 0.01 k 0.00 k SHELF BASE - SIA 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k Ps= 38.35/40 = 0.96 k JOB NO. 160086 DATE 6/10 /97 SHEET OF REVD 6/10 /97 ONLY TOP SHELF LOADED SHELF DEPTH = 40 in P= 1200 lb P= 200 lb B J. Ps = 38.35 / 40 = 0.96 k Pd= 0.2k Pd= 0.2k PI= 1 k PI= 1 k PI= 0.5 k PI= 0.5 k 6/8 FILENAME: PR160086.XLS 6/10/97 12:29 PM BLDG 21 -04 A/1- K13.5 PALLET RACK DESIGN BOEING FACILITIES P. O. Box 3707 Seattle, Washington 98124-2207 ONLY TOP SHELF LOADED Mail Stop: 46-87 PROJECT RELOC. BOX SHOP FIG. BY JBURKS CHECKED BY SEISMIC LOADING - TRANSVERSE DIRECTION (CONT) JOB NO. 160086 DATE 6/10 /97 SHEET OF REV'D 6/10 /97 COLUMN DESIGN - CASE 1: DL + LL + SEISMIC (LONGITUDINAL) P (DL) = 0.20 k P (LL) = 1.00 k P (SEISMIC) = 0.00 k (AT INTERIOR COLUMNS) P (TOTAL) = 1.20 k M (SEISMIC) = 8.91 k -in CASE 2: DL + LL + SEISMIC (TRANSVERSE) P (DL) = 0.20 k P (LL) = 1.00 k P (SEISMIC) = 1.45 k P (TOTAL) = 2.65 k M (SEISMIC) = 0.00 k -in (BRACED TRANSVERSELY) BY: BAO / REV. C / 11.03.93 7/8 FILENAME: PR160086.XLS 6/10/97 12:29 PM ALL SHELVES LOADED ONLY TOP SHELF LOADED MAXIMUM DOWNWARD LOAD (k) = 1.45 + 0.2 + 1 = 2.65 0.96 + 0.2 + 0.5 = 1.66 FACTOR OF SAFETY AGAINST OVERTURNING = (0.2 + 1)/ 1.45 = 0.83 (0.2 + 0.5)/ 0.96 = 0.73 < 1.5 NG < 1.5 NG BASE UPLIFT LOAD TO BE RESISTED BY ANCHOR BOLTS (k) = (1.5 * 1.45) - 0.20 - 1.00 = 0.98 (1.5 * 0.96) - 0.20 - 0.50 = 0.74 PROJECT RELOC. BOX SHOP FIG. BY JBURKS CHECKED BY SEISMIC LOADING - TRANSVERSE DIRECTION (CONT) JOB NO. 160086 DATE 6/10 /97 SHEET OF REV'D 6/10 /97 COLUMN DESIGN - CASE 1: DL + LL + SEISMIC (LONGITUDINAL) P (DL) = 0.20 k P (LL) = 1.00 k P (SEISMIC) = 0.00 k (AT INTERIOR COLUMNS) P (TOTAL) = 1.20 k M (SEISMIC) = 8.91 k -in CASE 2: DL + LL + SEISMIC (TRANSVERSE) P (DL) = 0.20 k P (LL) = 1.00 k P (SEISMIC) = 1.45 k P (TOTAL) = 2.65 k M (SEISMIC) = 0.00 k -in (BRACED TRANSVERSELY) BY: BAO / REV. C / 11.03.93 7/8 FILENAME: PR160086.XLS 6/10/97 12:29 PM BLDG,21-04 A/1- K/3.5 PALLET RACK DESIGN BOEING FACILITIES P. O. Box 3707 Seattle, Washington 98124-2207 Mail Stop: 46-87 • . . —,............**to.svasta?*.r0?“...1......h.......wousrmiefmknottIN'AMIROMMItiRiMiertuPagrillnilr.N.Nfes PROJECT RELOC. BOX SHOP FIG. BY JBURKS COLUMN DESIGN (CONT)- TRY LM30 " • . • ,. • , , • , • ‘.• . • .• • , , • • • , • • • " , • CHECKED BY Fy = 42 ksi Lx= 72 in Ly = 48 in Kx = 1.5 (LONGITUDINAL) Ky = 1 (TRANSVERSE) A = 0.859 102 Ix = 1.373 in"4 rx = 1.249 in = 1.15 in Sx = 0.915 inA4 Sy = 0.752 inA4 DATE 6/10 /97 SHEET • 'OF • REVD 6/10 /97 = J 2n2E = 116.7 v F y (kl/r)x = 86.47 < GOVERNS (kI/r)y = 41.74 Fa = 16.1 ksi Pa= 13.83k FOR LONGITUDINAL SEISMIC LOADING - Fb = 0.6"Fy = 25.2 ksi Ma = Fb*Sx = 23.06 k-in P/Pa + M/Ma = (1.2/13.83) + (8.91/23.06) = 0.473 < 1.33 OK FOR TRANSVERSE SEISMIC LOADING - P/Pa = (2.65/13.83) = 0.192 < 1.33 OK CHECK DL + LL - P/Pa = (1.20/13.83) = 0.087 < 1.00 OK BY: BAO / REV. C / 11.03.93 8/8 FILENAME: PR160086.XLS 6/10/97 12:29 PM r t• 'rw+ +xte�nrtr nm. rum.. v+. r.+.... m..... ...n...a...o..a..........-.................. rw...... a......«..... n., w. m.. �wwn ..rwmw+a»,+i. »c...v.Mn..•a:w 2 3/4 - 7/8 1 7/8 +r- x x D H 2 BEAM SECTION PROPERTIES RYPARED BY P.s. Ting ez, DRATILIG NO, R-1 DATE 14 SEP.'93 A RRYIS'I NO. DATE BY MODEL I 4 s = C 0 C i x in s, ln r in I y In Sy In r y In AREA In LB020 .075 2 .75 .2928 ,274 .716 .6033 .4133 1.031 .5718 L8030 .075 3 .75 .7604 .4659 1.026 .8786 .6054 1.103 .7218 L8035 .075 3.5 .75 1.1854 .6313 1.223 .9475 .6712 1.093 .7922 LBC30 .075 3 .75 1.3689 .8817 .184 .9403 .6099 .9820 .975 LBC35 .075 3.5 .75 1.951 1.0473 1.363 .9705 .6159 .9614 1 .050 LBC40 .075 4 1.5 2.6631 1.2769 1.538 1.105 .7096 .9921 1.125 LBC45 .075 4,5 1.5 3.5073 1.5033 1,709 1.2449 .8025 1.018 1. 200 LBCSO .075 5 1.5 4, 6437 1.7655 1.908 1.3902 .9029 1.044 1 .275 �:BC55 .075 5.5 1.5 5,7951 2.0453 2.071 1.5: '.69 ,9975 1.238 1 .350 LBC55A ,105 5.5 1.5 7.7919 2.7571 2.038 2.0719 1.3498 1.051 1 ,876 LBC60A .105 6 1.5 9.587 3,1421 2.192 2.1979 1.4517 1.049 1 .995 LBF356 .060 3.5 1.5 1.2039 .6277 1.274 ,7576 .5097 1.011 .7414 LBF354 .075 3.5 1.5 1,4739 .7699 1.267 .9284 .6242 1,006 .9181 LBF404 .075 4 1.5 2.0512 .9481 1,437 1.0635 .7190 1.035 .9931 LBF454 .075 4.5 ' 1,5 2.7526 1. t 41 1.605 1.1984 .8143 1.059 1.0681 L8F�45�� I 9 _ a5 O. C' 1. :. ,rx .'5. 3 '1 9, ` ' 1 �� ' � �� 1 ° X3 5 ;-- : 5 , �; . ,$� ,�� �3 98 5 ' 1 tr. , 9 4 '4 e � • t r 8 r t• 'rw+ +xte�nrtr nm. rum.. v+. r.+.... m..... ...n...a...o..a..........-.................. rw...... a......«..... n., w. m.. �wwn ..rwmw+a»,+i. »c...v.Mn..•a:w 2 3/4 - 7/8 1 7/8 +r- x x D H 2 .23 H .67 -f- X .87 I 1-•-x 1 LM PREMA.1qY COLUMN PUNCHED BACX-UP COLUMN UNPUNCHED r B -1 4 7 ' 1 " --- Y .75 1 7 f 1 F. x LM / -t x • I �� DEPTH EMBED. pease) • /'. • 2000 pal 1 %, • 3000 pal 1'. • 4000yeti r. • 4130 pal Tamest Sher Tension Show Um., • Naar TMalee So um. tt.aet 400 wet' S0. Imo. Wit cut' Sp. inert. w1w' Ss Woo. wiwout' So. tup. Show WW se. tic.. *Iowa So. Ito. won+ =o. inert. /4 1 250 125 400 310 155 400 360 180 400 440 220 14 2 525 265 403 • 550 280 400 590 295 315 400 400 62.5 315 Opp / 3•/ 625 315 400 625 315 400 . 625 625 315 400 3 /a 1 500 250 925 615 310 975 710 355 1.025 800 400 725 7 23 L025 3 4 2 1.125• 565 1.100 1.210 605 1,100 1.290 645 1.100 1.450 1.100 1.100 3 /1 41 4 1.250 625 1.100 1.303 650 1.100 1.350 675 1.100 1.450 '/_ 2' /1 1.100 550 1210 1.230 615 1.840 1.365 • 680 1.840 ■ + ..1240.a 1.625 815 :1313 °, 1.315 1,840 414 1.840 'E'S1 2I ' 1. .1:750, -• ' . g73 ' : ' 3Z4o.' ..2,000 1.000,L 1. 8 0 , . I. n�3. 5o,*''' 1:125'''' 1.625 >:Z.625':.. i/7 6 1.950 . 975 1.840 2.165 1.080 1.840 2.375 1.190 1.840 2625 3 /s 2 1.500 750 2.875 1.750 875 2.875 2.000 1,000 2.875 2.500 1250 2275 3 /a 4 2.250 1.125 3.125 2.670 1.335 3.125 3.090 1.515 3,125 3.925 1.465 3.125 3 4 7 3.003. 1.500 3.125 3.250 1.625 3,125 3.500 1.750 3.125 3.925 1,965 3.125 3 /4 3V4 1250 925 3,875 2.175 1.090 3.875 2.500 1.250 3275 3.000 1.500 3.875 3 /4 4 2.750 1.375 4.225 3.875 1340 4.225 4.500 2.250 4225 5300 2,750 4.225 3 /4 8 3.750 1.875 4,225 4.625 2.315 4.225 ' 5.500 2.750 4.225 5.925 2,965 4.225 1 4 '/3 3.125 1.565 6.625 3,800 1.NLI 7,125 4'/_ 2.190 7.625 5.250 2.625 8425 1 6 5,000 2.500 8.625 5.815 ' 2.910•-' 8.625 6.6 / 3.315 8.625 8.250 4.125 8.625 1 9 6.250 3.125 8.625 7.190 - 3595 8.625 1 4,065 8425 10.000 5.000 8.625 ig DEMI E MBED. fps) (•. a 2000 pal f. • 3000 psi rot t 4000 psi I'. r 3000 psi tension Striae Tenlon Show Tension SAsst Tension SM.' WWI Sp. Imo. wkh out' 50. Into. Wert S. Imo. wkAoue So, insp. *Uhl SP. ►'w. • wtheue S0. M40. weir S. k e0. WtY.aR' SP- Ysr0. '/a l' /a 300 150 525 315 156 540 315 165 550 350 175 550 1 /4 2 440 220 550 520 260 550 520 260 550 520 260 550 '/4 3 520 260 550 520 260 550 .520 260 550 520. 260 550 /s 1 /s 400 203 825 460 2.30 950 515 • 260 1.075 625 315 1.150 3 /s 2 875 440 1.250 1.025 515 1.230 1.175 590 1.250 1.350 675 1.250 3 /s 4 ' /a 1.000 500 1.250 1.250 625 1.250 1.350 675 1.250 1.350 T 675 1.250 t/2 2 800 400 1.700 1.000 500 1,740 1.200 600 1,775 1.250 625 2.085 i /2 3'/3 1.250 625 2.085 1.625 815 2.085 2.000 1,000 2,085 2.250 1.125 2.085 I. 6 1.375 690 2,085 1.765 880 2,085 2,150 1.075 2,085 2350 1.275 2.085 S 1 2 1,175 590 2,625 1,500 750 2.875 1,7150 850 3.125 1200 ' 903 , 3.125 /s 4 1,750 875 3,125 2.250 1.123 3.125 2,750 '1375 3.125 3.000 1.500 3.125 3 4 7 2.250 1.125 3,125 2.825 1.415 3.125 3.425 1,715 3.125 .3,425 1,715 1.225 3.125 4.500 3 /4 3 1.450 T25 2,700 1.825 915 3,100 2200 1.100 3.500 2,450 3 /4 4 2,350 1.175 4,225 3,050 1.525 4,365 3.625 1,815 4300 4.375 2.190 4503 3 /4 8 2.750 1.375 4.500 3.625 1.815 4,500 4.250 2,125 4300 4,800 2,400 4.500 1 4'/_ 2.925 1.465 5.700 3,625 1.815 6.350 4.325 2,165 7.000 4500 2.250 7.000 1 6 4,125 2.065 7.000 6.000 3.000 7,000 6.750 3.373 7.000 6,875 3.440 7.000 1 9 5.250 2.625 7000 7.500 3.750 7.000 8,800 4,400 7.000 8.800 • . 4.400 7.000 Page" 3 of 4 i 1 fG. V p. TABLE NO. II -1(8.41 CARBON STEEL ALLOWABLE TENSION AND SHEAR VALUES (In Pounds)'.' 'The tabulated tension and Shear values are for anchors insulted in stone - aggregate concrete having the compressive strength at the time of installation. Concrete aggregate must comply with U.B.0 Standard No. 26-2. 3 Thesc tension values are only applicable•hen the anchors are insulted with special inspection as set forth in Section 306 of the code. 3 These tension values arc only applicable when the anchors are installed without special inspection as set forth in Section 306 of the cede., 'The tabulated values arc for anchors installed a minimum of 12 anchor diameters on canter for 103 percent efficiency. Spacing may be reduced to 6 anchor diameters provided the values are reduced 50 percent. Linear interpolation may be used for intermediate spacings. TABLE NO.•III -,A1SI 304 AND 316 STAINLESS STEEL KB-U ALLOWABLE TENSION AND SHEAR VALUES (In Pounds)'.' 'The tabulated tension and shear values are for anchors insulkd ins one•aggre gate concrete having the compressive strength at the time of installation. Concrete aggregate must comply with U.S.C. Standard No. 26-2. 2 Thcce tauion valuer are only applicable when the anchors are installed with special inspection u set forth in Section 306 of the code. 3 Thece tension values are only applicable when the anchors are inswlled without special inspection as set forth in Section 306 of the code. '7Tse tabulated values arc for anchors installed a minimum of 12 anchor diameters on center for 100 percent efficiency. Spacing may be reduced 10 6 anchor diameters provided the values are reduced 50 percent. Linear interpolation may be used for intermediate spacings. 9 0 Report No. 46: ACTIVITY NUMBER D97 -0200 PROJECT NAME BOEING #21 -04 DEPARTMENT: Kri UII.D TGJ I ) MS3:61 li PUBLIC WORKS FIRE PREVENTION k)1t- (0 -'aM S UCTURAL Li DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE NOT COMPLETE U COMMENTS TUES /THURS ROUTING: PLEASE ROUTE Ej REVIEWERS INITIAL REVIEWERS INITIAL DATE APPROVALS OR CORRECTIONS: (ten days) APPROVED I I APPROVED W/ CONDITIONS E DATE CORRECTION DETERMINATION: APPROVED Ej APPROVED W/ CONDITIONS p REVIEWERS INITIAL C:ROUTE -F ..........-, .,....,....,.........,..,..w�,r ..v..,..o.....+.� rae.. v.. a......... mw>... w. �n.. n. mwnaem... n+ re+ a-, ray.. �- e.. n. cv.. s:..+.:...., m,.,. «�w..., » «...,,....._...._. DATE 9&t* C.�XV%O*OY Coe PLAN REVIEW / ROUTING SLIP ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) DATE 6/19/97 PLANNING DIVISION Q ll P R�TIT I:OORD INATOR DUE DATE 6/24/97 NOT APPLICABLE Ej NO FURTHER REVIEW REQUIRED El I I DUE DATE 7/08/97 NOT APPROVED (attach comments) 0 DUE DATE NOT APPROVED (attach comments) 0 (Certification of occupancy required. COMPLETE ' <L COMMENTS PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D97 -0200 PROJECT NAME DEPARTMENT: BUILDING DIVISION r PUBLIC WORKS DETERMINATION OF COMPLETENESS: (T,Th) TUES /THURS ROUTING: ROUTED BY STAFF ❑ REVIEWERS INITIAL BOEING #21 -04 (If routed by staff, make copy to master file & enter Sierra.) I I APPROVALS OR CORRECTIONS: (ten days) {wKity ,.M M r3$011■Mr5t,Yr ,z miu y, ,, ).'.n',�'s' FIRE PREVENTION ❑ PLANNING DIVISION ❑ STRUCTURAL ❑ PERMIT COORDINATOR ❑ NOT COMPLETE ❑ NOT APPLICABLE ❑ PLEASE ROUTE nt NO FURTHER REVIEW REQUIRED n DATE & '24-.i7 APPROVED I I APPROVED W/ CONDITIONS. NOT APPROVED (attach comments) E REVIEWERS INITIAL DATE ( l r i CORRECTION DETERMErIATION: APPROVED ❑ APPROVED W/ CONDITIONS REVIEWERS INITIAL DATE C:ROUTE -F DATE 6/19/97 DUE DATE 6/24/97 DUE DATE 7/08/97 DUE DATE NOT APPROVED (attach comments) ❑ (Certificadon of occupancy required. ) y ,. ,...�;,ex,r�.s :" r.:n ..( -+'; .•:,r �6: ,n, , v�5e•�ruxt�a.w / .ry, .a'3' ( yy 'a 4 etz n g nnN;wT,?}!' " .� [ 4 t�'}�14e3fdYv /!y S }�r3�1}, t ai' �i� %c�.- �'�.'U7rQ��� . i; t � ` r��� V ii t .4 "`� � l��j, ✓ � ,I.Lw . N.. .i{•e._.ribifil'f,�riA�:1:.S Yv�,% m • .111.. iY.^l�i'tY..j''T: .•r .r t. 91 1. �!•^•1 YG• a 3...`. L ✓. !ri':`i�u.:"•.w` .. ,:ia� ".i�?��*'it:� t ��-.` ik.?llGii�ke, -',:.: 'r -7�- _.t ..�r•:�a.�U< .�f. .. PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER PROJECT NAME DEPARTMENT: BUILDING DIVISION ❑) PUBLIC WORKS �❑ REVIEWERS INITIAL APPROVED E REVIEWERS INITIAL D97 -0200 BOEING 121 - DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE n NOT COMPLETE ❑ COMMENTS TUES /THURS ROUTING: PLEASE ROUTE E NO FURTHER REVIEW REQUIRED ROUTED BY STAFF I l (If routed by staff, make copy to master file & enter Sierra.) ‘-7 L APPROVALS OR CORRECTIONS: (ten days) APPROVED W/ CONDITIONS ❑ DATE I CORRECTION DETERMINATION: APPROVED FIRE PREVENTION 1111 PLANNING DIVISION ❑ STRUCTURAL ❑ PERMIT COORDINATOR El APPROVED W/ CONDITIONS DATE ( a(2-/( 9 1 REVIEWERS INITIAL DATE DATE 6/19/97 DUE DATE 6/24/97 NOT APPLICABLE DUE DATE 7/08/97 (Cerditcadon of occupancy required. NOT APPROVED (attach comments) ❑ DUE DATE NOT APPROVED (attach comments) ❑ �• a 'c t�''; r`��2': St�':�'•SiY{. >�z+ei:�,'.Y� PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D97 -0200 PROJECT NAME BOEING #21 -04 DEPARTMENT: BUILDING DIVISION PUBLIC WORKS DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE n NOT COMPLETE ❑ COMMENTS APPROVALS OR CORRECTIONS: (ten days) REVIEWERS INITIAL CORRECTION DETERMINATION: APPROVED I 1 APPROVED W/ CONDITIONS C:ROUTE -F i <ktiiSi .`:at ^.akS:: 7IlitY. .F it'NT9R2a ; ^ Tt. WVitF.Vitk ?^L l': \, M. , • DATE 6/19/97 FIRE PREVENTION ❑ PLANNING DIVISION II STRUCTURAL ❑ PERMIT COORDINATOR ❑❑ 4 DATE DUE DATE 6/24/97 NOT APPLICABLE ❑ TUES /THURS ROUTING: PLEASE ROUTE ❑ NO FURTHER REVIEW REQUIRED ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL VC -- DATE (O 7' l e L DUE DATE 7/08/97 APPROVED n APPROVED W/ CONDITIONS NOT NOT APPROVED (attach comments) ❑ REVIEWERS INITIAL DATE DUE DATE NOT APPROVED (attach comments) ❑ (Certification of occupancy required. ) COMMENTS PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D97 -0200 PROJECT NAME BOEING #21 -04 DEPARTMENT: BUILDING DIVISION FIRE PREVENTION El PLANNING DIVISION 0 PUBLIC WORKS III STRUCTURAL n PERMIT COORDINATOR I DETERMINATION OF COMPLETENESS: (T,Th) TUES /THURS ROUTING: PLEASE ROUTE f NO FURTHER REVIEW REQUIRE ROUTED BY STAFF (If ro staff, make copy to master file & enter Sierra.) REVIEWERS LJ DATE APPROVALS OR CORRECTIONS: (ten days) APPROVED n APPROVED W/ CONDITIONS E NOT APPROVED (attach comments) El REVIEWERS INITIAL CORRECTION DETERMINATION: APPROVED n APPROVED W/ CONDITIONS REVIEWERS INITIAL C:ROUTE -F i'' .NtT4 .''iJ!iM...,.f VK T'a AAttUr DATE DATE ! „ o•v:"l= .FAxe_tirvvvyy,4 "w•... .T.4'wiL :mr'F` `tm; u..' a'.2'; 'r fl{tw,xwrr;i":t�#i. DATE 6/19/97 DUEDATE 6/24/97 NOT COMPLETE E NOT APPLICABLE DUE DATE 7/08/97 DUE DA'Z'E NOT APPROVED (attach comments) 0 (Certification of occupancy required. ) Dear Sir: City of Tukwila Fire Department June Y-1, 19 %7 Fire Department Review Control # f cwo Re: Rack at in0 It. OLl 3-0 s 1a0 Pt The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. Storage may not be closer than 36 inches in all directions to ceiling -hung "Space or Unit" heaters. (UFC 1109.2) Storage may not be closer than 18 inches below sprinkler heads. (NFPA 13, 4 -2.5 and NFPA 231.5 -1) 2. 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) Maintain minimum 6" longitudinal flue space between back to back racks. (NFPA 231C) 3. .Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of the following methods is required for steel building columns located within racks: (a) one -hour fire proofing, (b) sidewall sprinkler at the 15 foot elevation of the column, (c) ceiling sprinkler density minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA" 231C, .3-2.3) 4. Aisles leading to required exits shall be provided from all portions of buildings. Aisles located within ah accessible route of travel shall also comply with the Building Code requirements for accessibility. (UFC 1204.1) John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575•443Q ,. City • of Tukwila Fire Department Page number 2 Thomas P. Keefe, Fire Chief 5. Depending on the classification of the commodity being stored and the size of the storage area, smoke vents and curtain boards may be required by Table 81 -A of the Uniform Fire Code. Contact the' Tukwila Fire Prevention Bureau for further information. 6. Depending on the classification of the commodity being stored and the storage height, in -rack sprinklers may be required per N.F.P.A. 231C. Contact the Tukwila Fire Prevention Bureau for further information. 7. 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. 8. 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) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. John W Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 5754439 The Tukwila Fire Prevention Bureau CC: .TFD file Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 575.4439 February 10, 1997 1- 9604- DBW97024 To: Subject: caLP D. B. Weigelt 1 -9604, 1F-09 (206) 655 -4535 Enclosure SEAT_ 1._ Larry Allen Leonard Astemborski Terry Beals Rick Ford Len Knecht N. Konwent John Murdoch N. Pestisme Lori Pitzer Mike Sullivan Gary Taller Rex Turner 19 -35 OH -13 63 -04 2R -71 63 -04 5H -26 89 -14 63 -04 2R -71 3U -EH 46 -87 7R -35 1997 Washington State Contractor's License for The Boeing Company Enclosed is a copy of the Washington State Contractor's License for 1997. This license expires on January 1, 1998. Please contact me if you have any questions. q�L'• u :.J �I"1,r�' '� � i� _� • '41'.:',t.7..7. • �.:� ,Y �•. 7ry� J Kai. ROE t Nc-:2.94ML Aii / / / /I / /! / /I /N /I!I /iV y//%! �/!!///%!% iV% I% I/ i%%/!/! iI'%' / /jtNM� / /T/•N %/[/INNY/N�'/ DEPARTMENT OF LABOR AND INDUSTRIES THIS .CERTIFIES THAT THE PFRSO■ NAMgD HEREON IS REGISTERED AS PROVIDED BY LAW AS A STATE OF WASHINGTON F625 -052-000 (3.92) - D - BOEZAW FACILITIES DEPARTMENT ACCEPNAB MY APPRINIM ay mm sm. TITLE SHEET EAST REVISION SYMBOL DA LE E�, 5,521CIVION IS SNE 1 A l A OB N0. OF AH�IrrD ff. DEFL WE MR R. BLDG. 21 i 04.1 ARCHITECTURAL MASTER AI\ COL. A— K/1-11 D.C. ° ° A°P9T'm DWG N0. 21 -04 —A1 VICINITY MAP AIRPORT COa CENTER (FAR) 99 FROM SEATTLE— TACOMA AIRPORT FROM DOWNTOWN SEATTLE %9 EAST HART 19L WAY +� . jKmuA CORPORATE PARK PROJECT SITE 1� ►'I( FROM KENT & AUBURN DEVELOPMENTAL CENTER BOEuftflG M ARPLMfl DV' (O 1 11 NO SCALE 157 900 REMCA:E 000 SHOP 16 ADDRESS: (EAST MARGINAL WAY CORPORATE PARK) 3417 SO. 120TH PLACE BUILDING I I LE, WA BUILDI 'G 21 04 (WAREHOUSE "B") BOEING DEVELOPMENTAL CENTER 9725 EAST MARGINAL WAY SOUTH SEATTLE, WASHINGTON 98108 I I I I NO SCALE EAST MARGINAL WAY CORPORATE PARK CHECK BOX ID BRIEF PROF —CT NARRATIVE INSTALL (11) SECTIONS OF PAID L l RACK GENERAL NOTES CCN51RU lIa;4 SET OF MENENE, EV i® AND STAMPED BY CITY OF TUKWILA MUST BE ON SITE � DURNG (1NSiRUC O L D0 NOT PROM]) WNTH CONSTRUCTION WITHOUT ABOVE . QJf: 'SET OF D iiS. VERIFY ALL DIMENSIONS PRIOR 10 START OF CONSTRUCTION. Y01&Y FACIJNY ENGINEEFtS SWARD ENS= =DIMS REQUIRED DEIGN REVIS IS. RED TO BE APPROVED BY tt 1WWH lA PRIOR 0 PROCEEDING WITH PROPOSED REVISED WORK RETURN THIS SAME S? 10 COY 1t JER AT BMW W 9-512 COL Nil AFTER COIENETION OF 1N!S CO!6iPt, ciwii PROJECT CHECKLIST C - 11-ESE DRAWNGS CONFORM TO RE 1994 U_B.C., U.FC., U_P_C., AND TIE WAC 51 -20 AS ADAPTED OR MOM BY LOCAL ORDINANCES AM COMPLIANCE WITH TIE CfY OF TUKWEA ZORN& ❑ ROOMS IAMB) PER OCCIPANCY PIJZ IIRC TABLE 10—A. • FINDING FLOOD. NUMBED. ON PRNT FOR AREA OF CtNNSTRUCI ?ON. NUMBER OF PORTS RECLINED FOR PERMIT PACKAGE II 1. MONT IMPROWJENT (ST ❑ 5 SECS OF ARCIRTECTUM DRAVNGS 12 5 SETS OF STRUCTURAL DRAINGS ❑ 5 SETS OF STANDARD DETAILS ❑ 5 SETS OF LNG CALCULATIONS ❑ 5 SUS OF DERGY CALCULATIONS ❑ 5 SETS OF CONSTRUCTION SPECIFICATIONS ❑ 2. TENANT IMPROVEMENT NON— STRUCTURAL) ❑ 4 SETS OF ARCHITET RAL DRAWINGS ❑ 4 SETS OF STANDARD DFTNLS - ❑ 4 SETS OF ENERGY CALCULATIONS ❑ 4 WE OF CONSTRUCTION SPECIHCAIIONS ❑ I TENANT IIB NTS (REVISOS), 2 COMPLETE SETS ❑ 4. MECHANICAL, 4 COMPLETE SETS O 5. FIE PROTECTION/SPRINKLERS, NKLERS, 3 COMPLEEW SETS D ED SEAT 0088. SHEET NO. Al S 1 S2 SHEET TITLE COVER SHEET, LEGALS & NOTES FLOOR PLAN FLOOR PLAN PALLET RACK STRUCTURAL CALCS. CODE SUMMARY LAND USE CODE CODE REFERENCES OCCUPANCY GROUP' LOCATION ONIPROPERTY FLOOR AREA (ACTUAL) BUILDING HEIGHT. STORIES: REMODELED AREA. OCCUPANT LORD: FIRE PROTECTIONS SMOKE VENTS & CURTAIN BD. SEISMIC ZONE FIRE ZONE PARKING PROVDED PARKING REQU'RED DRAWING INDEX REV. NO. B 1 ..-- Plan Chec% _ c _ ::ad missions zni : -. - cf ph, not authorise The WOlmon of any Wonted code cc walla alpept of Contractor's sapy cf . I7 SHEET NO. SHEET TITLE REV. SHEET NO. NO. M —HP 1994 UBC, KING COUNTY /TUKWILA WASHINGTON STATE ENERGY CODE WASHINGTON STATE BARRIER FREE CODE ADDITIONS TO THE CITY OF TUKWTLLA B -2 STORAGE FOR COMBUSTIBLE GOODS B -2 OFFICE OCCUPANCY CHANGE B 2 (WAREHOUSE STORAGE OF GOODS TO F -2 FACTORY AND INDUSTRIAL — LOW HAZARD AT NORTH PORTION ONLY - (36,584 SF). CONSTRUCTION TYPE V N SPRINKLERED THROUGHOUT AREA SEPARATION WALLS 2 HOUR + HORIZ. SEPARATION D THE ROOF (IN LIEU OF PARAPET WALL) NOTE: 3 BLDG. PORTIONS N. PORTION (BOX SHOP), CENTER & S. PORTIONS (NO CHANGE) SEPARATIONS -(3 SIDES) A N. & S. PORTIONS AND (2 SIDES) W CENTER PORTION OF THE BUILDING. BUILDING FOOTPRINT = 113,724 S.F. 26'-5 1/2" FLOOR TO TOP PLATE 1 W/ 5,220sf MEZZANINE IN THE S. PORTION 36,584 sf CHANGES FROM B -2 TO F -2: [36,584 sf /200] - [36,584 sf /500] = (183 — 73) = 110 WAREHOUSE = 44,080 C. PORTION + 30,740 S. PORTION A 500 = 150 STORAGE = 1550sf U 300 = 5 MECHANICAL = 1,850sf A 300 = 7 IIANUFACT = 36,584sf U 200 = 183 for the N. PORTION OFFICE = 8,092sf @ 100 = 81 in the S. PORTION MEZZ. CONFERENCE= 140sf B 15 = 10 FULLY AUTOMATIC, WET PIPE THROUGHOUT INSTALLED IN ENTIRE BUILDING IN 1993. 3 3 739 725 CITY OF JUN 1 91997 PERMIT CENTER owo CITY OF TUKWILA APPROVED JUL G £ 1997 AS NO ED P BUILDING OIVI31O? A CRANE S BEL FLOOR 5 ION OVERHEAD CRANE MOVE 24 -1 1J2" CAR! ENTER! SHOP TABLE 48E100 rf ° m m � TEMPAPJP.E/HUMIDI EHMBER ET AK,0 F+W D9 REVISION FUTURir DON ROOM RELOCATE BOX SHOP J#160086 -00 2 29 • _9 • PACKAGE TEST SEE SHEET lhl FOR CONTINUATION CAME RAVEL BAND SRY BK r NPA T TEsru, m --- 1W1RE S3YTCHERT, SCRAP ICY - PLASTICS ,WIRE HER! , DMPSTER l auxPSim RETESIZE BOX MAKER SLOTTER Lat FOR '� U O ALLi- X2!X2 P I uAL 1 PLAN SCALE 1/8" = 1' -0° BOE/A/G FACILITIES DEPARTMENT 1-€:)asf.ko ACCEPTABILITY M °Po DIT(MAR BBB' MAR 3SFitlQW IS DAMNED CHECKED BM. PPROYED APPAIVED 7 -31 -96 DEMME ARCHITECTURAL MASTER LEGEND: EXISTING WALL NEW WALL GENERAL NOTES: ASBESTOS NOTIFICATION: A good faith survey of the work area has been conducted and asbestos containing material was not doscovered that would be involved in the construction of this project. Do not remove, damage or disturb any asbestos material adjacent to the work area. Please contact Boeing Facilities Department if asbestos containing material is damaged or discovered that is required to be removed to support work. - CONSTRUCTION NOTES: INSTALL NEW PALLET RACK. LOAD LIMIT SIGNS SHALL READ: CAUTION: MAXIMUM SHELF LOAD 1000 LBS UNIFORMLY DISTRIBUTED." UPRIGHTS ARE LMT 30; BEAMS ARE 12' LONG LBF453 4 -PIN, CONNECTION TYPE 'A' WELDS BASEPLATES ARE 8 X 8" X 1/2" USE (2) 1 /2' D1A. HILTI KWIK BOLT // OR EQUIV. ANCHOR BOLTS. S MIN. EMBED. PER BASEPLATE. SHELF HEIGHTS ARE AT 6' AND 12' FROM CONCRETE FLOOR TO TOP OF SHELF. Li INSTALL NEW PALLET RACK. LOAD OMIT SIGNS SHALL READ: CAUTION: MAXIMUM SHELF LOAD 1000 LBS UNIFORMLY DISTRIBUTED." UPRIGHTS ARE LMT 30; BEAMS ARE 10' LONG LBF453 4 -PIN CONNECTION TYPE 'A' WELDS; BASEPLATES ARE '8 "`X 8" X 1/2" USE (2)11 /2'` DIA. HILTI KWIK BOLT II OR EQUIV. ANCHOR BOLTS 3 1/2" MIN. EMBED. PER BASEPLATE. SHELF HEIGHTS ARE AT 6' AND 12' FROM CONCRETE FLOOR TO TOP OF SHELF. FLOOR PLAN BLDG. 21 -04.1 / / / //A Er 0 1Al2 0 11 KEY PLAN SCALE: NONE ECEIVED anv R of TVI(WILA JUN 1 a 1997 PERMIT CENTER COL. A- K/ -3.5 D.C. JOB CITY OF TtIT APPROVED JUL B 8 1997 AS NO ED BUILDING DI IV ION N A 5/5/95 LAST REVS StMBOL wh S1 OF 160086 21 -04 -S1 Val REV6px BY ME m ira�x sr ne. B ®EZA FACILITIES DEPARTMENT ACCEPTABILITY �/ M. D!TfMAR 07-23-96 siraw FLOOR PLAN UST kEV5wx maul M7E A RELOCATE BOX SHOP J#160086 -00 M. MILLER 04.0297 14S BMW SPECOI.VrAi s APPRIXED a ry L OF B REL.00H'rE Eox SNOP 1Go08E JBURKS 4,,m 6/9, "97 .�nmer xrc WE ELkR. — BLDG. p 21-04.1 6 ECHITECTUr'AL MASTER COL. A— K/1 -3.5 D.C. C /Vj/)r - Gi71VY• KAc e Z' � > ./${1T6S ro e HO. _ 21 -04 -52 z� a N Y JANITOR °HOUSEK PING 1T -5' BUCKETS CARBACE CAN DOLLY STNS STORAGE CASKETS A501 SEC SHT. 1A10 FOR AT`a A C`; 0 0 D co 1 0 0 0 I � FECII l i l 11 PLAN SCALE. 1/8 = 1' -0' II STORAGE AREA am PANT 16E65 4, 2.72 , SEE SHT. 1A10 FOR CONTINUATION 0 -0- FE RAC LEGEND: 1 rt EXISTING WALL NEW WALL SYMBOLS 10- SERVICE SINK HW HOT WATER TANK O TRASH CAN (30 GAL) 0T TRASH CAN W/ FIPPER TOP U PT PAPER TOWEL DISPENSOR o ED FLOOR DRAIN 0 FE FIRE EXTINGUISHER GENERAL NOTES: ASBESTOS NOTIFICATION: A good faith sur,_y of the work area has been conducted and asbestos containing material was not doscovered that would be involved in the construction of this project. Do not remove, damage or disturb any asbestos material adjacent to the work urea. Please contact Boeing Facilities Department if asbestos containing material is damaged or discovered that is required to be removed CONSTRUCTION NOTES: INSTALL NEW PALLET RACK. LOAD LIMIT SIGNS SHALL READ: "CAUTION: MAXIMUM SHELF LOAD 1000 LBS UNIFORMLY DISTRIBUTED." UPRIGHTS ARE LMT30 ; BEAMS ARE 12' LONG LBF453 4— PIN CONNECTION TYPE 'A' WELDS; BASEPLATES ARE 8" X 8" X 1/2" USE (2) 1/2" DIA. HILT! KWIK BOLT II OR EQUIV. ANCHOR BOLTS. 3 1/2" MIN. EMBED. SHELF HEIGHTS ARE AT 6' AND 12' FROM CONCRETE FLOOR TO TOP OF SHELF. EXISTING CANTILEVER RACK TO REMAIN. EXIST LOAD LIMIT IS 1000 LBS PER ARM. NO CHANGE IN LOCATION OR CONFIGURATION. Move R U( MP 12olC 2'e M LL = 000 LBS f'ee ,g e Al F} -MS R 4 " S1 A /o 1 /2" Do, ∎4 056 S w/ 4 "2 " emse C 6 C;?1 0 M G I cj �E U 1B EO 7 IV KEY PLAN SCALE: NONE RE can oP OCT fl 3199' PERMMT CENTER