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HomeMy WebLinkAboutPermit D97-0358 - BOEING #21-03 - STORAGE RACKSCity of Tukwila t Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 Parcel No: 102304 -9068 Address: 3417 S 120 PL Suite No: Location: Category: AWSE Type: DEVPERM Zoning: MIC /L Const Type: Gas /Elec.: Units: 001 Setbacks: North: Water: 125 Wetlands: Contractor License No BOEING #21 -03 3417 S 120 PL, TUKWILA WA SABEY'CORPORATION. 201`. ELLIOTT 'AVE. WEST, SUITE 400, SEATTLE WA 981.19 GARY TALLER Phone: 206- 544 -2975 PO BOX 3707 MS 46 -87, SEATTLE WA 98124 'BOEING COMPANY P.O. BOX 3707, M/S IF -09, SEATTLE, WA 98124 **************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Description: INSTALL (25) SECTIONS OF PALLET RACK ***************************************************** * * * * * * * * * * * * * * * * ** * * * * * * * * * * ** Construction Valuation: $ .00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /Sidewalk /CSS:. N Fire Loop. Hydrant: N ' No: Size(in): .00 Flood Control Zone: N N Start Time: End Time: N Cut: Fill: N N Start Time: End Time: N No:. N Private: N N OCCUPANT OWNER CONTACT CONTRACTOR DEVELOPMENT PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Hauling: Land Altering: Landscape Irrigation: Moving Oversized Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: BOEINC*29.4ML Permit No: Status: Issued: Expires: Occupancy: WAREHOUSE UBC: 1994 Fire Protection: SPRINKLERED /AFA .0 South: .0 East: .0 West: .0 Sewer: VAL' VUE Slopes: N Streams: Public: N (206) 431 -3670 D97 -0358 ISSUED 01/09/1998 07/08/1998 Water Main Extension: N , ' Private: N Public: N r**************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 127.84 r******* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** f ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Center Authorized Signature: 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 wet-. am authorized to sign for and obtain this development p rmit. Signature:___ Print Name: Date: Date: l0 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. T erra ISSUER:. Type DEVPERM Appl i e_i 11'f 1 til.-1997 ;:' ate "cel ?#E: , 1023,04:4.0 - 08 i issued '.,01 /0 /1993' ," */** * *'.ik' *kk*Akk'kk_kkA•k ** Vic:** 4k* kk*'* k`' k.' k* k*• k: kk*.***:*• k• kK * *•k.k4 em Cori i t i on, 1 Ma :`changes :.will ' be nudes to the pl unless ap proved by the Arc.hite,ct or Eng ineer a nd the.Tukwiie .Bu lding Division All: per:mi inspecti,unbre'+cord,s "an ;appRbv plans sh all be ava'il ab'lei a t the`at�b. i e prior to the s a'rtx'af any cpn r stuction The uni se'z.docents are torbe ma : .in:tained and avail ah i e until i i i nspea't 1}c* ap prava 1 s g rant ed cori'st uctx.�ion to,�,be don i7ri'�contormance Sri ti approved p ia;ns acid r equ i re►nen:t� of the Un i or m Bu i 4,1,4=1 g Co de c 1994 Edition)a'; amen, ed Uniform °;Mechanical 'od 5(1 °E dition), and Wash�irtgton� t to :' Energy.;,. ode x(1994 EdYi'ti,on3'i` 4 Shel ;aa'd ,1 units, signs a to be' pos ted in pce prior to '. final � Refer�;EYgineers` de la ign :tale sheet f e'on or` , recoir�l dat I � d ddd i4 y a Pex m;i t y The i ss�}ance a permit or app p ri a'tlnn s� nd c mputations s hal1.i1at.':be con str ed to �b a,:per mi ,fors, orY a ip�roval of any: ;i�iol�atitin: of: y . of the 4pr ovis ions`Ciof t,the building i -ode. or ot. x,a 114 e; dine cti!on No "per mi:t • p ros m ng tc g3, jj �e e p a to violate or can t pr -o rig inner oaf : this .'J h a l J b e v a~l d r ' � �`�t <. ` t� ; • • • TUINI Project Name/Tenant: BOE ! NG BLDG. '! Al-03 Value of Construction: ao 3000 Site Address: City State /Zip: 3 417 S. 19-0 PL. Tax Parcel Number: /0A301-i •-• g068 Property Owner: THE BOEING COMPANY Phone: • Street Address: P.O. BOX 3707 M/S 46 - 87 SEATTLE"; a /i�1 24Fax #: Contact Person: GARY TALLER / 544 P e: x - 2975/ Street Address: P.O. BOX 37 1)7 MIS 46 -87 Cittyv St to /Zip: SEATTLE, WA 9812+ Fax #: 206 - 544 - 2854 Contractor: 0 0 G.• Phone: Street Address: City State /Zip: Fax #: Architect: Phone: Street Address: City State/Zip: Fax #: Engineer: '0h L��r Phone: l�s �3 3 • Street Address: City State /Zip: Fax #: Description of work to be done: NST",4L1- („9,S) S E G Tza NS U f = ?` -Z OF , �/ / 4 Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Proposed use: ❑ Retail ❑ Restaurant ❑ Multi - family e n Warehouse ❑ Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School/College /University ❑ Other Will there be a change of use? ❑ yes Pk no If yes,, extent of change: (Attach additional sheet if necessary) I Will there be rack storage? g yes ❑ no Existing fire protection features: 117 sprinklers 19 automatic fire alarm ❑ none ❑ other (specify) // Building Square Feet: 9.34, 530 existing Area of Construction: (sq. ft) 3/2'0 Will there be storage of flammable /combustible hazardous material Attach listof materials and storage location on separate 8 1/2 in the building? ❑ yes ® no X 11 paper indicating quantities & Material Safety Data Sheets 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. .._ .. 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. APPL'ICArrnpEougsTSFOR PUBLIC': WORKSjSITE / CIVIL• :I.P,LAN!REVIEW`oF.THE ±FOLLOWIN (Additional reviews maybe "determlried by the +Public Works Department) ° , ❑ Channelization /Striping ❑ Land Altering 0 Cut cubic yds. ❑ Sanitary Side Sewer #: in Storm Drainage ❑ Street Use ❑ Water Meter /Exempt #: Size(s): ❑ Water Meter /Permanent # Size(s)• ❑ Water Meter Temp # Size(s)• ❑ Miscellaneous Date a !cation ac✓replod: CTPERMIT,DOC 7/9/96 CITY OFT 'KWILA Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431 -3670 JOB * (GO 12. 9 00 Date : pllc: lo e Est. quantity: ro]iot,�VUtl 1 :.1'•rP . 4Y. ';Permit Number: • ❑ Curb cut/Access /Sidewalk ❑ Flood Control Zone ❑ Hauling 0 Fill cubic yds. ❑ Landscape Irrigation ❑ Sewer Main Extension 0 Private 0 Public ❑ Water Main Extension 0 Private 0 Public 0 Deduct 0 Water Only gal Schedule' Ap• lc :110 taken by: (Initials) BUILDING OWNER OR UTHORIIED ■ Signature: i , , JJJ TA � A � � Date: 1r 3)67 , I / Print name: , E AR TALl1 R GARY E Ph one: ?. 0 6— — 544 2975 Fa 1 x i • . — ?06 544 — 285t ► Address a -n -p ,3707 MIS 46 -87 ;" . t " ) „, City /State /Zip SEAT LE ‘ 98124 ALL COMMERCIAL/MULTI -FA Y TENANT IMPROVEMENT /AL ATION PERMIT APPLICATIONS MUST BE SUBMITTED WITH THE FOLLOWING: ➢ A D AWINGS•T• 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. El El 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. El El 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 ** A t ** A * *AA * 4c* * ; For*4 kir :A: * y* * * TTAN Nutnbr ; R 970067 Aiuci : 1.27;04 1.1/13/97 1.3:43, : • P Method CASH NOtat ion GARY TALI. ER .Ini t": JH" • • Permit No '397-0358 Type: DEVPE.I2M DEVELOPMENT PERMIT, Parcel Ho: 102304-9068 ".. itO• 'Address: ,34.1.7 S 120 PL "- • ' " Total r 1 oes. 17.134 This • - P 127 84 Total ALL Punta : . 127.34 UIance: 00 ;‘*.* *4.4, 1k ** ir 4i**44, h** 7Vic Itir.VA *0 k*k +0.1.- Ai *A 4.4 it* IICCOLIIVt rode Descri pt on Amount .n00/322. • .8,1.13LDING HONRES 74..75 ���/345.10 PLAN CHIECK NO141tE.G 48.59 • • , 000/086.904 - SI ATE BUIl.1)3:N6 SURCHARGE 4.50 „?! * A * A A ec A*A*Ak* TRRNS11/ 9716 TOTAL 127m34 ;?, • .'.;??. • ...• .., • INSPECTION RECORD Retain a copy with perm INSPEC ON NO . . CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 - Project: ' Type of inspe lion: �I o3 �� Address + � " 19 ( Date called: vV Z q � . Special instructions: Date wanted: � 1 g 7J�Gj a •.m. 1/ Q. 1 �` Requester: +n^ i t I ' 6° Phone No.: ��1 - 37 4 2 Approved per applicable codes. COMMENTS: 1 -3670 Corrections required prior to approval. Inspector: Date: $42.00 REINSPECVON FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Needs shift inspection r ,.r �{ City of Tukwila Fire Department ' TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: i/ Authorized Signature FINALAPP.FRM 1• Permit No. John W. Rants, Mayor Thomas P. Keefe, Fire Chief D to T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575.4439 ; 'v n<tliT.:w2r GfSdSli ?31"k7f i" ns`ot17 SCY1fF5i Xi!' i�641 s n Cr J +:!•.',Vrtra}7a;A''•l -`.1 PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER PROJECT NAME '60 e:Lx-xl witez DEPARTMENT: • BUILDING DIVISION FIRE PREVENTION ❑ PUBLIC WORKS ❑ STRUCTURAL ❑ DETERMINATION OF COMPLETENESS: (T,Th) • COMPLETE ✓n NOT COMPLETE ❑ COMMENTS TUES /THURS ROUTING: PLEASE ROUTE ROUTED BY STAFF ❑ (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL, APPROVALS OR CORRECTIONS: (ten days) APPROVED n APPRO D W/ CONDITIONS C DATE 1 t U ` 6 11 n�. �amncrtc+t�r�Narnrma a tnt A!iYAT DATE PLANNING DIVISION ❑ PERMIT COORDINATOR ❑ 1 I DUE DATE Agra NOT APPLICABLE ❑ NO FURTHER REVIEW REQUIRED ❑ pt-a•11 DUE DA NOT APPROVED (attach comments) ❑ REVIEWERS INITIAL CORRECTION DETERMINATION: APPROVED n APPROVED W/ CONDITIONS REVIEWERS INITIAL DATE 12- 5 -97 DATE DUE DA'I'S ittelk NOT APPROVED (attach comments) ❑ (Certification of occupancy required. PUBLIC WORKS • ACTIVITY NUMBER PROJECT NAME DEPARTMENT: BUILDING DIVISION REVIEWERS INITIAL REVIEWERS I ITIAL C:ROUTE -F PLAN REVIEW / ROUTING SLIP vik%F.1-4 tft.; _hi{ :hb, Yr tA&xm It t3zvtt+Y�r i !!h t�'c& eT# FIRE PREVENTION STRUCTURAL DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE El COMMENTS DATE ///2 DATE DATE *at -o3 PLANNING DIVISION ❑ PERMIT COORDINATOR 4 DUE DATE NOT COMPLETE ❑ • NOT APPLICABLE TUES /THURS ROUTING: PLEASE ROUTE n NO FURTHER REVIEW RE ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) •a• APPROVALS OR CORRECTIONS: (ten days) DUE DA APPROVED n APPROVED WI CONDITIONS. -Er NOT APPROVED (attach comments) fl REVIEWERS INITIAL 7(7) DATE 1/724 CORRECTION DETERNIINATION: DUE DA APPROVED ❑ APPROVED WI CONDITIONS p NOT APPROVED (attach comments) Q (Certification of occupancy required. ttitgamm REVIEWERS INITIAL tireeirsp PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER CA," O36 es DATE PROJECT NAME a1 O3 DEPARTMENT: BUILDING DIVISION El FIRE PREVENTION El PUBLIC WORKS STRUCTURAL El DUE DATE COMPLETE NOT COMPLETE El • NOT APPLICABLE EL COMMENTS DETERMINATION OF COMPLETENESS: (T,Th) TUES /THURS ROUTING: PLEASE ROUTE fl NO FURTHER REVIEW REQUIRED ROUTED BY STAFF El (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL. r ` DATE 11 (% la•a• cn APPROVALS OR CORRECTIONS: (ten days) DUE DA APPROVED APPROVED W/ CONDITIONS . NOT APPROVED (attach comments) fl CORRECTION DETERMINATION: APPROVED 11 APPROVED W/ CONDITIONS DATE REVIEWERS INITIAL DATE PLANNING DIVISION PERMIT COORDINATOR ❑ DUE DA NOT APPROVED (attach comments) 0 (Cerdfiadon of occupancy nquiutd. r.Zl;ist ti; ", ✓,a =Ski !'d'Vet ;;n V:Cii+i Fib's',"'. EQ+. 4din "fiii o43't "i 2u + nir�: "tr_`L` kt,. Anzio, 14 PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER t d B DATE WIWI PROJECT NAME - 60 QA 03 DEPARTMENT: BUILDING DIVISION El PUBLIC WORKS • I DETERMINATION OF COMPLETENESS: (T,Th) • COMPLETE E COMMENTS TUES /TIiURS ROUTING: PLEASE ROUTE fl NO FURTHER REVIEW REQUIRED ROUTED BY STAFF El (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL U REVIEWERS INITIAL DATE APPROVED D APPROVED W/ CONDITIONS REVIEWERS INITIAL C:ROUTE -F FIRE PREVENTION PLANNING DIVISION STRUCTURAL EJ PERMIT COORDINATOR a DUE DATE nig" NOT COMPLETE E NOT APPLICABLE El 0 DATE 1 I I I J1 67 ta-4-91 APPROVALS OR CORRECTIONS: (ten days) DUE DA APPROVED El APPROVED W/ CONDITIONS E NOT APPROVED (attach comments) CORRECTION DETERMINATION: DUE DA DATE dl.NlCfiS9!b'R.�PiC�1�7t!„! .. '..s El NOT APPROVED (attach comments) 0 (Certification of occupancy required. UNtwbvm.mnbr.ro�a: , ?etery\i*- !D OC t PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER t)1 O35 IS DATE L3qi PROJECT NAME il2, a. O3 DEPARTMENT: G DIVISION PREVENTION P LANNING DIVISION LIC WORKS ❑ STRUCTURAL ❑ PERMIT COORDINATOR • •t■) 1Y1'6 DETERMINATION OF COMPLETENESS: (T,Th) DUE DATE l • COMPLETE ❑ COMMENTS TUES /TER RS ROUTING: PLEASE ROUTE fl NO FURTHER REVIEW REQUIRED ❑ ROUTED BY STAFF ❑ (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL DATE 1/.4 7 APPROVALS OR CORRECTIONS: (ten days) DUE DATE *Riff APPROVED ❑ APPROVED W/ CONDITIONS ❑ NOT APPROVED (attach comments) ❑ REVIEWERS INITIAL DATE CORRECTION DETERMINATION: DUE DATE ittetk APPROVED ❑ APPROVED W/ CONDITIONS ❑ REVIEWERS INITIAL DATE C:ROUTE -F NOT COMPLETE ❑ NOT APPLICABLE ❑ NOT APPROVED (attach comments) ❑ (Certification of occupancy required. I BLDG 21 -03 SUMMARY K/7 BOEING FACILITIES P.O. Box 3707 : Seattle, Washington 981242207 ai op: 7 «. PR OJECT MMA35 TO 21 -03 BUILDING: LOCATION: METHODOLOGY THE FOLLOWI LOADS. THE M LOCATION, V11 SUMMARY: POST FILENAME: 160129.XLS STRUCTURAL CAPACITY: 1000 LBS PER SHELF [EXPIRESI2 /11/ R JOB NO. 160129 FIG. BY JBURKS CHECKED BY ./ DATE 10/29/97 SHEET 11 -03 FILE COPY I und!cs d that tho Plan Chock c. �-o suL;c: to cr orc and omissions and w;.,�: I of p a; :c dccc not authorise the violation of any ac.:pted code or ord11M108. Receipt of contractor's N ClII4TA f gF j CKS FOR IMUM CAPACITY OF THE RACKS, GIVEN THE CO AS DE1 R141WGD. Date Permit No. -09_o etraniV nwn - - TUUU t rtrc bri Lr GriAVITY AND LATERAL NFIGURATION AND OF 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 PALLET RACK TO BE INSTALLED IN THE 21 -03 K/7 IS CURRENTLY INSTALLED IN THE 21 -04 AN WILL BE RELOCATED. THE RACK IS 18' HIGH WITH 14' LONG BEAMS AND 1000 LBS PER SHELF LOAD LIMIT SIGNS. RECOMMENDATIONS: REUSE BEAMS , UPRIGHTS , ROW SPACERS AND 1000 LB LOAD LIMIT SIGNS FROM 21 -04 BUILDING AREA F- J/10 -11. COLUMNS IU75B BEAMS 377B TYPE 'B' WELD 4 PIN CONNECTION BASEPLATE 1/2" X 8" X 8" WITH (2) 1/2" X 3 1/2" MIN. EMBED HILTI KWIK BOLT II ROW SPACER RS -12 12" ROW SPACER vt.c.F RECEIVED NOV 1 3 1997 TU KVIatrs&9711 :55 AM PUBLIC WORKS BLDG 21-03 K/7 PAL RACK DESIGN ..... k....HY BOEING FACILITIES P.O. Box 3707 , .1 Seattle, Washington 981242207 Mail Stoc: 46-87 PROJECT MMA 35 TO 21-03 FIG. BY JBURKS PALLET RACK GEOMETRY NUMBER OF SHELVES = 4 (MUST BE 8) IF NUMBER IS LESS THAN EIGHT, SET LOWER SHELF HEIGHTS (BELOW LEFT) TO ZERO AS REQUIRED. SHELF SPACING = 40" SHELF SPACING = 40" SHELF SPACING = 40" SHELF SPACING = 46" SHELF SPACING = 0" SHELF SPACING = 0" SHELF SPACING = 0" SHELF SPACING = 0" BY: BAO / REV. C / 11.03.93 CHECKED BY LoA-D CA '4 JOB NO. 180129-00 DATE 10/27 /97 SHEET OF REVD 10/29 /97 BEAM SPAN = 168" SHELF BASE SET SHELF HEIGHTS BELOW TO ZERO BEAM SPAN = 168" 1/8 FILENAME: 160129.XLS 10/29/97 7:47 AM 2 LEVEL D hx (in) hx (in) wx (k) wxhx wxhx Fx (k) wxhx 40 166 DC (D CO 00 aaaa 99.6 0.392 0.057 40 126 75.6 0.297 0.043 40 86 51.6 0.203 0.029 46 46 27.6 0.108 0.016 0 0 0 0 0.000 0.000 0 0 0 0.000 0.000 0 0 0 0.000 0.000 0 0 0 0.000 0.000 TOTALS 2.4 254.4 1.000 0.144 BLDG 21 -03 K/7 PALLET RACK DESIGN (_ BOEING FACILITIES ( __;,, P.O. Box 3707 Seattle, Washington 981242207 Mail Stop: 46-87 I) PROJECT MMA 35 TO 21 -03 FIG. BY JBURKS BEAM LOADS SHELF DL = SHELF LL = BY: BAO / REV. C / 11.03.93 oh h. h h.lhohh 200 LB /SHELF = 1000 LB /SHELF = 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 = WD`L * (80 %) _ ( 80 %) * (0.100 * 168 / 8) k -in = 8 MLL = WLLL *(80%)= (80 %) * (0.500 * 168 / 8) k -in = 8 MOMENT AT END OF BEAMS: MDL = WD`L * ( 20%) _ (20 %) * (0.100 * 168 / 8) k -in = 8 V= 0.1031 W= 0.289 k JOB NO. 160129 -00 DATE 10/27 /97 SHEET OF REVD 10/29 /97 1.68 k -in 8.4 k -in 0.42 k -in MLL = W8LL * (2d' /o) = (20 %) * (0.500 * 168 / 8) k -in = 2.1 k -in SEISMIC LOADING - LONGITUDINAL DIRECTION V _ Z! - xW Rw Z = 0.3 .I= 1 C = 2.75 Rw = 8 (FOR MOMENT FRAME, Rw = 8; FOR BRACED FRAME, Rw = 6) 2 <-- - -TYPE 1 FOR 100% LL; TYPE 2 FOR 50% REDUCTION IN LL (PER UBC STDS) W = 4* (200 + 1000/2)/1000 = 2.8 k (FOR BOTH SIDES OF RACK) LATERAL FORCE DISTRIBUTION - LONGITUDINAL DIRECTION ONE SIDE OF RACK ONL 2/8 FILENAME: 160129.XLS 10/29/97 7:47 AM QLDG 21-03 K/7 PALLET RACK DESIGN _ C BOEING FACILITIES P 0 Box 3707 ,• . . ()Seattle, Washington 98124-2207 Mail Stoo: 46-87 0.565 k-in 0.019 k 111 = V = 0.057 k m= 1.13 k-in v = 1.56 k-in 0.027 k 1T1 = V = 0.099 k m = 1.989 k-in V = 2.281 k-in 0.055 k 111 = V = 0.129 k m = 2.574 k-in V = 4.608 k-in 0 k 111 = V = 0.144 k m = 6.641 k-in V = 0 k-in 0 k M.= V = 0 k m= 0k-in V = 0 k-in 0 k IT, = V = 0 k m = 0 k-in V = 0k-in 0 k m = v = 0 k m= 0 k-in V = 0 k-in 111 = V = 0 k m= 0 k-in PROJECT MMA 35 TO 21-03 FIG. BY JBURKS SEISMIC LOADING - LONGITUDINAL DIRECTION (cont) USING "PORTAL FRAME METHOD" DETERMINE FORCES AT INTERIOR SECTION DUE TO SEISMIC LOADING BY: BAO / REV. C / 11.03.93 BASE FIXITY: TYPE "2" IF BASE IS FIXED; TYPE "1" IF BASE IS PINNED > 1 0.057 k v = 0.007 k Ok . k V= 111 = V= FYI = Ok v = SET SHELF m = BELOW TO ZERO v= m = v= 171 = V= r11 = CHECKED BY JOB NO. 160129-00 DATE 10/27 /97 SHEET OF REVD 10/29 /97 Pd+I+s = 2.4 k v = 0.007k 0.565 k-irr 0.019 k 1.56 k-in 0.027 k 2.281 k-in 0.055 k 4.608 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: 160129.XLS 10/29/97 7:47 AM EILDG 21-03 K/7 PALLET RACK DESIGN ..„- BOEING FACILITIES P. O. Box 3707 " Seattle, Washington 98124-22°7 Mall Stop: 46-87 P ROJECT. MMA 35 TO 21-03 FIG. BY JBURKS SEISMIC LOADING - LONGITUDINAL DIRECTION (cont) BEAM LOADS - VERTICAL LOAD = 600 lb/beam Md+l CENTER = 10.08 k-in Md+l END = 2.52 k-in Mseismic = 4.61 k-in Md+I+s END = 7.13 k-in L TRY 377B BEAM- BY: BAO / REV. C / 11.03.93 Fy = Sx = lx = 168" 45 ksi 2.363 inA3 7.349 inA4 Fb = 0.6 * Fy = 27 ksi M all = Sx*Fb = 2.3631 * 27 = 63.8 k-in >= 10.08 OK CHECK SEISMIC - (4/3) * Mall CHECK DEFLECTION - A max = 1/ 180 = 0.933 in A 5WI n-nact = 384E1 CHECK END CONNECTION- WELD TYPE: D CHECKED BY PLATE CAPACITY: 31.1 "k 85.07 k-in 7.13 OK JOB NO. 160129-00 DATE 10/27 /97 SHEET OF REVD 10/29 /97 7.13 OK 0.17 in <= 0.933 OK WELD CAPACITY: 22.27 "k > 7.13 OK (-68% UNDERSTRESS CONDITION) PLATE TYPE: 4 PIN END PLATE; COLUMN THICKNESS: 0.09 " 4/8 FILENAME: 160129.XLS 10/29/97 7:47 AM LEVEL DIST BETW COG & SHELF TOP 1.15 *hx (in) wx (k) wxhx wxhx Fx (k) Mot (k -in) E wxhx 20 " 213.90 N N N N 0 0 0 0 e-000 256.68 0.812 0.145 31.06 20 " 144.90 28.98 0.092 0.016 2.38 20 " 98.90 19.78 0.063 0.011 1.11 N 0 52.90 10.58 0.033 0.006 0.32 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 4.8 1.8 316.02 1.000 0.179 34.85 LEVEL DIST BETW COG & SHELF TOP 1.15 *hx (in) wx (k) wxhx wxhx Fx (k) Mot (k -in) ' wxhx 20 " 213.90 N NO.! N O O O O 256.68 0.367 0.141 30.21 20 " 167.90 201.48 0.288 0.111 18.61 20 " 121.90 146.28 0.209 0.080 9.81 23 " 79.35 95.22 0.136 . 0.052 4.16 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 4.8 699.66 1.000 0.385 62.80 BLDG 21 -03 K/7 PALLET RACK DESIGN ( I BOEING . P.O. Box 3707 FACILITIES Seattle, Washington 98124 -2207 Mail Stoo: 46-87 CT MMA 35 TO 21 -03 FIG. BY JBURKS CHECKED BY 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) 2 <-- - -TYPE 1 FOR 100% LL; TYPE 2 FOR 50% REDUCTION IN LL (PER UBC STDS) W1 = 4* (200 + 1000/2)/1000 = 2.8 k (ALL SHELVES LOADED) V1 = 0.1375 W = 0.385 k (PER UPRIGHT FRAME) W2 = [(4 * 200) + 1000/2]/1000 = 1.3 k (ONLY TOP SHELF LOADED) V2 = 0.1375 W = 0.179 k (PER UPRIGHT FRAME) 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. 160129 -00 DATE 10/27 /97 SHEET OF REVD 10/29 /97 5/8 FILENAME: 160129.XLS 10/29/97 7:47 AM BLDG 21 -03 K/7 PALLET RACK DESIGN � .w BOEING FACILITIES P. O. Box 3707 (\ ) Seattle, Washington 981242207 Mail Stoo: 46-87 I. PROJECT MMA 35 TO 21 -03 FIG. BY JBURKS SEISMIC LOADING - TRANSVERSE DIRECTION (CONT 20" 20" 0.08 k 20" "' • 0.05 k 23" 0.1t k 0.00 k 0" SHELF BASE - SLA 0.00 k 0 " r. 0.00k 0 " > 0.00 k 0 " > Ps= 62.8/40 = 1.57 k BY: BAO / REV. C / 11.03.93 ALL SHELVES LOADED 0.14 k SHELF DEPTH = 40 in P= 1200 lb 1200 lb P= 1200 lb P= 1200 lb B a- Ps62.8/40 = 1.57 k Pd = 0.4 k Pd = 0.4 k CHECKED BY ONLY TOP SHELF LOADED 0.15 k . SHELF DEPTH = 40 in 20" "" > 0.02 k 0.01 k 0.01 k 0.00 k 0.00 k Ps= 34.85/40 = 0.87 k JOB NO. 160129 -00 DATE 10/27 /97 SHEET OF REVD 10/29 /97 0.00 k SHELF BASE - SLA 0.00 k P= 1200 lb P= 200 lb P= 200 lb P= 200 lb B Ps = 34.85 / 40 = 0.87 k Pd= 0.4k Pd= 0.4k PI = 2k PI = 2k PI = 0.5 k PI = 0.5 k 6/8 FILENAME: 160129.XLS 10/29/97 7:47 AM BLDG 21 -03 K/7 PALLET RACK DESIGN � .w BOEING FACILITIES P. O. Box 3707 ° Seattle, Washington 98124 -2207 MAXIMUM DOWNWARD LOAD (k) = Mail Stoe: 46-87 PROJECT FIG. BY JBURKS MMA 35 TO 21 -03 CHECKED BY SEISMIC LOADING - TRANSVERSE DIRECTION (CONT) COLUMN DESIGN - CASE 1: DL + LL + SEISMIC (LONGITUDINAL) P(DL)= 0.40k P(LL)= 2.00k P (SEISMIC) = 0.00 k (AT INTERIOR COLUMNS) P (TOTAL) = 2.40 k M (SEISMIC) = 6.64 k -in CASE 2: DL + LL + SEISMIC (TRANSVERSE) P (DL) = 0.40 k P(LL)= 2.00 k P (SEISMIC) = 1.57 k P (TOTAL) = 3.97 k M (SEISMIC) = 0.00 k -in (BRACED TRANSVERSELY) BY: BAO / REV. 0 / 11.03.93 JOB NO. 160129 -00 DATE 10/27 /97 SHEET OF REVD 10/29 /97 7/8 FILENAME: 160129.XLS 10/29/97 7 :47 AM ii ALL SHELVES LOADED ONLY TOP SHELF LOADED MAXIMUM DOWNWARD LOAD (k) = 1.57 + 0.4 + 2 = 3.97 0.87 + 0:4 + 0.5 = 1.77 FACTOR OF SAFETY AGAINST OVERTURNING = (0.4 + 2/2)/ 1.57 = 0.89 (0.4 + 0.5/2)/ 0.87 = 0.75 < 1.5 NG < 1.5 NG BASE UPLIFT LOAD TO BE RESISTED BY ANCHOR BOLTS (k) = (1.5 *1.57) -0.40- 2.00/2 = 0.95 (1.5 *0.87) - 0.40 - 0.50/2= 0.66 PROJECT FIG. BY JBURKS MMA 35 TO 21 -03 CHECKED BY SEISMIC LOADING - TRANSVERSE DIRECTION (CONT) COLUMN DESIGN - CASE 1: DL + LL + SEISMIC (LONGITUDINAL) P(DL)= 0.40k P(LL)= 2.00k P (SEISMIC) = 0.00 k (AT INTERIOR COLUMNS) P (TOTAL) = 2.40 k M (SEISMIC) = 6.64 k -in CASE 2: DL + LL + SEISMIC (TRANSVERSE) P (DL) = 0.40 k P(LL)= 2.00 k P (SEISMIC) = 1.57 k P (TOTAL) = 3.97 k M (SEISMIC) = 0.00 k -in (BRACED TRANSVERSELY) BY: BAO / REV. 0 / 11.03.93 JOB NO. 160129 -00 DATE 10/27 /97 SHEET OF REVD 10/29 /97 7/8 FILENAME: 160129.XLS 10/29/97 7 :47 AM ii BLDG 21-03 K/7 PALLET RACK DESIGN ".... k..... : BOEING FACILITIES ' i „ . P. O. Box 3707 0 Seattle, Washington 981242207 Mail Stop: 46-87 PROJECT MMA 35 TO 21-03 FIG. BY JBURKS COLUMN DESIGN (CONT)- TRY IU75B BY: BAO / REV, C / 11.03,93 =. n 2 E CHECKED BY Fy = 45 ksi Lx= 46 Ly = 40 in Kx = 1.5 (LONGITUDINAL) Ky = 1 (TRANSVERSE) A = 0.885 inA2 Ix = 1.395 104 Tx = 1.255 in ry = 1.109 in Sx = 0.93 104 Sy = 0.631 inA4 — 112.8 F y (kl/r)x = 54.96 < GOVERNS (kl/r)y = 36.08 Fa = 21.61 ksi Pa= 19.12 k JOB NO. 160129-00 DATE 10/27 /97 SHEET OF REVD 10/29 /97 FOR LONGITUDINAL SEISMIC LOADING - Fb = 0.6*Fy = 27 ksi Ma = Fb*Sx = 25.1 k-in P/Pa + M/Ma = (2.4/19.12) + (6.64/25.1) = 0.39 < 1.33 OK FOR TRANSVERSE SEISMIC LOADING - P/Pa = (3.97/19.12) = 0.208 < 1.33 OK CHECK DL + LL - P/Pa = (2.40/19.12) = 0.126 < 1.00 OK 8/8 FILENAME: 160129.XLS 10/29/97 7:47 AM _ BLDG 21 -03 K/7 BEAM' WELD CAPACITY BOEING FACILITIES P. O. Box 3707 I , Seattle, Washington 98124-2207 Mall Stop: 46-87 PROJECT MMA 35 TO 21 -03 FIG. BY JBURKS BEAM & WELD GEOMETRY BEAM: 3778 WELD THICKNESS = 0.125" EFFECTIVE THICKNESS = 0.125 * 0.707 = 0.088" WELD TYPE = B ( ITEM 1 2 3 4 5 6 TOTALS A= Y= I= St = Sb = r= BY: BAO / REV. A / 11.13.93 COG Y= 3 in 1.061 in2 3 in 3.182 in4 1.061 in3 1.061 in3 1.732 in CHECKED BY 1.00" 1.75" 3 k )I 2.75" ALLOWABLE SHEAR = 21.00 ksi * 1.06 = 22.27 k ALLOWABLE BENDING = 21.00 ksi * 1.06 = 22.27 "k JOB NO. 160129 DATE 10/27/97 SHEET OF REV'D 10/29/97 6.00" (2) (3) (4) (5) (6) (7) (8) (9) (10) HEIGHT WIDTH y A Ay (bh "3)/12 d AdA2 (7) + (9) 1.625 0.088 5.188 0.144 0.745 0.032 2.188 0.687 0.719 4.375 0.088 2.188 0.387 0.846 0.617 -0.813 0.255 0.872 6.000 0.088 3.000 0.530 1.591 1.591 0.000 0.000 1.591 0.000 0.088 0.000 0.000 0.000 0.000 -3.000 0.000 0.000 0.000 0.088 4.375 0.000 0.000 0.000 1.375 0.000 0.000 0.000 0.088 6.000 0.000 0.000 0.000 3.000 0.000 0.000 1.061 3.182 2.239 0.943 3.182 ALLOWABLE WELD STRESS = 70 ksi * 0.30 * 1.00 = 21 ksi 1/1 FILENAME: 160129.XLS 10/29/97 7 :48 AM BLDG 21 -03 K/7 BASE PLATE DESIGN I BOEING .... FACILITIES ` P. O. Box 3707 Seattle, Washington 981242207 Mall Stoo: 46-87 PROJECT MMA 35 TO 21 -03 FIG. BY JBURKS BASE PLATE DESIGN DIMENSIONS: LOADS: x= PIER SIZE = BY: BAO / REV. C / 11.03.93 8.00" 8.00" 3.00 " bf= 3.00" 1.00" Bolt dia = 0.5 1296 sq in MATERIAL PROPERTIES: fc' = 3000 psi Fy = 36 ksi Es /Ec = 10 P(DL +LL)= LONGITUDINAL - P (seis)= 0.00 k M (seis)= 0.00 " k V (seis) = 0.14 k TRANSVERSE - P (seis)= 1.57 k M (sels)= 0.00 " k P(uplift)= 0.95 k V (seas) = 0.19 k 2.40 k CHECKED BY n JOB NO. 160129 -00 DATE 10/27/97 SHEET OF REVD 10/29/97 bf B Pt + Pc d LOAD TYPE: max a) UNIFORM S max b) TRAPEZOIDAL S m c) TRIANGULAR 1/4 FILENAME: 160129.XLS 10/29/97 7:48 AM BLDG'21 -03 K/7 BASE PLATE DESIGN ` I BOEING i , P.O. Box 3707 FACILITIES ,, ' Seattle, Washington 981242207 Mail Stop: 46-87 PROJECT MMA 35 TO 21 -03 FIG. BY JBURKS CHECKED BY DETERMINE CONCRETE AND ANCHOR BOLT STRESSES DUE TO DL, LL AND SEISMIC LOADING IN THE LONGITUDINAL DIRECTION: Pc = P(DL +LL) + P(SEISMIC LONG.) = 2.40 k BOLT AREA, As = 0.20 sq in A =B *N= 8.00 *8.00= 64.Osgin Sx = N * BA2/6 = 85.3103 f = B/2 - x = (8.00/2) -1.00 = 3.00" e = M /Pc = 0.00/2.40 = 0.00" BASE PLATE LOAD TYPE: a) UNIFORM Smin = 0.04 ksi Smax = 0.04 ksi Pt = 0.00 k NO ANCHOR BOLT TENSION JOB NO. 160129 -00 DATE 10/27/97 SHEET OF REVD 10/29/97 (SEE SKETCH ON PREVIOUS SHEET) BASE PLATE DESIGN PROCEDURE FROM AISC 9TH EDITION pp 3 -106 THRU 3 -108. m= (N- d)/2 =(8.0- 3.0)/2= n = (B - bf) /2 = (8.0 - 3.0)/2 = fp = 0.04 ksi Al = B *N= 8.0 *8.0= BY: BAO / REV. C / 11.03.93 2.50" 2.50" 64.0sgin A2 = 1296 sq in (Pier size) DETERMINE tp: tp = rn fP = 0.25fy 1.33 0.140" < GOVERNS tp = Il f P = 0.140" < GOVERNS 0.25f *1.33 ACTUAL tp = 0.500" > 0.140" OK 2/4 FILENAME: 160129.XLS 10/29/97 7:48 AM BLDG 21-03 K/7 BASE PLATE DESIGN c:, BOEING FACILITIES _ P. O. Box 3707 Ci Seattle, Washington 98124-2207 I Mall Stoo: 46-87 •i PROJECT MMA 35 TO 21-03 FIG. BY JBURKS BY: BAO / REV. C / 11.03,93 ACTUAL tp = 0.500" > 0.180" OK BENDING DUE TO UPLIFT: MAX Pt = 0.48 k M=Pt*(n-x)= 0.716"k S = (N *tp^2)/6 = 0.333103 fb = M/S = 2.15 ksi Fb = 1.33* 0.75*Fy = 36.00 ksi > 2.15 ksi OK CHECKED BY tp = rn 1,10.25;*1.33 0.180" <-----GOVERNS tp = f 0.25fy 1.33 = 0.180" <-----GOVERNS * JOB NO. 160129-00 DATE 10/27/97 SHEET OF REVD 10/29/97 DETERMINE CONCRETE AND ANCHOR BOLT STRESSES DUE TO DL, LL AND SEISMIC LOADING IN THE TRANSVERSE DIRECTION: Pc = P(DL+LL) + P(SEISMIC TRANS.) = 3.97 k • BOLT AREA, As = 0.20 sq in A=B*N= 8.00*8.00 = 64.0 sq in Sy B * N"2/6 = 85.3 inA4 f = N/2 = (8.00/2) = 4.00" BASE PLATE LOAD TYPE: a) UNIFORM (SEE SKETCH ON PREVIOUS SHEET) Smax = 0.06 ksi Smin = 0.06 ksi NO ANCHOR BOLT TENSION DUE TO MOMENT Pt = 0.48 k ANCHOR BOLT TENSION DUE TO UPLIFT BASE PLATE DESIGN PROCEDURE FROM AISC 9TH EDITION pp 3-106 THRU 3-108. fp = 0.06 ksi DETERMINE tp: 3/4 FILENAME: 160129.XLS 10/29/97 7:48 AM _ BLDG 21 -03 K/7 BASE PLATE DESIGN I BOEING - i P. O. Box 3707 FACILITIES '' Seattle, Washington 98124-2207 Mall Stoo: 46-87 PROJECT MMA 35 TO 21 -03 FIG. BY JBURKS BY: BAO / REV. C / 11.03.93 fp n 0.25fy - 0.161 CHECKED BY DETERMINE CONCRETE AND BASE PL STRESSES DUE TO DL AND LL: BASE PLATE LOAD TYPE: UNIFORM Smin = 0.04 ksi Smax = 0.04 ksi fp = 0.04 ksi DETERMINE tp: = ITt f a 0. f — 0.161" < GOVERNS y GOVERNS ACTUAL tp = 0.500" > 0.161" OK CHECK ANCHOR BOLTS: MAX Pt = 0.48 k - 0.39 = MAX V (PER BOLT)= 0.10 k ANCHOR BOLT TYPE: HILT! KWIK BOLT II SPECIAL INSPECTION ?: NO DIAMETER: 0.500" EMBEDMENT: 3.500" TENSILE CAPACITY = 1.00 k SHEAR CAPACITY = 1.84 k INTERACTION: JOB NO. 160129 -00 DATE 10/27/97 SHEET OF REVD 10/29/97 MAX Pt MAX V + 5 1.00 TENSILE CAPACITY SHEAR CAPACITY 0.477/1.000 + 0.096/1.840 = = 0.477 + 0.052 = 0.530 < 1.00 OK W/O 1.5 FACTOR = 0.137 < 1.00 OK IF 1.5 FACTOR NOT USED 4/4 FILENAME: 160129.XLS 10/29/97 7:48 AM BLDG 21-03 K/7 SLAB CHECK , L: BOEING FACILITIES - P. O. Box 3707 C Seattle, Washington 98124-2207 Mail Stop: 46-87 PROJECT MMA 35 TO 21-03 FIG. BY JBURKS -'RACK CAPACITY = • • .• CHECKED BY 1000 LBS PER SHELF COMPONENT BEAM BEAM WELD COLUMN BASE PLATE SLAB BOLT PER SHELF CAPACITY 6244 3809 4202 9551 rJ1 - 2 1S 9799 BAO / REV. A / 12.4.93 JOB NO. KSC-9-93018 DATE 5/7/97 SHEET OF REVD 10/29/97 C04.604 s PoE Sl„.4 CaRADE. olvty, c14-ec-K s'71t(AGNeAL 5 L A-8 SEPARA1E4 • , . • •• •;.•, •.. 1/1 FILENAME; 160129,XLS 10/29/97 7:48 AM EN6R. .J is 1Oj 2.9 REVISED DATE �V � l FAI,Ve • �lL a 1"03 k./7 /Go/ a 9 CHECK A/14160 0 ( I1 /2 MMS357021 -05 AIR A ►R BOE //VG l / S GN ECK s T�?UGTcAPA L f'c =- bo rs i ' - zs ro o gs 4, SCAB = / 01 5. S " 0 - o.6s" P- = 5, /7 K 5*)' S'(z K sLAF3 Po, = 0,40 PL. G- Z'uK I157 1N Bri4-M 4crloN ` c4 L V Vu (2.Vf'c )bc.v 4s V , 85 30oc• (2-)72"ts, v ` SG. S k 5, 2 K < 3 Cp. 6 :. or. GH5GK Two way AGTi ,yu e- 0 4. f bo d bo .� 2 (8 fg) + 4 - ( 5,5 1 ) ri vet = , Ss(4)"7/3cc, (')" ce v•-) SS.3 5,2." < Gs ,s ' ors DI 5007 2070 ORIG. 6/73 Pror = ,756, /rot. f /, 7P`ct(,?(/,/ )) _. , 5 , 4 (0,4) ,F- 1.7 ( 2) f- 1, 7 (11 /) (/- S J] 14(Oil.t .) -- 54,9�c (IMQIsr GQAOING" 01'1/ SUM is Fkom 0.0147 G/¢S 4 , L.0071$ r M CoVu Crolvo (').4 W\Nl 5 Rouc-u g6F, Do/G, 12I -003- t coo - g3 CT Q , II - 36 J1 0.047 ENGR. J, BURkS ivf2,q REVISED DATE 1 6 6 0( 2 CHECK (/9- /, II it, AIR APR BOEZAW 24 i F QM 4c mom C. c' We'eST COI ir iory poe TN'! S C,oN PI (.4 R. A-"TI oN IS ■p SP.4 GoriyM N sne IP (Pug in vE MaH6wt) M _. 931 /►1 . C0141). 2 w / ) ,rE-4 MIMS A - M / Q 4 -4 S &4 s In /3f-4-1/ _ 2(1,20 = lo 10 —. 10.93 WolesT cif-5V /s M = 0. 3 t Mo ?A-s . 2 / -3 AcZ o, 3I ( ('#/ = 0.31 ( r ::. ' M 0.61 rr)ol S ri PL* -o a ?Z if w I 24 DI 5007 2070 ORIG. 6/73 C O L A / MVV s.7 t P n. 314 As 4.36 13, 6 , io - Fr ¢.36'ir 17 -You D, Z 64/A, 6( co v ks.;) s., - l - oflf2, TR-18. W' D77 24- " 4 Q L -e C - RAIL - 0-/D 7� = 1r...... / 30 ©. 20 ;iv Z ( = ©. 4 O t ( p -L -t 1 (, 31 /41 7- f = 0. Z / , w 0 2(v 4. OP 7/ (N -: ©, G/ GK A2.p,pL� Mo P>eOM 51.014? DG i L 4., J,.•047 ENGR. j e g ' 10/Z5r REVISED DATE 1(901/69 CHECK Mg-. Mg-. ((7 . APR APR BOE /AEG 513' MO 90, $ 3'T l6 2 rc/ p7 io 83' 16" z 1.5" rs /F-7- 0 .3 / f 0, ( e40L = v. 31 ((D.2 K - Fr) 4- o, ?i( v k-raw) I , 92 X- ter y L r . K-r-r- 4- $ n'r*-L -. 0 DI 6007 2070 ORIG. 6/73 M -- 2,5 -0 a' 10 (Go .- ► z-6-4-1-ti = (7, 42,w 0, IS 3 1N‘ J10.047 MR. JdtvitI{ REVISED DATE 160123 CHECK A M — I I /2 AIR AIR BOE /AEG 1(5 DI 5007 2070 ORIG. 6/73 J1P0Y7 13.6.10 Provisions for Effects of Pattern Loadings When the unfactored dead -to -live load ratio is less than 2 (high live -to -dead load ratio), the effect of increased moment due to pattern loading can be neglected in the analysis, if sufficiently stiff columns are provided. If the columns above and below the slab do not meet the minimum stiffness amin of Code Table 13.6.10, and the dead -to -live load ratio is less than 2, the positive factored moments must be increased by the coefficient computed from Eq. (13 -5). DESIGN AID - DIRECT DESIGN MOMENT COEFFICIENTS Distribution of the total free -span moment Mo into negative and positive moments, and then, column and middle strip moments, involves direct application of moment coefficients to the total moment Mo. The moment coefficients are a function of span (interior or exterior) and slab support conditions (type of two -way slab system.) For design convenience, moment coefficients for typical two -way slab systems are given in Tables 21 -3 through 21 -7. Tables 21 -3 through 21 -6 apply to flat plates or flat slabs with differing end support conditions. Table 21 -7 applies to two- way supported on beams on all four sides. Final moments for the column strip and the middle strip are computed by directly using the tabulated values. The moment coefficients of Table 21 -4 (flat plate with edge beams) are valid for fit z 2.5. The coefficients of Table 21 -7 (two -way beam - supported slabs) apply for a,l ? /l, z 1.0 and fit z 2.5. Many practical beam sizes will provide beam -to -slab stiffness ratios such that a,6 /l, and/3, will be greater than these limits, allowing moment coefficients to be taken directly form the tables, without further conderation of stiffnesses Table 21-3--Design Moment Coefficients for Flat Plate or Flat Slab Supported Directly on Columns Slab Moments Total Moment Column Strip Middle Strip (1) Exterior Negative 0.26 M 0.26 Mo 0 M End Span End Span (2) Positive 0.52 Mo "0.31M6" 0.21M Notes: (1) All negative moments arc at face of support (3) First Interior Negative 0.70 Mo 0.53 M 0.17 M Interior Span ' (4) Positive 0.35 Mo 0.21 M 0.14 Mo Interior Span (5) Interior Negative DI 6007 2070 ORIG. 6/73 ENCK, CHECK API API REVISED DATE IN��A' J15.017 BLDG 21 -03 K/7 PALLET RACK DESIGN BOEING FACILITIES - P. O. Box 3707 Seattle, Washington 981242207 Mail Stoo: 46-87 PROJECT MMA 35 TO 21 -03 FIG. BY JBURKS PALLET RACK GEOMETRY NUMBER OF SHELVES = 3 (MUST BE S 8) IF NUMBER IS LESS THAN EIGHT, SET LOWER SHELF HEIGHTS (BELOW LEFT) TO ZERO AS REQUIRED. SHELF SPACING = 42" SHELF SPACING = 42" SHELF SPACING = 83" 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. 160129 -00 DATE 10/27 /97 SHEET OF REVD 10/28 /97 BEAM SPAN = 168" SHELF BASE SET SHELF HEIGHTS BELOW TO ZERO BEAM SPAN = 168" 1/8 FILENAME: 160129.XLS 10/28/97 2:45 PM LEVEL D hx (in) hx (in) wx (k) wxhx wxhx Fx (k) E wxhx 42 167 000 ooQoo 100.2 0.445 0.048 42 125 75 0.333 0.036 83 83 49.8 0.221 0.024 0 0 0 0.000 0.000 0 0 0 0 0.000 0.000 0 0 0 0.000 0.000 0 0 0 0.000 0.000 0 0 0 0.000 0.000 TOTALS 1.8 225 1.000 0.108 BLDG 21 -03 K/7 �., PALLET RACK DESIGN BOEING FACILITIES ,,,P. O. Box 3707 ( leattie, Washington 98124-2207 Mail Stop: 46-87 PROJECT MMA 35 TO 21 -03 FIG. BY JBURKS BEAM LOADS SHELF DL = SHELF LL = BY: BAO / REV. C / 11.03.93 200 LB /SHELF = 1000 LB /SHELF = 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 = W * (80 %) _ (80 %) * (0.100 * 168 / 8) k -in = !via = W *(80 %)= (80 %) * (0.500 * 168 / 8) k -in = MOMENT AT END OF BEAMS: MDL = WDLL * (2O%) = (20 %) * (0.100 * 168 / 8) k -in = 8 JOB NO. 160129 -00 DATE 10/27 /97 SHEET OF REVD 10/28 /97 1.68 k -in 8.4 k -in 0.42 k -in MLL = WSLL *(2 (20 %) * (0.500 * 168 / 8) k -in = 2.1 kin SEISMIC LOADING - LONGITUDINAL DIRECTION V _ ZIC x W Rw Z = 0.3 I= 1 C = 2.75 Rw = 8 (FOR MOMENT FRAME, Rw = 8; FOR BRACED FRAME, Rw = 6) 2 <-- - -TYPE 1 FOR 100% LL; TYPE 2 FOR 50% REDUCTION IN LL (PER UBC STDS) W = 3* (200 + 1000/2)/1000 = 2.1 k (FOR BOTH SIDES OF RACK) V= 0.1031 W= 0.217 k LATERAL FORCE DISTRIBUTION - LONGITUDINAL DIRECTION ONE SIDE OF RACK ONL 2/8 FILENAME: 160129.XLS 10/28/97 2 :45 PM BLDG 21-03 K/7 PALLET RACK DESIGN . BOEING FACILITIES e•-• P.O. Box 3707 ( Seattle, Washington 981242207 1.392 k-in 0.064k Mail Stop: 46-87 0.506 k-in • 0.017 k m = V = 0.048k m= 1.013k-in V= 1.392 k-in 0.064k m = v= 0.084k m= 1.771 k-in v = 5.379 k-in 0 k m = v = 0.108 k m = 8.987 k-in V = 0 k-in 0 k III = v = 0 k in = 0 k-in V = 0k-in 0 k m= v = 0 k In = 0k-in V = 0 k-in 0 k m= V = 0 k IT1 = 0 k-in V = 0k-in 0 k 1T1 = v = 0 k 111 = 0k-in V = 0 k-in 111 = V = 0 k m= 0k-in PROJECT MMA 35 TO 21-03 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 • Ok v = ---> SET SHELF m= BELOW TO ZERO • • .• 0 k • '". • 0 k 0 k BY: BAO / REV. C / 11.03.93 • = , M = V= m = V= m= V= m = CHECKED BY JOB NO. 160129-00 DATE 10/27 /97 SHEET REVD 10/28 /97 V= Pd+I+s = 1.8 k 0.006 k 0.506 kin" 0.017 k 1.392 k-in 0.064 k 5.379 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 OF 3/8 FILENAME: 160129.XLS 10/28/97 2:45 PM ,, . BLDG 21-03 K/7 PALLET RACK DESIGN C BOEING FACILITIES P. O. Box 3707 ( :Seattle, Washington 98124-2207 Mall Stoo: 46-87 PROJECT MMA 35 TO 21-03 FIG. BY JBURKS SEISMIC LOADING - LONGITUDINAL DIRECTION (cont) BEAM LOADS - VERTICAL LOAD = 600 lb/beam Md+I CENTER = 10.08 k-in • Md+I END = 2.52 k-in Mseismic = 5.38 k-in Md+I+s END = 7.90 k-in 168" TRY 377B BEAM- BY: BAO / REV. C / 11.03.93 Fy = 45 ksi Sx = 2.363 inA3 Ix = 7.349 in^4 Fb = 0.6 * Fy = 27 ksi A 5w1 --act = 384E1 = CHECK END CONNECTION- WELD TYPE: D CHECKED BY PLATE CAPACITY: 31.1 "k JOB NO. 160129-00 DATE 10/27 /97 SHEET REV'D 10/28 /97 OF M all = Sx*Fb = 2.3631 * 27 = 63.8 k-in >= 10.08 OK CHECK SEISMIC - (4/3) * Mall = 85.07 k-in >= 7.90 OK CHECK DEFLECTION - A max = 1 / 180 = 0.933 in 0.17 in <= 0.933 OK WELD CAPACITY: 22.27 "k > 7.90 OK (-65% UNDERSTRESS CONDITION) PLATE TYPE: 4 PIN END PLATE; COLUMN THICKNESS: 0.09 " 7.90 OK 4/8 FILENAME: 160129.XLS 10/28/97 2:45 PM LEVEL DIST BETW COG & SHELF TOP 1.15 *hx (in) wx (k) wxhx wxhx Fx (k) Mot (k -in) E wxhx 21 " 216.20 T 0 0 O O O O O 259.44 0.844 0.128 27.61 21 " 143.75 28.75 0.094 0.014 2.03 21 " 95.45 19.09 0.062 0.009 0.90 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 3.6 1.6 307.28 1.000 0.151 30.54 LEVEL DIST BETW COG & SHELF TOP 1.15 *hx (in) wx (k) wxhx wxhx Fx (k) Mot (k -in) ' wxhx 21 " 216.20 N N N O O O O O 1 259.44 0.429 0.124 26.80 21 " 167.90 201.48 0.333 0.096 16.16 21 " 119.60 143.52 0.237 0.069 8.20 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 3.6 604.44 1.000 0.289 51.16 BLDG 21 -03 K/7 PALLET RACK DESIGN BOEING FACILITIES ( P.O. Box 3707 Seattle, Washington 98124 -2207 Mail Stop: 46 -87 ..: _.'..n vx..w „, PROJECT MMA 35 TO 21 -03 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) 2 <-- - -TYPE 1 FOR 100% LL; TYPE 2 FOR 50% REDUCTION IN LL (PER UBC STDS) W1 = 3* (200 + 1000/2)/1000 = 2.1 k (ALL SHELVES LOADED) V1 = 0.1375 W = 0.289 k (PER UPRIGHT FRAME) W2 = [(3 * 200) + 1000/20000 = 1.1 k (ONLY TOP SHELF LOADED) V2 = 0.1375 W = 0.151 k (PER UPRIGHT FRAME) 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 JOB NO. 160129 -00 DATE 10/27 /97 SHEET OF REVD 10/28 /97 BY: BAO / REV. C / 11.03.93 5/8 FILENAME: 160129.XLS 10/28/97 2:45 PM BLDG 21 -03 K/7 PALLET RACK DESIGN BOEING FACILITIES P. O. Box 3707 t eattle, Washington 981242207 Mail Stop: 46-87 t,• .a7tiSSakkittrrareadx.; .. • PROJECT MMA 35 TO 21 -03 FIG. BY JBURKS SEISMIC LOADING - TRANSVERSE DIRECTION MCONT) ALL SHELVES LOADED 0.12 k SHELF DEPTH = 40 in 21" ._ > 0.10k 21" > SHELF BASE - SLA 0.00 k ON 0.00 k 0 " > 0.00 k 0" 0.00 k 0" Ps= 51.16/40 = 1.28 k Pd = 0.3 k Pd = 0.3 k PI = 1.5 k PI = 1.5 k BY: BAO / REV. C / 11.03.93 CHECKED BY P= 1200 lb 1200 lb P= 1200 lb B Ps= 51.16/40 = 1.28 k 0.13 k 21 > 0.01 k 0.01 k 0.00 k SHELF BASE - SLA 0.00 k 0.00 k 0.00 k 0.00 k Ps = 30.54 / 40 = 0.76 k JOB NO. 160129 -00 DATE 10/27 /97 SHEET OF REVD 10/28 /97 ONLY TOP SHELF LOADED SHELF DEPTH = 40 in P= 1200 lb P= 200 lb P= 200 lb B Ps = 30.54 / 40 = 0.76 k Pd = 0.3 k Pd = 0.3 k PI= 0.5 k PI= 0.5 k 6/8 FILENAME: 160129.XLS 10/28/97 2:45 PM BLDG 21 -03 K/7 PALLET RACK DESIGN C, BOEING FACILITIES P. 0. sox 3707 `2eattle, Washington 98124-2207 MAXIMUM DOWNWARD LOAD (k) = Mail Stop: 46-87 PROJECT MMA 35 TO 21 -03 FIG. BY JBURKS SEISMIC LOADING - TRANSVERSE DIRECTION (CONT) COLUMN DESIGN - CASE 1: DL + LL + SEISMIC (LONGITUDINAL) P(DL)= 0.30k P(LL)= 1.50k P (SEISMIC) = 0.00 k (AT INTERIOR COLUMNS) P (TOTAL) = 1.80 k M (SEISMIC) = 8.99 k -in CASE 2: DL + LL + SEISMIC (TRANSVERSE) P (DL)= 0.30k P (LL) = 1.50 k P (SEISMIC) = 1.28 k P (TOTAL) = 3.08 k M (SEISMIC) = 0.00 k -in (BRACED TRANSVERSELY) BY: BAO / REV. C / 11.03.93 CHECKED BY JOB NO. 160129 -00 DATE 10/27 /97 SHEET OF REVD 10/28 /97 7/8 FILENAME: 160129.XLS 10/28/97 2:45 PM BLDG 21-03 K/7 PALLET RACK DESIGN ., BOEING FACILITIES P.O. P. O. Box 3707 ( j'3eattie, Washington 981242207 Mail Stoo: 46-87 PROJECT MMA 35 TO 21-03 FIG. BY JBURKS COLUMN DESIGN (CONT)- TRY IU75B BY: BAO / REV. C / 11.03.93 CHECKED BY Fy = 45 ksi Lx = 83 in • Ly = 40 in Kx = 1.5 (LONGITUDINAL) Ky = 1 (TRANSVERSE) • A = 0.885 inA2 Ix = 1.395 104 • rx = 1.255 in ry = 1.109 in Sx = 0.93 in^4 Sy = 0.631 104 Fy = 1 127c 2 E 112.8 (kl/r)x = 99.17 <----------GOVERNS (kl/r)y = 36.08 Fa = 14.44 ksi 12.78 k JOB NO. 160129-00 DATE 10/27 /97 SHEET OF REVD 10/28 /97 FOR LONGITUDINAL SEISMIC LOADING - Fb = 0.6*Fy = 27 ksi Ma Fb*Sx = 25.1 k-in P/Pa + M/Ma = (1.8/12.78) + (8.99/25.1) = 0.499 < 1.33 OK FOR TRANSVERSE SEISMIC LOADING - P/Pa = (3.08/12.78) = 0.241 < 1.33 OK CHECK DL + LL - P/Pa = (1.80/12.78) = 0.141 < 1.00 OK 8/8 FILENAME: 160129.XLS 10/28/97 2:45 PM tOE BLDG 21 -03 K/7 BEAI1I WELD CAPACITY BOEING FACILITIES _ P.O. Box 3707 eattle, Washington 98124-2207 Mail Stop: 46-87 PROJECT MMA 35 TO 21 -03 FIG. BY JBURKS BEAM & WELD GEOMETRY BEAM: 377B WELD THICKNESS = 0.125" EFFECTIVE THICKNESS = 0.125 * 0.707 = 0.088" WELD TYPE = B ( ITEM 1 2 3 4 5 6 TOTALS 4.38" A= Y= 1= St = Sb = r= BY: BAO / REV. A / 11.13.93 CHECKED BY v COG Y= 3 in 1.061 in2 3 in 3.182 in4 1.061 in3 1.061 in3 1.732 in k 1.00" 1.75" 4 2.75" 3 ALLOWABLE WELD STRESS = 70 ksi * 0.30 * 1.00 = 21 ksi ALLOWABLE SHEAR = 21.00 ksi * 1.06 = 22.27 k ALLOWABLE BENDING = 21.00 ksi * 1.06 = 22.27 "k JOB NO. 160129 DATE 10/27/97 SHEET OF_ REVD 10/28/97 6.00" (2) (3) (4) (5) (6) (7) (8) (9) (1 0) HEIGHT WIDTH y A Ay (bh ^3)/12 d Ad ^2 (7) + (9) 1.625 0.088 5.188 0.144 0.745 0.032 2.188 0.687 0.719 4.375 0.088 2.188 0.387 0.846 0.617 -0.813 0.255 0.872 6.000 0.088 3.000 0.530 1.591 1.591 0.000 0.000 1.591 0.000 0.088 0.000 0.000 0.000 0.000 -3.000 0.000 0.000 0.000 0.088 4.375 0.000 0.000 0.000 1.375 0.000 0.000 0.000 0.088 6.000 0.000 0.000 0.000 3.000 0.000 0.000 1.061 3.182 2.239 0.943 3.182 1/1 FILENAME: 160129.XLS 10/28/97 2:46 PM BLDG 21-03 KR BASE PLATE DESIGN BOEING FACILITIES , ( P. O. Box 3707 ) Seattle, Washington 98124-2207 Mail Stop: 46-87 PROJECT MMA 35 TO 21-03 FIG. BY JBURKS = 800" d = 3.00" BASE PLATE DESIGN DIMENSIONS: N = 8.00" 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 LOADS: P(DL+LL)= 1.80 k LONGITUDINAL- P (seis)= 0.00 k M (seis)= 0.00 "k V (seis) = 0.11 k TRANSVERSE- P (seis)= 1.28 k M (seis)= 0.00 "k P(uplift)= 0.87 k V (seis) = 0.14 k BY: BAO / REV, C / 11.03.93 SW CHECKED BY S min S min Pt JOB NO. 160129-00 DATE 10/27/97 SHEET OF REVD 10/28/97 Pt + Pc LOAD TYPE: o) UNIFORM S c) TRIANGULAR I S max b) .TRAPEZOIDAL 1/4 FILENAME: 160129.XLS 10/28/97 2:46 PM BLDG 21-03 K/7 — BASE PLATE DESIGN U BOEING FACILITIES .. P. O. Box 3707 0 Seattle, Washington 981242207 Mall Stoo: 46.87 • • • PROJECT MMA 35 TO 21-03 FIG. BY JBURKS tp =M /I fP O. 25f *1.33 = tp = fP 0.25fy *1. 33 BY: BAO / REV. C / 11.03.93 CHECKED BY DETERMINE CONCRETE AND ANCHOR BOLT STRESSES DUE TO DL, LL AND SEISMIC LOADING IN THE LONGITUDINAL DIRECTION: • Smax = 0.03 ksi Pt = 0.00 k NO ANCHOR BOLT TENSION Pc = P(DL+LL) + P(SEISMIC LONG.) = 1.80 k BOLT AREA, As = 0.20 sq in A=B*N= 8.00*8.00= 64.0 sqin Sx = N * BA2/6 = 85.3 inA3 f B/2 - x = (8.00/2) - 1.00 = 3.00" e = M/Pc = 0.00/1.80 = 0.00" BASE PLATE LOAD TYPE: a) UNIFORM (SEE SKETCH ON PREVIOUS SHEET) Smin = 0.03 ksi 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 = 0.03 ksi A1 =B*N= 8.0*8.0 = 64.0 sq in A2 = 1296 sq in (Pier size) DETERMINE tp: 0.121" < GOVERNS 0.121" < GOVERNS ACTUAL tp = 0.500" > 0.121" OK JOB NO. 160129-00 DATE 10/27/97 SHEET OF REVD 10/28/97 r „ , 2/4 FILENAME: 160129.XLS 10/28/97 2:46 PM BLDG 21 -03 K/7 BASE PLATE DESIGN I BOEING P.O. Box 3707 FACILITIES ' Seattle, Washington 98124-2207 Mall Stow 46-87 PROJECT MMA 35 TO 21 -03 FIG. BY JBURKS BY: BAO / REV. C / 11.03.93 CHECKED BY tp = rn f P = 0.158" < GOVERNS 0.25fy *1.33 tp = n f P = 0.158" <----- GOVERNS 0.25f *1.33 ACTUAL tp = 0.500" > 0.158" OK BENDING DUE TO UPLIFT: MAX Pt = 0.43 k M= Pt *(n -x)= 0.651 "k S = (N * tp 4 2)/6 = 0.333 in ^3 fb = M/S = 1.95 ksi Fb = 1.33* 0.75 *Fy = 36.00 ksi > 1.95 ksi OK JOB NO. 160129 -00 DATE 10/27/97 SHEET OF REVD 10/28/97 DETERMINE CONCRETE AND ANCHOR BOLT STRESSES DUE TO DL, LL AND SEISMIC LOADING IN THE TRANSVERSE DIRECTION: Pc = P(DL +LL) + P(SEISMIC TRANS.) = 3.08 k BOLT AREA, As = 0.20 sq in A =B *N= 8.00 *8.00= 64.Osgin Sy = B * N ^2/6 = 85.3104 f = N/2 = (8.00/2) = 4.00" BASE PLATE LOAD TYPE: a) UNIFORM (SEE SKETCH ON PREVIOUS SHEET) Smax = 0.05 ksi Smin = 0.05 ksi NO ANCHOR BOLT TENSION DUE TO MOMENT Pt = 0.43 k ANCHOR BOLT TENSION DUE TO UPLIFT BASE PLATE DESIGN PROCEDURE FROM AISC 9TH EDITION pp 3 -106 THRU 3 -108. fp = 0.05 ksi DETERMINE tp: 3/4 FILENAME: 160129.XLS 10/28/97 2:46 PM BLDG 21-03 K/7 BASE PLATE DESIGN BOEING FACILITIES P.O. Box 3707 ( j Seattle, Washington 981242207 Mall Stop: 46-87 PROJECT MMA 35 TO 21-03 FIG. BY JBURKS • CHECKED BY DETERMINE CONCRETE AND BASE PL STRESSES DUE TO DL AND LL: BASE PLATE LOAD TYPE: UNIFORM Smin = 0.03 ksi Smax = 0.03 ksi fp = 0.03 ksi DETERMINE tp: fp 0.140" < GOVERNS tP = n VO. 25 fy = ACTUAL tp = 0.500" 0.140" OK CHECK ANCHOR BOLTS: MAX Pt = 0.43 k - 0.32 = MAX V (PER BOLT)= 0.07 k ANCHOR BOLT TYPE: HILT! KWIK BOLT II SPECIAL INSPECTION?: NO DIAMETER: EMBEDMENT: TENSILE CAPACITY = SHEAR CAPACITY = INTERACTION: BY: BAO / REV. C / 11.03.93 1 O. 25 f 11 = m fP = 0.140" < GOVERNS y 0.500" 3.500" 0,434/1.000 + 0.072/1.840 = 1.00 k 1.84 k JOB NO. 160129-00 DATE 10/27/97 SHEET OF REVD 10/28/97 0.11 k MAX Pt MAX V + < 1. 00 TENSILE CAPACITY SHEAR CAPACITY i,i .r1 ..; = 0.434 + 0.039 = . 0.473 < 1.00 OK .v ., W/O 1 .5 FACTOR = 0.154 < 1.00 OK IF 1.5 FACTOR NOT USED 4/4 FILENAME: 160129.XLS 10/28/97 2:46 PM BLDG 21-03 Kri LAB HECK I '.- k_)-. a _OEING FACILITIES _ P.O. Box 3707 0 Seattle, Washington 981242207 Mall Stop: 46-87 PROJECT MMA 35 TO 21-03 FIG. BY JBURKS RACK CAPACITY= BY: BAO / REV. Al 12.4.93 CHECKED BY 1000 LBS PER SHELF COMPONENT BEAM BEAM WELD COLUMN BASE PLATE SLAB BOLT PER SHELF CAPACITY 6244 3419 3227 12452 7188 8710 JOB NO. KSC-9-93018 DATE 5/7/97 SHEET OF REVD 10/28/97 S LA8 G1)E OWL C. CIC FOR STRU C. MR A L 51-A5, 1/1 FILENAME: 160129.XLS 10/28/97 2:47 PM _ Interlake Material Handling Division Edward E. Shields District Manager 21106 S.E. 268th Sheol Maple Valley, WA 98038 206/432.6276 0 12 a 4 h O 1 O g N O O 4 Code CW x CD (In.) M' • t (In.) Lip (In.) Wgt. (I /Ft.) Area (In. 2 ) X - X AXIS Y - Y AXIS 1(16. S (In. 3 ) r(In.) Y (In.) I (In. S (In. 3 ) r (In.) 0.5462 x (In 0.64 i 0A 1 -5/8 x 1 -1/2 0.081 0.440 1.356 0.4026 0.1772 0.2154 0.6634 0.8225 0.1201 0.1398 'IU218 3 x 1 -5/8 14.0 0.071 0.742 1.732 0.5093 0.7065 0.4710 1.1777 1.5000 0.2042 0.2091 0,6332 0.64 1U258 3 x 1 -5/8 (741 0.090 0,742 2.167 0.6373 0,8706 0.5804 1.1688 1.5000 0.2486 0.2545 0.6246 0,6178 0.64 0.64 IU278 3 x 1 -5/8 ,. 0.105 0.742 2.502 0.7359 0,9931 0,6621 1.1617 1,5000 0.2809 0.2876 ( x .758' " ; 3 3' '21:89 ' 4J'090i1b ► 74 00008 09'8848-5 4 3946m1 s0 9'R9744Tra54* a a00A '0814111 4 01610Al ' I08 n17, 1.27 IU77B 3 x 3 1,1. 0.105 0.742 3.484 1.0247 1.5981 1.0654 1.2489 1.5000 1,2433 0.7208 1.1015 , I6798 3 x 3 34 ,gn 0.120 0.742 3.952 1.1623 1.7938 1.1958 1.2423 1.5000 1.3923 0.8070 1.0945 1.27 'IU99B 1 4 x 3 514 0.120 0.992 4.564 1.3423 3.5396 1.7698 1.6239 2.0000 1.7342 0.9856 1.1367 1.24 4 4 x 1 -5/8 0.090 0.992 2.626 0.7723_ 1.7878 0.8939 1.5215 2.0000 0.3203 0.3226 0.6439 0.63 t8 4 x 1 -5/8 0.120 0.992 3.442 1.0123 2.2976 1.1488 1.5066 2.0000 0.4025 0.4056 0.6305 0.63 4 x 3 1 114t 0.090 0.992 3.773 1.1098 2.7338 1.3669 1.6373 2.0000 1.3494 0.7672 1.1503 1.24 5 I'NTERACK 30 SECTION PROPERTIES FOR PONTIAC AND LODI "CEE" SECTIONS 2 -15 -84 x Y CD SPECIA.. "CEE" SECTIONS a X. t k tt , I,Ja . ?Aur,t11.i /ev6R 4A A' STJ t Al l yx / g' ) ( 71 5 ,ettki 1 7r. r7' Syr a .506 �.If1D 1.6� • < < I , 11 3� 115 0 1. NAP -o95 )11�� q144[ rm. 5 . «pit. St►'Po T 'SP1 1 PI oepTh DIM. (coral r. a 7000 w r. . 71000 psi r, . 4000 pal r, ■ 8000 p To sbn Shaw Tension Serer Tensbn Shear Tersten Shame Welt Sp Ins0. WMrart' 60.11110. IMO W- r•. lifillhout So. SIPP. Wide So. Irma. WW S0. tw. tivweue $O %PP. %PAW SP. ►ra. VAlhauti germ. '/4 1 1 /a 250 125 400 310 155 100 , 360 ISO 400 440 220 400 " 2 525 265 400 • 550 280 400 590 295 400 625 315 400 /4 3 /a 625 315 400 623 313 400 625 315 400 625 315 400 ) /a 1S/2 500 230 925 615 310 975 710 355 1.025 800 400 1.025 3 /a 2_,/, . 1.125 - 565 1.100. 1.210 605 1,100 1.290 645 1.100 r.450 725 1.100 '/s 4 1 / 4 1.250 625 1.100 1.300 650 1.100 1.350 675 1.100 1.450 723 1.100 1 /2 2 1.100 550 1.810 1.230 615 1.840 I365 680 1.840 1.625 815 1.840 1 /2 3 1.750 175 1.840 2.000 1.000 _ 1.840 2.250 1.125 • 1.840 2.625 1315 1,840 '/ 6 1.950 975 1.840 2.165 1.080. 1.840 2.375 1.190 1.840 2.625 1.315 1.840 1 /a 2 1.500 750 2.875 1.750 875 2.875 2.000 1.000 2_875 2.500 1.250 2.75 Sit I 2.250 1.12.5 3.125 2.670 1.335 3.125 3.090 1.345 3.125 3.925 1.465 3.125 4 7 3.000. 1.500 3.125 3.250 1.625 3,125 3.500 1.750 3.125 3.925 1.965 3.125 3/4 3 1.850 925 3.875 2.175 1.090 3.875 2,500 1.250 3.875 3400 1.500 3175 .`/4 4 2,750 1.375 4.225 3.875 1.940 4.225 4500 2.250 4.225 5.500 2,750 4.225 1 /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 I 4 3.125 1.365 6.625 3.800 1.950.. 7,125 5• 2.190 7.625 5.250 2.625 8.625 I 6 5.000 2.500 8.625 5.815 '7,910•" 8,625 ( 6.61' 3.315 8.625 1.250 4.125 1,625 I 9 6.250 3.125 8.625 7.190 7595 8.625 1 4.065 1.625 10.000 5.000 8,625 w ill r, a 2000 pal T r. . 71000 psi r, . 4000 pal r, ■ woo psi Tension Shoat Tension Serer Tensbn Shear Tenabn thew Mar SP. tn•{h• Without Sp, tlsi. hector' SP. rray. Wnmout SP. trap. Wide So. Irma. Without' Sp. tnia. T WI/1 Sp, amp. Wtartrt' Sp. crap. Ili I' /a 300 150 525 315 156 540 325 165 550 350 175 550 1 14 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 7 / a I 54 400 200 825 460 230 950 515 • 260 1.075 625 315 1.150 • 3 /8 2 875 440 1.250 1.025 515 1.250 1.175 590 1.250 1350 - 675 1.230 3 /2 4' /a 1.000 500 1.250 1.250 625 1.250 1350 ' 675 1.250 1.350 + 675 1.250 1 /2 2' /a 800 400 1.700 1.000 500 1.740 1.200 600 1.775 1.250 625 2.085 '/2 3 1 /t 1.250 623 2485 1.625 - 815 2.085 2.000 _ 1.000 2.085 2.250 1.125 2485 '1 6 1.375 690 2,085 1.765 880 2,085 2.150 1075 2.083 2.350 1.275 2.085 3 /2 2 /4 1,175 ' 590 2.625 1.500 750 2.875 1.700, 850 3.125 1.800 900 3.125 S /2 4 1.730 875 3.125 2.250 1.125 3.125 2,750 - 1375 3.125 3,000 1.500 3.125 3 /2 7 2.250 1.125 3,125 2.825 1.415 3.125 3.425 1.715 3.125 .3.425 1.715 3.125 2 /4 3'/a 1,450 725 2.700 1.825 915 3,100 2300 1.100 3.503 2,450 1.225 4.500 /a 4 / 2.350 1,175 4225 3.050 1,525 4.365 3,625 1.815 4.500 4.375 2.190 4.503 3 /4 1 2.750 1.375 4.500 3,625 1.815 4.300 4.250 2,125 4.500 4,800 2.400 4500 1 4 2.925 1.465 5.700 3.625 1,815 6.350 4.325 2,165 7.000 4.503 2.250 '7.000 I 6 4.125 2.065 7.000 6.000 3.000 7.000 6.750 3.375 7.000 6,875 3.440 7.000 1 9 5.250 2.625 7.000 7.500 3.750 7.000 8,800 4,400 7.000 8.100 , 4.400 7.000 Page 3 of 4 TABLE NO. II- 408-11 CARBON STEEL ALLOWABLE TENSION AND SHEAR VALUES (In PoUnds) 'The tabulated tension and ihear values arc for anchors installed in stone - a ggregate concrete having the compressive strength at the time of installation. Concrete aggregate must comply with U.B.0 Standard No. 26-2. } These tension values are only applicable when the anchors arc installed with special inspection as set forth in Section 306 of the code. } These tension values arc only applicable when the anchors arc insulted Without special inspection as set forth in Section 306 of the code. 'The tabulated values arc for anchors installed a minimum of 12 anchor diameters on center for 100 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.4II --A1Sl 304 AND 316 STAINLESS STEEL KB-U ALLOWABLE TENSION AND SHEAR VALUES (In Pounds)t 'The tabulated tension and shear values are for anchors installed in 1 one-aggregate concrete having the compressive strength at the time of installation. Concrete aggregate must comply with U,B.C. Standard No. 26-2. } These tension values are only applicable when the anchors are installed with special inspection as set forth in Section 306 of the code. } Thcse tension values are only applicable when the anchors arc insulted without special inspection as set forth in Section 306 of the code. 'The tabulated values arc for anchors insulted a minimum of 12 anchor diameters on center for 100 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. ( 9 0 00 Report No. 46: Box 3707 ' Washlogton 98114-2207 C LOADING -in eV le5 167: k , YRAN.5 VMel SG/ , 1w g. C - notv oP 0 ry g-w(dic - 0.017 k --- 1.392 k-in • I 5 . 0k 0k-in 0 k 0 k-in ). 160129-00 7 /97 SHEET OF • 1 /9•7: .8 k 0 k 0 k-in AME: 160129B.XLS 10/31/97 6:54 AM REVISED DATE ATLEEIAIG J15•047 P ALLET RACK DESIGN 1..... FACILITIES ( yeattle, Washington 981242207 Mail St0D: 46-87 , . ,• . , , • • • • , • • , , • , • , ' • . • • • •• „ „ , • , • , • PROJECT MMA 35 TO 21-03 FIG. BY JBURKS PALLET RACK GEOMETRY SHELF SPACING = 42" NUMBER OF SHELVES = 3 (MUST BE 8) IF NUMBER IS LESS THAN EIGHT, SET LOWER SHELF HEIGHTS (BELOW LEFT) TO ZERO AS REQUIRED. SHELF SPACING = 42" SHELF SPACING = 83" 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. 160129-00 DATE 10/27 /97 SHEET OF REVD 10/31 /97 BEAM SPAN = 168" SHELF BASE SET SHELF HEIGHTS BELOW TO ZERO BEAM SPAN = 168" 1/8 FILENAME: 160129B.XLS 10/31/97 6:54 AM LDG 21 -03, K/7 P ALLET RACK DESIGN : BOEING FACILITIES P.O. Box 3707 eattle, Washington 98124-2207 Mail Stop: 46-87 .PROJECT MMA 35 TO 21 -03 JOB NO. 160129 -00 CHECKED BY A DATE 10/27 /97 SHEET OF REVD 10/31 /97 SEISMIC LOADING - LONGITUDINAL DIRECTION (cont) FIG. BY JBURKS BEAM LOADS - VERTICAL LOAD = 600 lb /beam Md +I CENTER = 10.08 k -in Md +I END = 2.52 k -in Mseismic = 5.38 k -in Md +I +s END =, 7.90 k -in 377B BEAM- BY: BAO / REV. C / 11.03,93 168" Fy = . ' 45 ksi Sx = 2.363 inA3 Ix = 7.349 inA4 Fb = 0.6 * Fy = 27 ksi M all = Sx *Fb = 2.3631 * 27 = CHECK SEISMIC - (4/3) * Mall = 85.07 k -in CHECK DEFLECTION - Amax = 1/ 180 = 0.933 in 5w1 _ A 384E1 CHECK END CONNECTION- WELD TYPE: D 0.17 in <= 0.933 OK WELD CAPACITY: 22.27 "k > 7.90 OK ( -65% UNDERSTRESS CONDITION) PLATE TYPE: 4 PIN END PLATE; COLUMN THICKNESS: 0.09 " PLATE CAPACITY: 31.1 "k > 7.90 OK 4/8 FILENAME: 160129B.XLS 10/31/97 6 :54 AM LEVEL DIST BETW COG & SHELF TOP 1.15 *hx (in) wx (k) wxhx wxhx Fx (k) Mot (k -in) E wxhx 21 " 216.20 -00 0 0 0 0 0 259.44 0.844 0.186 40.16 21 " 143.75 28.75 0.094 0.021 2.96 21 " 95.45 19.09 0.062 0.014 1.30 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 3.6 1.6 307.28 1.000 0.220 44.42 LEVEL DIST BETW COG & SHELF TOP 1.15 *hx (in) wx (k) wxhx wxhx Fx (k) Mot (k -in) E wxhx 21 " 216.20 _a _a _a O O O O O N N N 259.44 0.429 0.212 45.94 21 " 167.90 201.48 0.333 0.165 27.70 21 " 119.60 143.52 0.237 0.118 14.06 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 3.6 604.44 1.000 0.495 87.70 BLDG 21 -03 K/7 PALLET RACK DESIGN • BOEING FACILITIES P. O. Box 3707 ( B eattie, Washington 98124 -2207 Mail Stop: 46-87 PROJECT MMA 35 TO 21 -03 FIG. BY JBURKS V _ZIC xW Rw Z = 0.3 I= 1 C = 2.75 Rw = W1 = 3* (200 + 1000)/1000 = V1 = 0.1375 W = 0.495 k W2 = [(3 * 200) + 10001 /1000 = V2 = 0.1375 W = 0.22 k SEISMIC LOADING - TRANSVERSE DIRECTION ASSUMPTION: PALLET RACK IS BRACED IN TRANSVERSE DIRECTION 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) 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. 160129 -00 CHECKED BY DATE 10/27 /97 SHEET OF REVD 10/31 /97 3.6 k (ALL SHELVES LOADED) (PER UPRIGHT FRAME) 1.6 k (ONLY TOP SHELF LOADED) (PER UPRIGHT FRAME) 5/8 FILENAME: 160129B.XLS 10/31/97 6:54 AM BLDG 21 -03 K/7 PALLET RACK DESIGN ._ BOEING FACILITIES P. O. Box 3707 ()Battle, Washington 98124-2207 Mail Stop: 46-87 PROJECT MMA 35 TO 21 -03 CHECKED BY J , J' SEISMIC LOADING - TRANSVERSE DIRECTION (CONT) FIG. BY JBURKS ALL SHELVES LOADED 0.21 k SHELF DEPTH = 40 in 21" > .L 0.17 k 21" 0 k 21" T > 0.00 k 0" "' > SHELF BASE - SLA 0.00 k 0 " 0.00 k 0 'I .. > 0.00 k 0 ". > 0.00 k 0" Ps= 87.7/40 = 2.19 k P= 1200 lb P= 1200 lb P= 1200 lb B Ps= 87.7 / 40 = 2.19 k Pd= 0.3 k Pd= 0.3 k PI= 1.5 k PI= 1.5 k BY: BAO / REV. C / 11.03.93 0.19 k 21" - > 0.02 k 0.01 k 0.00 k SHELF BASE - SI 0.00 k 0.00 k 0.00 k 0.00 k Ps = 44.42 / 40 = 1.11 k JOB NO. 160129 -00 DATE 10/27 /97 SHEET OF REVD 10/31 /97 ONLY TOP SHELF LOADED SHELF DEPTH = 40 in P= 1200 lb P= 200 lb 200 lb B Ps = 44.42 / 40 = 1.11 k Pd= 0.3 k Pd= 0.3 k PI = 0.5 k PI = 0.5 k 6/8 FILENAME: 160129B.XLS 10/31/97 6:54 AM IBLDG K/7 PALLET RACK DESIGN a . ,,. .� ALL SHELVES LOADED I BOEING P. 0. Box 3707 FACILITIES ,eattle, Washington 98124-2207 Mail Stop: 46-87 PROJECT MMA 35 TO 21 -03 FIG. BY JBURKS SEISMIC LOADING - TRANSVERSE DIRECTION (CONT) COLUMN DESIGN - CASE 1: DL + LL + SEISMIC (LONGITUDINAL) P(DL)= 0.30k P (LL) = 1.50 k P (SEISMIC) = 0.00 k (AT INTERIOR COLUMNS) P (TOTAL) = 1.80 k M (SEISMIC) = 8.99 k -in CASE 2: DL + LL + SEISMIC (TRANSVERSE) P (DL) = 0.30 k P (LL) = 1.50 k P (SEISMIC) = 2.19 k P (TOTAL) = 3.99 k M (SEISMIC) = 0.00 k -in (BRACED TRANSVERSELY) BY: BAO / REV. C / 11.03.93 CHECKED BY JOB NO. 160129 -00 DATE 10/27 /97 SHEET OF REVD 10/31 /97 7/8 FILENAME: 160129B.XLS 10/31197 6:54 AM ALL SHELVES LOADED ONLY TOP SHELF LOADED MAXIMUM DOWNWARD LOAD (k) = 2.19 + 0.3 + 1.5 = 3.99 1.11 + 0:3 + 0.5 = 1.91 FACTOR OF SAFETY AGAINST OVERTURNING = (0.3 + 1.5)/ 2.19 = 0.82 (0.3 + 0.5)/ 1.11 = 0.72 < 1.5 NG < 1.5 NG BASE UPLIFT LOAD TO BE RESISTED BY ANCHOR BOLTS (k) = (1.5 * 2.19) - 0.30 -1.50 = 1.49 (1.5* 1.11) - 0.30 - 0.50 = 0.87 PROJECT MMA 35 TO 21 -03 FIG. BY JBURKS SEISMIC LOADING - TRANSVERSE DIRECTION (CONT) COLUMN DESIGN - CASE 1: DL + LL + SEISMIC (LONGITUDINAL) P(DL)= 0.30k P (LL) = 1.50 k P (SEISMIC) = 0.00 k (AT INTERIOR COLUMNS) P (TOTAL) = 1.80 k M (SEISMIC) = 8.99 k -in CASE 2: DL + LL + SEISMIC (TRANSVERSE) P (DL) = 0.30 k P (LL) = 1.50 k P (SEISMIC) = 2.19 k P (TOTAL) = 3.99 k M (SEISMIC) = 0.00 k -in (BRACED TRANSVERSELY) BY: BAO / REV. C / 11.03.93 CHECKED BY JOB NO. 160129 -00 DATE 10/27 /97 SHEET OF REVD 10/31 /97 7/8 FILENAME: 160129B.XLS 10/31197 6:54 AM LDG 21-03 K/7 PALLET RACK DESIGN r r ., k.....; BOEING FACILITIES . P. O. Box 3707 u leattle, Washington 981242207 Mail Stow 46-87 PROJECT MMA 35 TO 21-03 FIG. BY JBURKS COLUMN DESIGN (CONT)- TRY IU75B FOR LONGITUDINAL SEISMIC LOADING - Fb = 0.6*Fy = 27 ksi Ma = Fb*Sx = 25.1 k-in P/Pa + M/Ma = (1.8/12.78) + (8.99/25.1) = 0.499 < 1.33 OK FOR TRANSVERSE SEISMIC LOADING - P/Pa = (3.99/12.78) = 0.312 < 1.33 OK CHECK DL + LL - P/Pa = (1.80/12.78) = 0.141 < 1.00 OK BY: BAO / REV. C / 11.03.93 CHECKED BY A m- Fy = 45 ksi Lx = 83 in Ly = 40 in Kx = 1.5 (LONGITUDINAL) Ky = I (TRANSVERSE) A = 0.885 inA2 Ix = 1.395 inA4 rx = 1.255 in ry = 1.109 in Sx = 0.93 inA4 Sy = 0.631 inA4 -. 127r2E Fy = 112.8 (kI/r)x = 99.17 <— GOVERNS (kI/r)y = 36.08 • Fa = 14.44 ksi Pa= 12.78 k • JOB NO. 160129-00 DATE 10/27 /97 SHEET OF REVD 10/31 /97 8/8 FILENAME: 160129B.XLS 10/31/97 6:54 AM BLDG 21 -03 K/7 BEAM WELD CAPACITY C ; BOEING FACILITIES _ O Box 3707 ( ,rattle, Washington 981242207 Mail Stop: 46-87 PROJECT MMA 35 TO 21 -03 FIG. BY JBURKS BEAM 8 WELD GEOMETRY BEAM: 377B WELD THICKNESS = 0.125" EFFECTIVE THICKNESS = 0.125 * 0.707 = 0.088" WELD TYPE = B (1) ITEM 1 2 3 4 5 6 TOTALS COG Y= 3 in A= Y= I= St = Sb = = BY: BAO / REV, A / 11.13.93 1.061 in2 3 in 3.182 in4 1.061 in3 1.061 in3 1.732 in CHECKED BY 1.00" 1.75" 4 k 2.75" 3 (2) (3) (4) (5) (6) (7) (8) (9) (10) HEIGHT WIDTH y A Ay (bh ^3)/12 d AdA2 (7) + (9) 1.625 0.088 5.188 0.144 0.745 0.032 2.188 0.687 0.719 4.375 0.088 2.188 0.387 0.846 0.617 -0.813 0.255 0.872 6.000 0.088 3.000 0.530 1.591 1.591 0.000 0.000 1.591 • 0.000 0.088 0.000 0.000 0.000 0.000 -3.000 0.000 0.000 0.000 0.088 4.375 0.000 0.000 0.000 1.375 0.000 0.000 0.000 0.088 6.000 0.000 0.000 0.000 3.000 0.000 0.000 1.061 3.182 2.239 0.943 3.182 ALLOWABLE WELD STRESS = 70 ksi * 0.30 * 1.00 = 21 ksi ALLOWABLE SHEAR = 21.00 ksi * 1.06 = 22.27 k ALLOWABLE BENDING = 21.00 ksi * 1.06 = 22.27 "k JOB NO. 160129 DATE 10/27/97 SHEET OF REVD 10/31/97 6.00" 1/1 FILENAME: 160129B.XLS 10/31/97 6:55 AM BLDG 21-03 K/7 BASE PLATE DESIGN C BOEING FACILITIES P.O. Box 3707 °Seattle, Washington 98124-2207 Mall Stoo: 46-87 BASE PLATE DESIGN DIMENSIONS: N = 800" B= 800" d= 3.00 " PROJECT MMA 35 TO 21-03 FIG. BY JBURKS 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 LOADS: • P(DL+LL)= 1.80 k LONGITUDINAL- P (seis)= 0.00 k M (seis)= 0.00 "k V (seis) = 0.11 k TRANSVERSE- P (seis)= (seis)= 2.19 k M (seis)= 0.00 "k P(uplift) = 1.49 k V (seis) = 0.25 k BY: BAO / REV. C / 11.03.93 CHECKED BY S min n JOB NO. 160129-00 DATE 10/27/97 SHEET REV'D 10/31/97 bf B n Y Pt + Pc N OF LOAD TYPE: S a) UNIFORM IS mox b) TRAPEZOIDAL I S max c) TRIANGULAR 1/4 FILENAME: 160129B.XLS 10/31/97 6:56 AM LDG 21 -03 K/7 BASE PLATE DESIGN BOEING FACILITIES P. O. Box 3707 ) Seattle, Washington 98124 -2207 Mail Stop: 46-87 PROJECT MMA 35 TO 21 -03 FIG. BY JBURKS DETERMINE CONCRETE AND ANCHOR BOLT STRESSES DUE TO DL, LL AND SEISMIC LOADING IN THE LONGITUDINAL DIRECTION: Pc = P(DL +LL) + P(SEISMIC LONG.) = 1.80 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 = 0.00/1.80 = 0.00" BASE PLATE LOAD TYPE: a) UNIFORM (SEE SKETCH ON PREVIOUS SHEET) Smin = 0.03 ksi Smax = 0.03 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 = n = (B - bf) /2 = (8.0 - 3.0)/2 = fp = 0.03 ksi Al = B *N= 8.0 *8.0= 2.50" 2.50" A2 = 1296 sq in (Pier size) DETERMINE tp: tp =m fP = 0.25f * 1.33 tp = n fP = 0.25f *1.33 BY: BAO / REV. C / 11.03.93 64.0 sq in CHECKED BY 0.121" < GOVERNS 0.121" < GOVERNS ACTUAL tp = 0.500" > 0.121" OK JOB NO. 160129 -00 DATE 10/27/97 SHEET OF REVD 10/31/97 214 FILENAME: 160129B.XLS 10/31/97 6:56 AM BLDG 21-03 K/7 BASE PLATE DESIGN ,.... U BOEING FACILITIES ( P. O. Box 3707 ) Seattle, Washington 981242207 Mall Stop: 46-87 PROJECT MMA 35 TO 21-03 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.) = 3.99 k BOLT AREA, As = 0.20 sq in A=B*N= 8.00*8.00 = 64.0 sq in Sy = B *NA2/6 = 85.3 inA4 • f = N/2 = (8.00/2) = 4.00" BASE PLATE LOAD TYPE: a) UNIFORM Smax = 0.06 ksi Smin = 0.06 ksi JOB NO. 160129-00 DATE 10/27/97 SHEET OF REVD 10/31/97 (SEE SKETCH ON PREVIOUS SHEET) NO ANCHOR BOLT TENSION DUE TO MOMENT • Pt = 0.74 k ANCHOR BOLT TENSION DUE TO UPLIFT BASE PLATE DESIGN PROCEDURE FROM AISC 9TH EDITION pp 3-106 THRU 3-108. fp = • 0.06 ksi DETERMINE tp: tp = 0.180" •< GOVERNS O. 25f *1. 33 fp tp = 25ffP *133 = 0.180" < GOVERNS O. y . ACTUAL tp = 0.500" > 0.180" OK BENDING DUE TO UPLIFT: MAX Pt = 0.74k M=Pt*(n-x)= 1.116"k S = (N * tp^2)/6 = 0.333 inn fb = M/S = 3.35 ksi Fb = 1.33* 0.75*Fy = 36.00 ksi > 3.35 ksi OK BAO / REV. C /11.03.93 3/4 FILENAME: 160129B.XLS 10/31/97 6:56 AM BLDG 21-03 K/7 BASE PLATE DESIGN BOEING FACILITIES P.O. Box 3707 Seattle, Washington 98124-2207 .,..., Mali Stop: 46-87 • FIG. BY JBURKS DETERMINE tp: PROJECT MMA 35 TO 21-03 BY: BAO / REV. C / 11.03.93 CHECKED BY DETERMINE CONCRETE AND BASE PL STRESSES DUE TO DL AND LL: BASE PLATE LOAD TYPE: UNIFORM Smin = 0.03 ksi Smax = 0.03 ksi fp = 0.03 ksi tp = m 0 fP = 0.140" < GOVERNS . 25 f = fP = 0:140" 0 . 25 fy < GOVERNS ACTUAL tp = 0.500" > 0.140" OK CHECK ANCHOR BOLTS: MAX Pt = 0.74 k - 0.55 = MAX V (PER BOLT)= 0.12 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: MAX Pt MAX V TENSILE CAPACITY SHEAR CAPACITY 0.744/1.000 + 0.124/1.840 = = 0.744 + 0.067 = 0.812 W/O 1.5 FACTOR = 0.263 JOB NO. 160129-00 DATE 10/27/97 SHEET REVD 10/31/97 < 1.00 1.00 OK 1.00 OK IF 1.5 FACTOR NOT USED 4/4 FILENAME: 160129B.XLS 10/31/97 6:56 AM BLDG 21-03' K/7 SLAB CHECK c -,' BOEING FACILITIES -, P.O. Box 3707 Seattle, Washington 98124-2207 • - Mail Stop: 46-87 PROJECT MMA 35 TO 21-03 FIG. BY JBURKS RACK CAPACITY = CHECKED BY / 00-• 1000 LBS PER SHELF COMPONENT BEAM - BEAM WELD COLUMN • BASE PLATE • ; SLAB : •• BOLT PER SHELF CAPACITY 6244 3419 3227 9031 5137 4355 BY: BAO /REV,A /12.4.93 JOB NO. KSC-9-93018 DATE 5/7/97 SHEET OF REV'D 10/31/97 1/1 FILENAME: 160129B.XLS 10/31/97 6:57AM City of Tukwila Fire Department Thomas P. Keefe, Fire Chief 97 Fire Department Review Control # . � q.-7_ 0 36( Re: Rack at 3"I 1 S lWV P r Dear. Sir: 61Dec ) - b3 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 an accessible route of travel shall also comply with the Building Code requirements for accessibility. (UFC 1204.1) Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575.4439 City of Tukwila Fire Department number John W. Rants, Mayor 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. Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575.4439 Yours truly, The Tukwila Fire Prevention Bureau- ' • cc: ' TFD file ncd Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 575-4439 VIC N IP( MAP AREA MAP GENERAL NOTES DRAWING INDEX , ',:- , FROM DOWNTOWN SEATTLE ' BLDG. 21-03 ADDRESS 341 7 SO. 120TH PLACE SEATTLE, WA (EAST MARGINAL WAY CORPORATE PARK) - CONSTRUCTION SET OF DOCUMENTS, REVIEWED AND STAMPED BY CITY OF TUKWILA MUST BE ON SITE DURING CONSTRUCTION. DO NOT PROCEED WITH CONSTRUCTION WITHOUT ABOVE MENTIONED SET OF DOCUMENTS. 1. VERIFY ALL DIMENSIONS AND CONNECTIONS BEFORE ANY WORK. 2. NOTIFY FACILITY ENGINEERS SHOULD EXISTING CONDITIONS REQUIRE DESIGN REVISIONS. . COORDINATE WORK WITH OTHER CRAFTS. 4. RETURN THIS SAME SET TO GARY TALLER AT BLDG. 9-51.2 COL N/1, AFTER COMPLETION OF THIS CONSTRUCTION. ) , DRAWING NUMBER SHEET NUMBER TITLE REVISION NUMBER DATE 21 Al TITLE SHEET of' 4 11 0 97 21 1A1 4 FLOOR PLAN `,..—, RI ,,, J•T, , ,, , 900 101 ' 'N \ \ \ \ \ 0 ' • ',_"., - .-- ' ,,,,,, _ •Ci \ \ \ 1 0 \ , 1 , n ,-,'- \ "'--- ''''' \ \ ' ■ i ,,-A \ 55 , \ . —,,,,,\ --- \ s 2,1' — S _11 \ ,-;--- \ \ q s 1 '- 99 //' - , \ \---- \\ \ , , \ : 6. \ BRIDG '' \ \ DAT \ , \ \ 1 1,8 _ E ,, \ , OXBOW , , 1 \ 1 ' lsa , \ ' , \ S " 2 oxBox Lo 124 \ , \ )3_, ) i , \ \ -/ \ i A ' ' / '' \ VC '' i -- - 4 - ' / :' \ ( ,/ 01 ■ \_._./ RD ss 3P - \-----\\ --- , r ' _.i ' , I jl 7 \ 1 , s 0 \, - '`-- ,, , 1 ---, ,,o, /\ /7, / - , ,,,„„ , \‘' %5' nt \ \ , , , ' 7 At \,-\ \ \ A ''''' 4/ 1, 1 ,V 'n \ \\ ,, ' '' C ALCULATIONS , -- \ ',), \ \,,, ' PROJECT SITE I -— — — — 21-02 _ i 21-01 PROJECT CHECKLIST CHLCK EiOX 1 El THESE DRAWINGS CONFORM TO THE 1994- U.B.C., U.F.C., U.P.C., AND THE WAC 51-20 AS ADAPTED OR AMENDED BY LOCAL ORDINANCES, AND COMPLIANCE WITH CITY OF TUKWILA ZONING. 0 ROOMS LABELED PER OCCUPANCY PER U.B.C. TABLE 10-A. 21 BUILDING FLOOR NUMBER ON PRINT FOR AREA OF CONSTRUCTION. NUMBER OF PRINTS REQUIRED FOR PERMIT PACKAGE: 23 1. TENANT IMPROVEMENT (STRUCTURAL): 0 5 SETS OF ARCHITECTURAL DRAWINGS 14 5 SETS. OF STRUCTURAL DRAWINGS 0 5 SEES OF STANDARD DETAILS 0 5 SETS OF ENGINEERING 0 5 SETS OF ENERGY CALCULATIONS 0 5 SETS OF CONSTRUCTION SPECIFICATIONS (NON-STRUCTU 0 2. TENANT IMPROVEMENT (NON-STRUCTURAL): 0 4 SETS OF ARCHITECTURAL DRAWINGS 0 4 SETS OF STANDARD DETAILS 0 4 SEES OF ENERGY CALCULATIONS 0 4 SETS OF CONSTRUCTION SPECIFICATIONS 0 3. MECHANICAL, 5 COMPLETE SETS. 0 4. FIRE PROTECTION/SPRINKLERS, 3 COMPLETE SETS. ES] BRIEF PROJECT NARRATIVE: INSTALL (35) SECTIONS OF PALLET RACK. I ) f ' I 21-03 , CODE SUMI\A ARY \ 1 \ o 1 Ri LAND USE CODC TUKWILA BUILDING CODES 1994 U.B.C., U.F.C., U.P.C., WASHINGTON STATE ENERGY CODE AND THE WAC 51-20 AS ADAPTED OR AMENDED BY LOCAL ORDINANCES AND COMPLIANCE WITH C111 OF TUKWILA ZONING OCCUPANCY G" )UP GROUP B (OFFICE) AND S-1 (STORAGE) CONSTRUCTION TYRE 11P E V- N (SPRINKLERED) FLOOR AREAS: BUILDING FOO PRINT 236,530 SF 1. BUILDING GROSS 256,948 SF \ I \ --- .-_ IN 21-05 AREA/EXIT CALCULATIONS 1ST FLOOR TOTAL: 36,000 SF OFFICE: 21,438 SF/100 = 215 OCCUPANTS COMPUTER ROOM: 12,318 SF/300 = 41 OCCUPANTS TOTAL: 256 OCCUPANTS 2ND FLOOR TOTAL: 38,000 SF OFFICE 32,847 SF/100 = 327 OCCUPANTS STORAGE: 1,020 SF/300 = 4 OCCUPANTS TOTAL: 331 OCCUPANTS GRAND TOTAL: 587 OCCUPANTS/50 = 11.74 LF REQUIRED EXIT WIDTH 12.00 LI PROVIDED EXIT WIDTH ,,,A „----- ---, .,,, - ‘, , ,,, \ , ,,, PROJECT ,,,),), \ \ ... ,,,,_ J ). ,_ )„ , ,, ; - \ \ iti SITE \ ( ,„ ,, \ 1 is. 4 \ \ \ \, \ - ----- ---- 4 I I 1 — \ `,...,;" , 1 ' 1 _ _ _ _ _ _ _ _ \ t, ,,, 1% / \ ,,,\._ , , '4 ' '7 ,, ' ---,. 2 __ \ -----■ \ -- Z --- 4, - )1, k \ \ , \_, --', -- ' ‘‘ il! ' '''\ A NT EAST MARGINAL WAY I — TUKWILA LK' I j CORPORATE PARK 9 FROM SEATTLE-TACOMA AIRPORT N .. DEVELOPMENTAL ': CENTER Deu ..... ,, \ \ \\''v \\, , , , ■ \ MO FROM KENT , ' & AUBURN \ ' ' — ( 5 , 0 NO SEAL 1 \ \ 0 NO SCALE EAST MARGINAL WAY CORPORATE_ PARK_ , . - , BUILDING HEIM .1 30' -6" STORIES 2 OCCUPANT LOAL • 1,274 HANDICAPPED FOUIREMENTS BARRIER FREE FIRE RROTEC1IC1 SPRINKLERED EXTERIOR NE. J -BEARING WALL UNPROTECTED STRUCTURAL IRAME 1-HOUR AT OFFICE V-N AT WAREHOUSE 1 AREA " ■ ' ROOF 1-HOUR AT OFFICE V-N AT WAREHOUSE AREA 1 " , SEISMIC ZONE ,,Q _ WIND LOAD A MPH EXPOSURE C , SNOW LOAD 25 PSF MMA 35 TO 21 MMA 35 TO 21-03 REVISION 30 J 160129-00 J#160129-00 By GMM JRB APPROVED DATE 11.05.97 11/11/97 SYM FOR RMS. ON, SIPAC, AND JEFENSE SYSTEMS SARONG 21-03 MMA 35 70 2=03 (#16012900) 91 APPROVOD BOEING DEVELOPMENTAL CENTER 9725 EAST MARGINAL WAY SOUTH TUKWILA, WASHINGTON 98108 TE Al WE ' ,Mfg ACCEPTABILITY THIS DESIGN AND/OR spEciFioATION IS APPROVED APPROVED BY DEPL DATE DRAWN K.MATHEWS CHECKED ENGINEER J.REPASS A A DAIE 03.10.97 03.10.97 TITLE SUBNTLE TITLE SHEET 131.1ILDING 21-03 ARCHITECTURAL MASTER COL. SHEET JOB NO D C DWG NO Al CURRENT REVISION ' 160129-00 DATE 11 05.97 EP/E. 21 -03 -Al PUBLIC b91-035o REVISION MMA 35 TO 21 -03 160129 -00 (PALLET RACK) APPROVED BY JBUR DATE srm RE SION 0 APPROVED DATE' FLOOR PLAN FACILITIES DEPARTMENT ACCEPTABILITY S ' EYNOLDS 12 -11 -90 :.0111 D ESIGN AND /OR a•ECKED sPEaTlcnnoN AP 15 PROVED N. McEACHRON 12 -11 -90 ENGR. APPROVED BY DEPT. APPROVED APPROVED DA CHECKED ❑AUEURN, WA. '98002 Ci EVERETT, WA. 98201 ❑ KENT, WA. 98031 El PORTLAND, OR. 97220 CI RENTON, WA. 98055 111111 SEATTLE, WA. 98124 5 0 SUBTITLE TITLE BLDG. 21-03.1 H- N/4.5 -8 LEGEND: GENERAL NOTES: CONSTRUCTION NOTES: INSTALL TOTAL OF (56) SECTIONS OF 36" X 36" METAL SHELVING. SHELF SPACING AT 16 ", 31 ", 46 ", 61 & 76 ". C BRACE SHELVING PER SK72B920916. PARTIAL FLOOR PLAN INSTALL PALLET RACK : BEAMS: 3776 14' LONG TYPE 'B' WELD 4- PIN UPRIGHTS: IU75B 40" DEEP, 18' HIGH 8 "XB" BASEPLATE INSTALL (2) 1/2" DIA. HILTI KWIK BOLT II W/ 3 1/2" MINIMUM EMBEDMENT. (PER BASEPLATE) INSTALL LOAD LIMIT SIGNS: "CAUTION: MAXIMUM SHELF LOAD 1000 LBS PER SHELF. UNIFORMLY DISTRIBUTED." RELOCATE PALLET RACK FROM 21 -04 BLDG. , AREA F- J/10 -11. SHELF SPACING SHALL BE AT 83 ", 125 ", & 167" FROM FLOOR TO TOP OF SHELF. E2===- INSTALL PALLET RACK BEAMS: 377B 14' LONG TYPE 'B' WELD 4- PIN UPRIGHTS: IU75B 40" DEEP, 18' HIGH 8 "X8" BASEPLATE. INSTALL (2) 1/2" DIA. HILTI KWIK BOLT II W/ 3 1/2" MINIMUM EMBEDMENT. (PER BASEPLATE) INSTALL LOAD LIMIT SIGNS: "CAUTION: MAXIMUM SHELF LOAD 1000 LBS PER SHELF. UNIFORMLY DISTRIBUTED." RELOCATE PALLET RACK FROM 21 -04 BLDG. , AREA F- J/10 -11. SHELF SPACING SHALL BE AT 46 ",86 ",126" & 166" FROM FLOOR TO TOP OF SHELF. IA16 KEY PLAN'. ARCHITECTURAL MASTER IA14 CORP. PARK SHEET 1A14 JOB NG. 0WG N0, 21- 03 -1A14 3 0: \21- 03 \1A14.OWG TA011106S. R/4/1992 6.51014r• 7 . 3 19g7 UKWILA LILO WORKS