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HomeMy WebLinkAboutPermit D97-0009 - SIX ROBBLEES - RACKS ROOFCity of Tukwila -L Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 DEVELOPMENT PERMIT Parcel No: Address: Suite No: Location: Category: Type: Zoning: Const Type: Gas /Elec.: Units: Setbacks: Water: Wetlands: WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. 042304 -9097 11010 PACIFIC HY S ACOM DEVPERM MIC /H KR304E SEC423 001 North: SEATTLE Sewer:.VAL VUE Slopes N Contractor License No: TAYLOEI062B4 Signature:__ Print Name: Occupancy: UBC: Fire Protection: 0 South: .0 East: .0 West: Permit No: Status: Issued: Expires: Streams: End Time: Fill: (206) 431-3670 D97 -0009 ISSUED 03/25/1997 09/21/1997 WAREHOUSE 1994 SPRINKLERS .0 OCCUPANT SIX ROBBLEES INC. 11010 PACIFIC HY S, TUKWILA, WA 98168 OWNER ROBBLEE INVESTMENT CO Phone: (206)467 -6700 ATTN RICHARD METCALF, PO BOX 3703, SEATTLE WA 98124 CONTACT DAVID ROBBLEE 11010 PACIFIC HY S TUKWILA, WA 98168 CONTRACTOR TAYLOR EQUIPMENT INC. 15427 11TH S.W., SEATTLE, WA 98166 k**************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Description: CONSTRUCT ROOF OVER EXISTING RACKS (OUTSIDE). k**************************************************** * * * * * * * * * * * * * * * ** * * * * * * * * * * * * ** Construction Valuation: $ 10,200.00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) En9. Appr: Curb Cut /Access /Sidewalk /CSS: Fire Loop Hydrant: No: Size(in): .00 Flood 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: ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 292.84 ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Center Authorized Signature:_ � _ , Date: C 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. Phone: 206 767 -7970 Phone: 206.241 -5996 The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development permit. Date: _ 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. Project Name/Ten -5 /x �. C, 1 .�F. S , �/VC • Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse C:1 Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School/College /University ❑ Other 0 or Value of Construction: /01 2-0 . , Site Address: PO /0 — I?4eitie 11/ OW 60 • City State /Zip: 98/4X' Tax Parcel Number. o ga 3 v y - 9og 7- 07 Property Owner: I Area of Construction: (sq. ft.) 3 O Phone: C?2 - 767 Fax ,2o6- 7 -- 7 Wb Street Address: ��l� City State/Zip: Contact Person: , - -- /ii. / /z) l /� J ,ptJ Phone: 6 6 7 Street Address: llOi /5 � e-- wPY So City State /Zip: 9 r/‘ g" Fax #: 773 -7V/‘ Contractor: Phone: Street Address: City State /Zip: Fax #: Architect z/ / E 9 L- - . 1 /vc- Ed Lt1r Phone: ao9. 33y -z svv Street Address: // C.� 2_1 ,3 S • 4. G/ .fi . / _ /�, 9,--,,y0 ty State /Zip: //oJd / £1 Fax #: Engineer: Phone: Street Address: City State /Zip: Fax #: Description of work to be done: C c n r o c± ftf over -(22(►3t i n rckC -ice (oiyi- ir1 o) Existing use: ❑ Retail ❑ Restaurant ❑ Multi - family Dia Warehouse ['Hospital ❑ Church ❑ Manufacturing ❑ MotelHoot El Office mice/A/6 ❑ School /College /University El Other u7 Z7/ . Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse C:1 Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School/College /University ❑ Other 0 or Will there be a change of use? ❑ yes ) no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? yes ❑ no Existing fire protection features: 0 sprinklers ❑ automatic fire alarm ❑ none ❑ other (specify) Building Square Feet: . 3 5 2-00 existing I Area of Construction: (sq. ft.) 3 O / Will there be storage of flammable /combustible hazardous material in the building? ❑ yes no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets Commercial / Multi - Family Tenant Improvement / Alteration Permit Application CITY OF C'IKWILA Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431 -3670 Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. APPLICANT REQUEST FOR PUBLIC WORKS.SITEICIVIL:PLAN'REVIEW:OF THE FOLLOWING::: (Addltlonairevlews may be determined by the'Publlc Works Department) ❑ Channelization /Striping ❑ Land Altering 0 Cut cubic yds. 0 Fill ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension ❑ Water Meter /Exempt #: Size(s): 0 Deduct ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal ❑ Miscellaneous Date application accepted: CTPERMIT.DOC 7/9/96 ❑ Curb cut/Access /Sidewalk ❑ Flood Control Zone E1 Hauling Date application expires: cubic yds. ❑ Landscape Irrigation O Private 0 Public O Private 0 Public 0 Water Only 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. Schedule: Application faker) bx (initials) BUILDING OW • .jr • AUTH • RI ED .6' O Signature: IPF '�/��" Date: / S � 9 9 7 / / / Print na Phone: F ax Fax #: (., ' • .4),,,,a/..p 0 6 1 7 7 7 70 1 7y/ Address / /'G to /246/p-- /G A41,,, I y '50 . City /State /Zi , / 91/4 f ALL COMMERCIAUMULTI -FA Y TENANT IMPROVEMENT /AL • TION PERMIT APPLICATIONS MUgBE SUBMITTED WITH THE FOLL • WING: 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 Y BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ in 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. ❑ ❑ 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 PERJUj?V( BY THE WS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. CTPERMIT.DOC 7/9/96 CLTY OF TLUKWILA: y. "Addr`e s 1.1.11171 L1Af` U i »: n . : sa nn rr 'r��i`n u:i t Te :: Status :. ISSUED • Type DEVPERM Aps.Lied. 91/ P arcel ;# 042304 9.097 Issii d 03/25/1997 *• * *k * * *kk.4k4 *;* kk4****'• k***`* k*,4*****• k**.*;** kk •k; **':k:4* *'k•74:•k•k'k**.•4 *. *:•,4 •* **4Ach:k44.4 *,k Pmi t; Cond.i ti onS ^ .:1, No changes wil.1 be :.made to',the.. unles5,'approved by t he ''"'' Architect 'or „ Engineer..and the Tu.l w11a Bu.i . ldixig Divis •2 E.lectr.ica,l: permit shall be ^•obi.nd�i e t hW e :'a.sh St ate . Division :. of L.,abpr :and ust "I t a d r'i e andt'al, ' . 6 : 1 ec; trica'l' work w.i 1 l .be 3 r speuted ; bv that agency (204:06.)C... 3 R1 per mits, , inspection' 1re ands approved plans shall `•be available :a :.t re lob, s ite ;prilir .t 'start 'ot any'con, struction. t These,,docurnents a r e to b6 ma tal:r16•0 .3ndvai1- able ;unt i lr i na l iin.sp S ri , :appr�ova• is ., gra'nt`ed ° ;; ~ All s ct :.0 trurafl'we .l:c ing...shall`,b .d e one ly: by W �.A.;B O • eir el ctifie• w wder.s`nrand `sp`ecia1 inspected ( - Sec. .306;(a)`.5,) hen` special'i nspe i on i s r;equ i r ed. > .e i.ther the owner rchitect `or enginneer sha.l1.;'notify ".the .Tukwila Building iv1i3i;on of appoint.ment`of , the inspection a ge ncie,; prior • to he f 01 2. insp. ( Cop,:i-es' of all s ci peals s`. n spec.t i on repay is sha 1'1 be sub•m t to the: Bu i;l d i,ng • • 1 1 i.on I a 't , L m a nn er.` R e ,uo sha • a • pr`a.l k ect na permi•.t num of insp being ,,,,,..":“#,;:,,-.,:,- 4, ; • . Th e=me 04;04,:l to s , oec..,tO r s he f,.` su at: final p s i ne0.: re o t 9 repo o r tat�,2ng whetl er 'the, wort; l re;. u`i r-i n eci a l > ins eet' on wa = ' t q' � q. � � p '= f _. �' �' r:r t 'r ,r , th be.,t of: t he; r ins r p'ector s : rto� wl•edge,,; i n.•confurmar,ee wi thi‘approved plans an:d :;speci Ti,c,at'ion s and the a0p1icab1e wr ' anransillp. provis ..of . the • UBC ,. . ' •A`1:1 {cons tr uct i on to be .: done. ' i n conformance wi,.th appr oved 1:,...71 a ize.,ilu,i'r : pf . the U 4 Bui•l ding Code (1.'..9 , ,`: Edi tion . ) • a "s amended -On i form M , Code .(1 •Ed ti on, a nd W Sta•.te Energy Godei (1 Edition)' °. All • rr a torge rrequires 'a separate 'f t through: the Ci!t.v' `of Tukwi ia,. • Structural ca1cu*tat ion's stamped .bv a ;.Washing,ton. State - 1 i tensed S'tr�uctura l ;.. Engineer are requ j..r•ed . •f rack'' storage oyes e ight' (8)• feet in • `heiglit. • ' • • . • • CITV OF ' • ,);)C / • i; * if 4% / / * * * If 44 • • *lc Its 4cAPPerI IRA smxr 11(iNSMIT NoObOisr. R97005 Atuaiint: 179.25 03/25/97• 09:33' Pailfteht 'MethOd: CHECK NOtatiOrt: SIX .ROBBLEES INC Init: SLB : , • • ' Permit No D97-0009 Tvaer. DEVPERM DEVELOPMENT PERMIT Paroel„-Nor.: 042304-9097 - - • S .Addr.'ess: . 11010 'PACIFIC HY S • This. PaiSSiit: •1179.25 Total ALL Pmts :: 292.,84 �r.dance 00 ;Code • ' • AmciUnt .• BUILDING. :NONRES 174'.75: .904-H • ••••• STATE: SUR GORGE.: • 0:374 03/2¢ 9111 TOTAL ..S.Vrcii..6it:,......:.'1U.)cillt1),',:::::',wo..-...- 1 * ili:*,*;. .k..***;“ ii*, 1 „, ..,,...4;)ct:71..;.wo— 9. -, , . , ....,-....-,:,.-::,. - •..TR AI _..,-„-,::-..:::;:f...'..... .„, .... .. .. . .. . - 4;■,if' 444,4*1t *4' -A.4,*4, 'A * * *Ili.** *. - ii; .** **A * ** . 2 lilti 66r ' Z :"..."ii9 7qg 53 d . Amount. - :: .' , :..• ::.; ',. , :.:1i13: . ..59 . 9.1 j. 5 79 t 9 7.....• 4, .1. P3: ,..:-:: - ...L. ‘:. .: ,,,,:.:.•::.::-.:., : :,,,,, ::: :.. ..,....::::::::,, . .......; .. :,... , , .., ,„ .. ,, : , I.:14citt`i iriit SIX , R 0 .BFJ.PiS , • .:.. : :' -2- ,1 11..... . B. -...,,......,...-. . .„ .• ,,.....,:. . ':,.. . ...,.; :. e6i;611t.':',No::::: 7.7' DEV.P. Eli t: ',:: DEVELOPMENT . ..,.P1;.Rtft) . .T,',....:::-.' ., ...:::,::: : -. , -•,;.-::',-,.:;;',,,..., ........:.-; '.::•••:.:,,-, Parcel 7 No: 6.42304 : .•'” .' ..': .:- , . f.iite,:;A:d d10.1.ii;: ci...F,1 c , ,..'....„.; 2.,...,—. ..,:... : ,...._ ,. -......:: ..,,.... . . '..;:::-..*.,'''.;.....,i ; • : - : . : : : - : : , : - ' : . . . . ; : - . . . : . : - , - . . . ' ' . i • : ,..:. : . . . - ' .' .,-- ..,....... iit a i .,' Fe'es:;.'.. 1- ':-.. : . -.'.,'.. • 17h'it' • .': : '.T.Otit.1 : '.- . ., ..,'•,ii,.3ti.... ...,... ......... , : . : .•,..„,.....:..., , ,,,,‘ ::,.. :::',.•,'...-.- .:.::::::.:•.-,•:.*: ..,:,.'..' .•.":•.-:,-.. %-..-..-::. , •:•..,.... ' .: '..—..:- .'.:.: . - .:.. :t ''' LI al itii6e r.;: ,.. .'•'., • „ ,'. :.' ::,:„...-:...;...... .."1-1, *,.* *4 , iv - it4 4, *. it*" *4 ***.414,*** ** 4, itic,,tiric * k ***a% * *** *1, ,c.*** 4, ik * ll * ,■• icf*1!cl*.ic It* •;1/44 •,,. • ', I . :‘' . • ' .. ••• . : . • - • .., - : • • ., - .....• •: -., - ., • • . . . . •,• : .• . • ..- , • : . . ...: ‘ ; ;; .; . • ', .. • . .. .• , , - • _ • .• ..•" ..... .. .. A critint Cod e i .... ." "..- .1)."0.<at..11) i arc ...- -.., ...--• ' .. ' ',.. : , ...-.... ,. .. ' .. ',.' • 000140;tJ302..:. - ... - :..11_,A14::. chlECKH.- - NC:1,NR S,...... .. . I.I.3.5..- . , ....i::-: ...:.:-. .; ..,-:•..' -............. - . - 4. : - ' . • - 7 , ' ' ' ' . ' ' • .;:..„ . ... .01/15 9(46 TOTAL Project. — 6‘6 1 Q0 ke. Type of Insp ion. Address: Date call d: Spe ial instructi s: (.' Date wanted: n�'"T . —{0 . . Requester: Phone: INSPECTION NO. [Receipt No: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 Approved per applicable codes. PERMIT NO. (206)431 -3670 Corrections required prior to approval. COMMENTS: WAWA" / .14 ‘ 1 / ! / . f //1_ Li $47.00 REINSPECTIO (EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: // t )L, "-e COMMENTS: 1 ) 3 . y; p r-L- % // /4' F? #ten t -'z',----,- / 5 Date called: fat; wad: _ntej �^ fl/If 1 2 - --- rr �-'lp.m.,. p cia uctions: // .'1 Requester: l ,fafe;41 r.%. 4 �'J vh / '27 Phone: •. ° 1 /", /e...-4-k. f L rf e b . 9 rq 1- e, // . /� /,', obP..00%f vzi 1 Prole i Type of I coon: A dress: ns / 5 Date called: fat; wad: _ntej �^ fl/If 1 2 - --- rr �-'lp.m.,. p cia uctions: // .'1 Requester: Otto a Phone: •. ° 7K -797O Inspector 'I, a Approved per applicable codes. 'r INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #i00, Tukwila, WA , 9818 8 PERMIT NO. ` 06)431 -3670 V Corrections required prior to approval. Date: . 4 JLt. El $47.00 REINSPECT! of REQUIRED. Prior to inspection, fee must,he:paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: PROJECT NAME COMPLETE Ei COMMENTS • REVIEWERS INITIAL REVIEWERS INITIAL REVIEWERS INITIAL C:ROUTE -F P.e,� � vr � ° w r d Roar ACTIVITY NUMBER D97 -0009 DEPARTMENT: BUILDING DIVISION PUBLI WORKS SIX ROBBLEES INC. FIRE MVENTION Q eI U-o�nl Ala 4 DETERMINATION OF COMPLETENESS: (T,Th) TUES /THURS ROUTING: PLEASE ROUTE NO FURTHER REVIEW REQUIRED El ROUTED BY STAFF C7 (If routed by staff, make copy to master file & enter Sierra.) APPROVALS OR CORRECTIONS: (ten days) NOT COMPLETE Ef NOT APPLICABLE APPROVED fl APPROVED W/ CONDITIONS a NOT APPROVED (attach comments) q CORRECTION DETERMINATION: DATE DATE DATE P . DIVISION 0 PERMIT COORDINATOR DATE 1/15/97 DUE DATE 1/16/97 DUE DATE 1/30/97 DUE DATE APPROVED D APPROVED W/ CONDITIONS p NOT APPROVED (attach comments) 0 (CertiScadou of occupancy required. ACTIVITY NUMBER D97 -0009 PROJECT NAME SIX ROBBLEES INC. DEPARTMENT: BUILDING DIVISION FIRE PREVENTION Q PLANNING DIVISION ❑ PUBLIC WORKS ❑ STRUCTURAL ❑ PERMIT COORDINATOR ❑ 1 4 DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE COMMENTS PLAN REVIEW / ROUTING SLIP TUES /THURS ROUTING: PLEASE ROUTE ` el ROUTED BY STAFF ❑ (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL DATE APPROVALS OR CORRECTIONS: (ten days) APPROVED 0 APPROVED W/ CONDITIONS REVIEWERS INITIAL CORRECTION DETERMINATION: ,. • APPROVED ❑ C:ROUTE - F DATE NOT COMPLETE ❑ ' NOT APPLICABLE ❑ Gj Yu LttA- NO FURTHER REVIEW REQUIRED ❑ NOT APPRO D (attach comments) ❑ " ! 7 DATE 1/15/97 DUE DATE 1/16/97 DUE DATE 1/30/97 7 DUE DATE APPROVED W/ CONDITIONS ❑ NOT APPROVED (attach comments) ❑ REVIEWERS INITIAL DATE (Certifica ioa of occupancy required, ) ACTIVITY NUMBER D97 -0009 PROJECT NAME SIX ROBBLEES INC. DEPARTMENT: BUILDING DIVISION PUBLIC WORKS 1 DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE NOT COMPLETE ❑ NOT APPLICABLE ❑ / ED COMMENTS ' • TUES /THURS ROUTING: PLEASE ROUTE ❑ NO FURTHER REVIEW REQUIRED 2J ROUTED BY STAFF ❑ (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL /4 S I 1 1 APPROVALS OR CORRECTIONS: (ten days) APPROVED ❑ APPROVED W/ CONDITIONS D. NOT APPROVED (attach comments) ❑ • REVIEWERS INITIAL REVIEWERS INITIAL C:ROUTE -F PLAN REVIEW / ROUTING SLIP DATE / — G 2 DATE DATE DATE 1/15/97 FIRE PREVENTION PLANNING DIVISION ' ❑ STRUCTURAL ❑ PERMIT COORDINATOR ❑ DUE DATE 1/16/97 DUEDATE 1/30/97 CORRECTION DETERMINATION: DUE DATE APPROVED ❑ APPROVED W/ CONDITIONS ❑ NOT APPROVED (attach comments) ❑ (Certification of occupancy requircd. PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D97 -0009 PROJECT NAME { DEPARTMENT: BUILDING DIVISION PUBLIC WORKS 4 DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE NOT COMPLET a F >/ ( ? COMMENTS TUES /THURS ROUTING: PLEASE ROUTE`. NO FURTHER REVIEW REQUIRED ROUTED BY STAFF ❑ (If routed by staff, make copy to master file & enter Sierra,) REVIEWERS INTTIAL'- DATE / — I6 APPROVALS OR CORRECTIONS: (ten days) DUE DATE 1/30/97 APPROVED ❑ APPROVED W/ CONDITIONS ❑ . NOT APPROVED (attach comments) ❑ • REVIEWERS INITIAL CORRECTION DETERMINATION: C:ROUTE -F SIX ROBBLEES INC. FIRE PREVENTION ❑ PLANNING DIVISION' • ■ STRUCTURAL ❑ PERMIT COORDINATOR ❑ DATE DATE 1/15/97 ' DUE DATE 1/16/97 NOT APPLICABLE ❑ s r� PLA - ,itv" REVIEWERS INITIAL DATE DUE DATE APPROVED • ❑ APPROVED WI CONDITIONS ❑ NOT APPROVED (attach comments) ❑ (Certification of occupancy required. ACTIVITY NUMBER D97 -0009 DATE 1/15/97 PROJECT NAME DEPARTMENT: BUILDING DIVISION PUBLIC WORKS REVIEWERS INITIAL C:ROUTE -F PLAN REVIEW / ROUTING SLIP SIX ROBBLEES INC. FIRE PREVENTION ❑ STRUCTURAL ❑ PLANNING DIVISION ❑ PERMIT COORDINATOR ❑ 4 DETERMINATION OF COMPLETENESS: (T,Th) COMPLE tb ❑ NOT COMPLETE ❑ CORRECTION DETERMINATION: DATE DUE DATE NOT APPLICABLE ❑ 1/16/97 COMMENTS TUES /THURS ROUTING: PLEASE ROUTE ❑ NO FURTHER REVIEW REQUIRED Ca ROUTED BY STAFF ❑ (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL .�3 (mot C L DATE 1 16 q 7 1 APPROVALS OR CORRECTIONS: (ten days) DUE DATE 1/30/97 APPROVED ❑ APPROVED W/ CONDITIONS ❑. NOT APPROVED (attach comments) ❑ APPROVED • ❑ APPROVED W/ CONDITIONS ' NOT APPROVED (attach comments) ❑ REVIEWERS INITIAL DATE DUE DATE (Ccrdficadou of occupancy required. 1 November 29, 1999 Dear Mr. Robblee: City of Tukwila Department of Community Development Steve Lancaster, Director -• • David Robblee 11010 Pacific Hy S ' Tukwila,' WA 98168 Permit Status D97-0009 11010 Pacific Hy S In reviewing our current permit files, it appears that your permit for the construction of a roof over existing racks issued on March 25, 1997 has not received a final inspection as of the date of this letter by the City of Tukwila Building Division. Per the Uniform Building Code and/or Uniform Mechanical Code, every permit issued by the building official under the provision of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, if a final inspection is not called for within ten (10) business days from the date of this letter, the Permit Center will close your file and the work completed to date will be considered non-complying and not in conformance with the Uniform Building Code and/or Mechanical Code. Please contact the Permit Center at (206)431-3670 if you wish to schedule a final inspection. Thank you for your cooperation in this matter. Sincerely, Brenda Holt Permit Coordinator Xc: Permit File No. D97-0009 Duane Griffin, Building Official . • •..' . . 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431.3665 ilikiktiktd* Ad' Ok. Tmw:. rae:: rer. xnrurw+. r. •• .huts..,.. ex:.r. ..x.»,«... R, Fossatti Associates, Inc 2030 First Avenue Suite 203 Seattle, WA 08121 MAR 1 2 1997 ING DIVISION RECEIVe FEB 2 G 1997 �'oBER F t.w* n..Saarr :kxpeffit L.lto.KeCem.!71! 213 S. KELLY STREET P.O. BOX 967 LODI, CALIF. 95241 Phone: (209) 334.2500 FAX (209) 334 -1259 Re: Correction List, Plan Check 97 -T-01 (6 Robbles Inc. Pallet Rack Instal. RFA #97102 -0 .. bruary 7,1997 To: Crystal Kolke, Plan Checker Thank you for your clear and concise PLAN CHECK CORRECTION list. I will address your items # 1 - 8 below in the format that you listed them. ,,.1.)" A new permit drawing has been prepared and enclosed, giving design and construction data. 2:) The reference to welding on the cover page of the calcs, is for in plant fabrication of the rack components. No field welding , only bolting in the field is permitted. 3 :)The roofing of ASC steel CF 7/8" or equal is to be secured to the purlins with # 10 x 2" gasket headed lag screws at 9" on center. As the supporting rack is stable in both the longitudinal and transverse directions, without a roof diaphragm, unlike conventional storage buildings, no analysis is required. Lateral forces that the roof generates are minimal due to its small dead load. Neither is it required to sustain `chord' forces from opposite top wall reactions as in a conventional box configuration construction. Load Path - Roof Area to Screw (3' x 9" = 2.75 sq. ft.) x 2 # D.L. = 5.5 # / screw < 170/3 = 55 # ref. US Deck encl. Lag Screw to Perlin 5.5 # / screw < 65 # + - Tbl. 23 -III- T interpolated. Purlin to H-4 clip (3' x 9.08' = 27.24 sq. ft. x 3 # D.L. = 82 # / clip < 165 # ref. Simpson encl. H-4 clip to Girder - ( as purlin to clip) Girder to Rack ( 12' x 9.08' = 109 sq. ft. x 4 # D.L. = 436/2 = 218 # / joint < 215 # x 3 bolts ref tbl. 23 -I -F 5.) Uplift on H-4 Simpson Clip P = 1.13 *(0.7 * 25.6 = 20.3 - 4 = 16.3 #/ sq. 11. net uplift x (26.6' x 9.08')/16 clips = 246 # < 360 # / clip ref. Simpson encl. ,6:) Slope shown on dwgs. at 1: 12 approx. 7.) Anchorage is provided by 2 - '/ :" x 24" threaded rods driven through the 6" asphalt concrete and ipto the sub - grade. This anchoring had been done prior to this permit process, and although to my knowledge there is no recognized emperical hold down values to assign to this connection other than test loading of such; my evaluation would deem it to be satisfactory as is' - see item # 8. a) The reason being, there is no reasonable condition or combination of loading that will cause the structure to overturn. The 'top tied' uprights are stable with a height to width ration of 0.95. Shear values of the 4 rods per CITY G`rpOk ie in the 6" pavement should be better than `q' for wood at 980# tbl 23 -I -F = 3.92 k > 1.73 k design. APPROVED • :: • ; • '� e F Tt ' yOd Mota1 Tech.. for Six Bobbles Inc. 11010 Pacific Highway S. Seattle, WA 98168 Pallet Raoking,Installation STRUCTURAL CERTIFICATION No.Sh 1.) 2.) 3 . ). 4.) 5.) 6. ) A -H 7.)A -H 8.)A 9.) 10. ).A 1 ) R -1 X PROJECT: LOADING: Item / Description Sheltered Rack Layout Shed Roof and Roofing Beam Property and Span Capacity Column Property and Axial Capacity Seismic Loadings / / Vertical Lateral <Prepared by - LMT /ewLarson 12/12/96> <file Robblees.wp6> Analysis - Longitudinal " Check Beam /Bracket and Column Moment Stability Check Foundation and Anchorage REFERENCE APPENDIX - Transverse x- le y.^- 2.- ? 9 'Rem. FLA. ' Ctc ^' FoS3A 1 'RFA 9 7162- 6 Zno L001( c \i( t►..'P Seismic - Lateral Force Distribution Roc'F 4 5c.1tB.4.4. 4, 5 i re) psaw Srizo, TIF C* ) Pre - Fabricated Free Standing Adjustable /Demountable Sheltered Pallet Rack Installation for Materials Storage @ L.L.= 1800 lbs.per Pallet @ Snow = 30 psf @ Seismic Zone III(UBC 1994 Tbl. 16 -II) @ Wind 100 mph (UBC 1994 Tbl. 16 -I) MATERIAL: ASTM - A570 w/ Fy = 50 ksi Racking(cold formed) CODE: U.B.C. 1994 NOTE: LMT Racking is Welded and Inspected per A.W.S. D1.3 ;RECEIVED FEB 2 E 199? FILE CQ! FEB 0 7 1997 1‘..‘‘, 1 z �, 9g� • Exist Conc. 31dg. Waif ASCStL Deck CF7/8 or Noe 2'utl• PurlIns -Dr/Larch Gr,01 Ca 3.6. ca,oc. Gr. 41 Roof Warp Roof Construction 23' Transverse per Column ex-r I Sir. tr 0012 Ile H-4 It/ 4 ter el$ 1-1 3 IM 1/2' u butt E washers 1.11-30 Column Guilt through exist axle holes) Anc. Eva //2 24' OW. rod Exist. Cotorete Iluticirm wall Longitudinal Roof Overhang 12 Says 2 109' olc 4 3' Plan View /2 Bays 2 1:9' o/c 101P-3* 0/0 Span Condition l Gauge 1 12'0" I 2'6" 13 0" I 3'6" 1 4'0" I 4'6" 1 5'0" 1 x .24 22 20 29 stress 250 181 125 92 71 56 45 dell 233 119 69 44 29 20 15 26 stress 250 231 160 118 90 71 58 Single dell 250 154 89 56 38 26 19 ' - Span stress 250 250 208 153 117 92 75 24 dell 250 199 115 73 49 34 25 22 stress dell 250 250 250 250 253 142 186 89 143 60 113 42 91 31 CF 7/8- Section Properties I (In4) S (In3) Gauge Weight 1 (psi) 1 rak/ 29 28 26 , .68 .80 1.04 1.33 0.021 0.023 0.027 0.035 0.047 0.051 0.060 0.078 . x .24 22 20 1.62 1.94 0.043 0.051 0.095 0.113 ` •1110.7.1 44.: :•.,,strmetow.a..av+,•I 1.i0,04•r4r1V, dr.+:tt, ;7;:117• trase4sS'.is7 !•ai ?4i130tr iv T.X�ed7..477f I LODI METAL TECH. INC. Six Robblee Inc. 11010 Pacific Highway S. WA 98168 LODLCALIFORNIA " pallet Racking Installation Roo F 1411 4 1. Stress based on allowable flexural stress of 36 ksi. 2. Deflection based on maximum deflection of L/180. 3. Adequate bearing must be provided. PvR.L1kaS G 1'- 17. F. / I,Al2�14 ( 7on6 X -+ 4f/ ASC PACIFIC RvoF B bd1 i /09" CF -7/8 �' a 4 po 4:7 6 1►s+.•• z 1O • I 22/3I H 7/8" t 1 I 24" Net Coverage PI , _p/ 1 r f'A (LO•D DA DRAWING iz- Io - 9i. `NO.` REVISIONS 1 BY j Allo able Total (DL + LL) Uniform Load (psi) n '` V M/ q.= 7" ° /c_ ` c• 7 •) 4A / We .j /9/O ' PSI - Mows - 'u' *-� - 3. O C D. .9,0$)s b = 3.0 03)N = 1020 . 12, • . It • Fow. P..►it�..+ s. G= se ek . . -14 O. Sc. ta lc. 6 S� �t�'' a a • Ca / S ( a. 2 ' %) C., se" 01 X2.1 .0„ f. �7.s�j= 5273 ' :.. . 17 2 5"66. 40 = °`//.� . 4S G. It I 1 s ' L ' 3.S caw r hel - ''* . `J.06 (33) CI'5) / = 6 401. GC) ? !,7 2 x vz. (I LA siotti ©p kwcic c.4.) 5: b hj : 2 C!.ti.)(/I. s) ti - 66. /i1► r6 _ 9 IB !I A Ivaco �!1 C ►c 5 c . 013 ( r✓-'.F S = l•h 1.4 ) x2 = 3 go �l l . IL • .0/7x 9,06.(5,4%) ( /1 t04. >'. 3So , sl�'t . /3X la. M ,`y m t4o 14 0,14 .- Rt.nc.T. W C.Arc>4N� = (53 * - 2)CI X 9. Os) a 2.54 < e 'A. 12... 1 o.. o /4.... �� �1lre.Y of N+$4�, SrL to t< AL.Low / il l : 4 P. P. z 3.q 3 �A 3of) ..se ? BoL .do- . - ✓ 4.- ✓ v _ 1 e.A3�`1 - •, k /V• ... -..e. 1� ✓ t .,..- I-;!./ m, Fit q "C: / 0 4. 0 If to M M. 10 . 23 1_L$.S3 ) • _ M 216,19 •945.?, /04. ait igo / F�o + . V.-tr M .•4 21 Co13 o, 0 22, 798 P,< < � •_-_ 3< / • Lj" ~ 0 K. • u . LP3F 40• ,x��� X 2.4,5 if ` , BEAM "SECTION . • PROPERTIES PREPS BY R y I T 4 " D1G NO. DMZ 14 SEP.'93 R- >ON NO. DAM 8Y MODEL t in H in D 1n I in Sx Ina rx In DI Sy Ina ry In It 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 L.8035 .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 LBC50 .075 5 1.5 4.6437 1.7655 1.908 1.3902 .9029 1.044 1.275 LBC55 .075 5.5 1.5 5.7951 2.0453 2.071 1.5269 .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 L8F354 .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 LB F454 .075 4.5 1.5 2.7526 1.141 1.605 1.1984 .8143 1.059 1.0681 LB F453 .090 4.5 1.5 1 3.2119 1.333 1.598 1.3985 .9497 1.054 1.2578 t .,..- I-;!./ m, Fit q "C: / 0 4. 0 If to M M. 10 . 23 1_L$.S3 ) • _ M 216,19 •945.?, /04. ait igo / F�o + . V.-tr M .•4 21 Co13 o, 0 22, 798 P,< < � •_-_ 3< / • Lj" ~ 0 K. • u . LP3F 40• ,x��� X 2.4,5 e4.i 44 This program calculates some PHYS PROP of a 'LM- 30(col)' sect. per LMT Reference Column Section Properties sh# R -2 t =.105 H =3.0 B =3.0 Xbar =1.450 Ix =1.373 Sx =.915 rx =1.249 Ybar =1.5 Iy =1.164 Sy =.752 ry =1.150 Area =.859 Other <0 >, or return <R >, or Quit <Q >? Enter the following requested values to obtain Allow Axial Load. Kx =? 1 Lx =? 56 Ky =? .7 Ly =? 50 Kt =? 1 Lt =? 56 [p,�5 rf., <JAr ► vrc )•Ivry r 5 1451 Oex= 144.8347 and Ot= 34.43877 Program has these CONSTANTS for solution: G= 11300 Pi "2= 9.86965 E= 29500 Fy= 45 S.F.= 1.92 The program will solve directly for Fn: Kx *Lx /rx -- CONTROLS in overall Buckling (Eq. C4.1 -1), (Fe)1= 144.8347 ksi -- This is overall Buckling (Eq. C4.2 -1), (Fe)2= 28.79397 ksi -- This is Torsional - Flexural Buckling Torsional - Flexural Buckling Stress < Overall Buckling Stress Eq. C4.3 Governs, Ref: UBC Std.'91 27 -9 (AISI '86) The allowable compressive is Fe= 27.4182 ksi, Net area= .859 & F.S. =1.92 The allowable Vertical Column Load Pa= 12.26679 kips This LMT upright with beam spacing @ 56 inches has a Cap...P'= 24.53358 kips.- All LMT column sections (flanges, webs, and lips) are fully effective. 12 <Print Screen> if you want a hard copy of this data. p ,K Enter <AR> for Another Run or <Q> for Quit? 4 - Cg. ti 4 1� RI CDfZ YA`3 N al 1-t% 7 C. ) $ % L OAD 0 r1.- Enter the following requested values to obtain Allow Axial Load. 44)4: /2•" Kx =? 1 Lx =? 84 =- Ky=? .7 /0,89 Ly =? 50 Nr Kt =? 1 E.47 Lt =? 84 Oex= 64.37096 and Ot= 17.52505 Program has these CONSTANTS for solution: G= 11300 Pi "2= 9.86965 E= 29500 Fy= 45 S.F.= 1.92 The program will solve directly for Fn: Kx *Lx /rx -- CONTROLS in overall Buckling (Eq. C4.1 -1), (Fe)1= 64.37096 ksi -- This is overall Buckling (Eq. C4.2 -1), (Fe)2= 14.299 ksi -- This is Torsional- Flexural Buckling Torsional - Flexural Buckling Stress < Overall Buckling Stress Eq. C4.4 Governs, Ref: UBC Std.'91 27 -9 (AISI '86) The allowable compressive is Fe= 14.299 ksi Net area= .859 & F.S. =1.92 The allowable Vertical Column Load Pa= 6.397312 kips This LMT upright with beam spacing @ 84 inches has a Cap...P'= 12.79462 kips. All LMT column sections (flanges, webs, and lips) are fully effective. <Print Screen> if you want a hard copy of this data. Enter <AR> for Another Run or <Q> for Quit? emOtattitmilftwre Six Robbie. Inc. 11010 Pacific Highway S. Seattle WA '98168 ' • . 1.01604SiktlieknICU LODIMETAL TECH., INC. LOPI,CALIFORNIA G1t.. LAT Mk*. c) A Co 1 1.2) • 13' Transverse Seishitc. z=m, 7 Wr-r. Ps cc V-1' '1 ?. % C.• • (v4) a • 5 (0 P".0. .T.: . I 7 5 W ..-= /.. 75 x 3 vii.14 > 5 ' ° I. . agar Kos :::. . " k 5 4.5') 1,4.)1■46. c to% Pt` X?. C JP- 4 1' ft. ca. rs, V.5 MIETtacoso A L.* Jr->x 2. -.:. w (,Atsv.A") ,/ • Ci.$)(tg.6)C ( 1`13V(-4) Ana 4. / ), 6" 0 p- 5 DRAWINC INO1 REVISIONS I BY I: i• 414+ faio• 1(■.S+ .o9 1 P. '9 vz./ (.1-4 F laoir mI I... 1 IW on • ilir-r Longitudinal r rkie,04-cre."-e = 12.744. - , 3 4 s) 2,7r W a ▪ ,105/ W = g2A. 7:(0.F pt. 1.1I.3) (2.6".(ttxt •P 1. 5 = 3. 5'LlS•lc/F...,,, ",:., ,..'. ', ‘ ''. .:, '-..', :' ,", .. .:;;• ... '; ', , .,,,•. ,...; . ; '.. .„ .'..., , :, .:,- ''..., ''' ' '..:';...,,, : ; : . ...•-.:••:•',?.„..:•:‘,•: :,:.,... ''...,,:::.;• ,.,:: : . . ************************************************** * STAAD- III Revision 20.0 Proprietary Program of RESEARCH ENGINEERS, Inc. Date= DEC 10, 1996 Time= 10: 7:10 USER ID: LODI METAL TECH ************************************************** :54e A1 6 0 ,/ PAGE NO. 1 ID: LODI METAL TECH 1. STAAD PLANE - ROBBLEES - LONGITUDINAL 2. INPUT WIDTH 72 3. UNIT INCHES POUND 4. JOINT COORDINATES 5. 1 0. 0. 0.; 2 109. 0. 0.; 3 218. 0. 0.; 4 327. 0. 0.; 5 436. 0. 0. 6. 6 545. 0. 0.; 7 0. 56. 0.; 8 109. 56. 0.; 9 218. 56. 0.; 10 327. 56. 0 7. 11 436. 56. 0.; 12 545. 56. 0.; 13 0. 116. 0.; 14 109. 116. 0. 8. 15 218. 116. 0.; 16 327. 116. 0.; 17 436. 116. 0.; 18 545. 116. 0. 9. 19 0. 176. 0.; 20 109. 176. 0.; 21 218. 176. 0.; 22 327. 176. 0. 10. 23 436. 176. 0.; 24 545. 176. 0.; 25 0. 264. 0.; 26 109. 264. 0. 11. 27 218. 264. 0.; 28 327. 264. 0.; 29 436. 264. 0.; 30 545. 264. 0. 12. MEMBER INCIDENCES 13. 1 1 7; 2 2 8; 3 3 9; 4 4 10; 5 5 11; 6 6 12; 7 7 8; 8 8 9; 9 9 10 14. 10 10 11; 11 11 12; 12 7 13; 13 8 14; 14 9 15; 15 10 16; 16 11 17 15. 17 12 18; 18 13 14; 19 14 15; 20 15 16; 21 16 17; 22 17 18; 23 13 19 16. 24 14 20; 25 15 21; 26 16 22; 27 17 23; 28 18 24; 29 19 20; 30 20 21 17. 31 21 22; 32 22 23; 33 23 24; 34 19 25; 35 20 26; 36 21 27; 37 22 28 18. 38 23 29; 39 24 30; 40 25 26; 41 26 27; 42 27 28; 43 28 29; 44 29 30 19. START USER TABLE 20. TABLE 1 LMT-RACK 21. END 22. MEMBER PROPERTY AMERICAN 23. 40 TO 44 UPTABLE 1 LBF356 24. 1 TO 6 12 TO 17 23 TO 28 34 TO 39 UPTABLE 1 LM30 25. 7 TO 11 18 TO 22 29 TO 33 UPTABLE 1 LBF404 26. CONSTANTS 27. E STEEL ALL 28. SUPPORTS 29. 1 TO 6 FIXED BUT KMZ 500. 30. LOAD 1 LATERAL 31. JOINT LOAD 32. 26 TO 29 FX 155. 33. 25 30 FX 78. 34. 20 TO 23 FX 278. 35. 19 24 FX 139. 36. 14 TO 17 FX 184. 37. 13 18 FX 92. 38. 8 TO 11 FX 95. 39. 7 12 FX 48. 40. PERFORM ANALYSIS PRINT ALL .1 i MEMBER : MOMENT MZ LN= 1.:. 650 13 515.47 526.94 526.94 515.47 650 - . • .- • .. -' -.- 1:- STRUCTURE DATA ( 1235.27 1201.31 1201.31 1 1235.28 1336.99 TYPE _ PLANE � .1 6 ■ 1 .. �1 .....1 , . .. ` 1 . , _ -. �• 1. : ■ e, r . r - 41 65.96 . NJ = 30 • 1761.22 2011.7 2011.7 1761.22 3419,95 282.18 5124 23 588.82 4640.66 2 534.59 NM = 44 , $ .- - - . •. . I• - - - ...4, � - FS' - 27880.51 r illiw T 6 L" , . 66 ' . 82 " . 23 r. :2.17 NE _ 0• `13128.88 ` 17270.58 16805.83 ` 16805.83 17270.6 13128.89 NS = 6 52.73 07.98 01.96 01.96 07 -98 52.74 NL =' 1 XMAX= 545.0 Lateral Load Moment YMAX= 264.0 Maximum= 35449.18 ZMAX= 0.0 • 1 SCDR LOAD= 2.84 2 84 2.84 2.84 2.84 2.64. 2.64 2.64 2.64 2.64 2.64 At LC . On 1 PT r 2.42 2.42 2.42 2.42 2.42 2.22 2.22 2.22 2.22 2.22 2.22 1.99 1.99 1.99 1.99 1.99 1.70 1.68 1.69 1.69 1.68 1.70 1.34 1.34 1.34 1.34 1.34 • /797 .838 834 .834 .838 .797 Displacement @ < 0.01 (Flexible Packing) / per PMI J =30,M =44 UNIT INC POU S T A A D P 0 S T - P L 0 T (REV 20.0 ) DATE DEC 10. 1996 USER ID LODI METAL TECH TITLE° - ROBBLEES - LONGITUDINAL .1 901.96 34513.6 632.42 BENDING MOMENT AND SHEAR VALUES FOR MEMBER Bending Shear 10 . . ST LM3 x L= 56.00 IN "- Load Number= Units (INC,POU) Bending: Shear.: .000L= .083L= .167L= :250L= •333L= .417L= •500L= .583L= .667L= .750L= .833L •917L= 1.00L= 901.96 - 2049.34 -5000.64 - 7951.94 - 10903.24 - 13854.54 - 16805.83 - 19757.13 -22708.43 - 25659.72 - 28611.03 -31562.32 - 34513.62 632.42 632.42 632.42 632.42 632.42 632.42 632.42 632.42 632.42 632.42 632.42 632.42 632.42 (Max at 1.00L) • USER ID LODI METAL TECH S T A A D P L - QUERY (REV. 20.0) TITLE: - ROBBLEES - LONGITUDINAL DATE DEC 10, 1996 25588.82 . . 25588.82 0 469.52 BENDING imomENT AND SHEAR VALUES FOR MEMBER= 9 776- ST LBF04 L= 109.00 IN Bending Shear 10 Load ,Number= .1 Units (INC,POU) Bending Shear: .000L= ,083L= .167L= .250L= .333L= 417L= ,500L= .583L= 667L= 750L= .833L= .917L= 1 00L= -25588.82 -21324.02 -17059.21 -12794.41 -8529.61 -4264.80 0.00 4264.80 8529.60 12794.41 17059.21 21324.01 25588.82 -469.52 -469.52 -469.52 -469.52 -469.52 -469.52 -469 52 -469.52 -469.52 -469.52 -469.52 -469.52 -469 52 (Max at 1.00L) / 3r • USER ID:LODI METAL TECH ST AADPL-QUERY(REV 20.0) TITLE: - ROBBLEES - LONGITUDINAL DATE DEC 10, 1996 • 288.13 .BENDING MOMENT ANDSHEAR VALUES FOR MEMBER= 20 -=9 X ST LBF04 16 6 Bending Shear .Load Number Units (INC,POU) Bending: .000L= 083L= .167L .250L= .333L= .417L .500L= .583L= 667L= .750L= .833L= .917L= 1.00L= - 15702.89 - 13085.74 - 10468.59 - 7851.44 -5234.30 - 2617.15 0.00 2617.15 5234,29 7851.44 10468.59 13085.74 15702.88 -288.13 - 288.13 -288.13 - 288.13 -288.13 - 288.13 -288.13 - 288.13 - 288.13 - 288.13 - 288.13 -288.13 -288 13 (Max. at 0.00L) Shear: USER ID :LODI METAL TECH STAADPL -QUERY (REV 20.0) TITLE - ROBBLEES - LONGITUDINAL DATE DEC 10, 1996 ONGITUD NUMB OF JOINTS /MEMBER +ELEMENTS /SUPPORTS O RIGINAL/FINAL BAND -WIDTH = 6/ 5 T OTAL PRIMARY LOP&D CASES = 1; TOTAL. DEGREES OF FREEDOM SIZE: ,07 STIFFNESS MATRIX = 1248 DOUBLE. PREC i' WORDS REQRD /AVAIL.: DISK .SPACE =, 12:.08/ 709 .:7 MB, EXMEM = 12 85 : ROBBLEES LONGITUD aL PAGE NO. 3 ID: LODI METAL TECH LOADING 1 LATERAL JOINT LOAD - UNIT POUN INCH JOINT FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM -Z 26 155.00 0.00 0.00 0.00 0.00 0.00 27 155.00 0.00 0.00 0.00 0.00 0.00 28 155.00 0.00 0.00 0.00 0.00 0.00 29 155.00 0.00 0.00 0.00 0.00 0.00 25 78.00 0.00 0.00 0.00 0.00 0.00 30 78.00 0.00 0.00 0.00 0.00 0.00 20 278.00 0.00 0.00 0.00 0.00 0.00 21 278.00 0.00 0.00 0.00 0.00 0.00 22 278.00 0.00 0.00 0.00 0.00 0.00 23 278.00 0.00 0.00 0.00 0.00 0.00 19 139.00 0.00 0.00 0.00 0.00 0.00 24 139.00 0.00 0.00 0.00 0.00 0.00 14 184.00 0.00 0.00 0.00 0.00 0.00 15 184.00 0.00 0.00 0.00 0.00 0.00 16 184.00 0.00 0.00 0.00 0.00 0.00 17 184.00 0.00 0.00 0.00 0.00 0.00 13 92.00 0.00 0.00 0.00 0.00 0.00 18 92.00 0.00 0.00 0.00 0.00 0.00 8 95.00 0.00 0.00 0.00 0.00 0.00 9 95.00 0.00 0.00 0.00 0.00 0.00 10 95.00 0.00 0.00 0.00 0.00 0.00 11 95.00 0.00 0.00 0.00 0.00 0.00 7 48.00 0.00 0.00 0.00 0.00 0.00 12 48.00 0.00 0.00 0.00 0.00 0.00 ** *TOTAL APPLIED LOAD ( POUN INCH ) SUMMARY (LOADING SUMMATION FORCE -X = 3562.00 SUMMATION FORCE -Y = 0.00 SUMMATION FORCE -Z = 0.00 ** *TOTAL REACTION ( POUN INCH ) SUMMARY LOADING 1 SUMMATION OF MOMENTS AROUND THE ORIGIN - MX= 0.00 MY= 0.00 MZ= - 582880.00 ++ PROCESSING ELEMENT STIFFNESS MATRIX. 10: 7:13 ++ PROCESSING GLOBAL STIFFNESS MATRIX. 10: 7:13 ++ PROCESSING TRIANGULAR FACTORIZATION. 10: 7:13 ++ CALCULATING JOINT DISPLACEMENTS. 10: 7:13 ++ CALCULATING MEMBER FORCES. 10: 7:13 $ - I ROBBLEES - LONGITUD4L . SUM -X= - 3562.00 SUM -Y= 0.00 SUM -Z= SUMMATION OF MOMENTS AROUND ORIGIN- MX= 0.00 MY= EXTERNAL AND INTERNAL JOINT LOAD SUMMARY- JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ INT FX INT FY INT FZ INT MX 0.00 MZ= 582880.00 EXT MY/ INT MY 1 0.00 0.00 0.00 0.00 0.00 499.34 1164.84 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 0.00 649.23 - 181.45 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 632.42 18.80 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 632.42 -18.80 0.00 0.00 0.00 5 0.00 0.00 0.00 0.00 0.00 649.23 181.45 0.00 0.00 0.00 6 0.00 0.00 0.00 0.00 0.00 499.34 - 1164.84 0.00 0.00 0.00 7 48.00 0.00 0.00 0.00 0.00 -48.00 0.00 0.00 0.00 0.00 8 95.00 0.00 0.00 0.00 0.00 - 94.95 0.00 0.00 0.00 0.00 9 95.00 0.00 0.00 0.00 0.00 - 95.05 0.00 0.00 0.00 0.00 10 95.00 0.00 0.00 0.00 0.00 - 94.99 0.00 0.00 0.00 0.00 11 95.00 0.00 0.00 0.00 0.00 -94.97 0.00 0.00 0.00 0.00 12 48.00 0.00 0.00 0.00 0.00 -48.Q2 0.00 0.00 0.00 0.00 13 92.00 0.00 0.00 0.00 0.00 -92.00 0.00 0.00 0.00 0.00 14 184.00 0.00 0.00 0.00 0.00 - 184.01 0.00 0.00 0.00 0.00 15 184.00 0.00 0.00 0.00 0.00 - 183.99 0.00 0.00 0.00 0.00 16 184.00 0.00 0.00 0.00 0.00 - 184.05 0.00 0.00 0.00 0.00 17 184.00 0.00 0.00 0.00 0.00 - 184.01 0.00 0.00 0.00 0.00 18 92.00 0.00 0.00 0.00 0.00 - 91.95 0.00 0.00 0.00 0.00 19 139.00 0.00 0.00 0.00 0.00 - 138.95 0.00 .0.00 0.00 0.00 20 278.00 0.00 0.00 0.00 0.00 - 278.00 0.00 0.00 0.00 0.00 21 278.00 0.00 0.00 0.00 0.00 - 278.08 0.00 0.00 0.00 0.00 22 278.00 0.00 0.00 0.00 0.00 - 277.91 0.00 0.00 0.00 0.00 Art 4 44 -- PAGE NO. 4 ID: LODI METAL TECH 0.00 EXT MZ/ INT MZ 0.00 - 852.73 0.00 - 907.98 0.00 - 901.96 0.00 901.96 0.00 - 907.98 0.00 - 852.74 0.00 0.00 0.00 -0.01 0.00 - 0.01 0.00 - 0.01 0.00 -0.01 0.00 0.01 0.00 -0.01 0.00 0.00 0.00 - 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.00 0.00 0.00 0.01 - ROBBLEES - LONGITUD(Ii.L - PAGE NO. 5 ID: LODI METAL TECH 2 3 278.00 0.00 0.00 0.00 0.00 0.00 -278.01 0.00 0.00 0.00 0.00 0.01 24 139.00 0.00 0.00 0.00 0.00 0.00 - 139.04 0.00 0.00 0.00 0.00 0.01 25 78.00 0.00 0.00 0.00 0.00 0.00 - 78.01 0.00 0.00 0.00 0.00 0.00 26 155.00 0.00 0.00 0.00 0.00 0.00 - 154.97 0.00 0.00 0.00 0.00 0.01 27 155.00 0.00 0.00 0.00 0.00 0.00 - 155.03 0.00 0.00 0.00 0.00 0.00 28 155.00 0.00 0.00 0.00 0.00 0.00 - 154.99 0.00 0.00 0.00 0.00 0.00 9 155.00 0.00 0.00 0.00 0.00 0.00 -154.91 0.00 0.00 0.00 0.00 0.01 30 78.00 0.00 0.00 0.00 0.00 0.00 - 78.09 0.00 0.00 0.00 0.00 0.01 es .END OF DATA FROM INTERNAL STORAGE ************ . „ . • . •.. E ND OF STAAD-III • **** DATE= DEC 10,1996 TIME= 10: 7:14 **** ********************************************************* For questions on STAAD-III/ISDS, contact: * * RESEARCH ENGINEERS, Inc at * Ph: (714) 974-2500 Fax: (714) 921-2543 * ********************************************************* ************************************************** * * STAAD- III * Revision 20.0 * Proprietary Program of * RESEARCH ENGINEERS, Inc. * Date= DEC 13, 1996 * Time= 9:50:33 * * * USER ID: LODI METAL TECH ************************************************** PROBLEM STATISTICS 1. STAAD PLANE - ROBBLEES TRANSVERSE (1-ROW) 2. INPUT WIDTH 72 3. UNIT INCHES POUND 4. JOINT COORDINATES 5. 1 O. O. 0.; 2 O. 6. 0.; 3 0. 56.4 0.; 4 0. 106.8 O.; 5 0. 157.2 O. 6. 6 0. 207.6 0.; 7 0. 258. 0.; 8 36. 0. 0.; 9 36. 6. 0.; 10 36. 56.4 0. 7. 11 36. 106.8 0.; 12 36. 157.2 0.; 13 36. 207.6 0.; 14 36. 258. 0. 8. 15 0. 264. 0.; 16 36. 264. 0. 9. MEMBER INCIDENCES 10. 1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7; 7 8 9; 8 9 10; 9 10 11 11. 10 11 12; 11 12 13; 12 13 14; 13 7 15; 14 14 16; 15 2 9; 16 3 10 12. 17 4 11; 18 5 12; 19 6 13; 20 7 14; 21 9 3; 22 3 11; 23 11 5; 24 5 13 13. 25 13 7 14. START USER TABLE 15. TABLE 1 LMT-RCK1 16. END 17. MEMBER PROPERTY AMERICAN 18. 15 TO 25 UPTABLE 1 BR-14 19. 1 TO 14 UPTABLE 1 LM30 20. CONSTANTS 21. E STEEL ALL 22. SUPPORTS 23. 1 8 PINNED 24. 15 16 FIXED BUT KFX 9999.993 25. LOAD 1 SEISMIC 26. JOINT LOAD 27. 14 FX -490. 28. 6 FX -420. 29. 12 FX -333. 30. 4 FX -245. 31. 10 FX -158. 32. 2 FX -87. 33. PERFORM ANALYSIS PRINT ALL -- PAGE NO. 2 ID: LODI METAL TECH NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 16/ 25/ 4 ORIGINAL/FINAL BAND-WIDTH = 8/ 4 TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 40 SIZE OF STIFFNESS MATRIX = 600 DOUBLE PREC. WORDS REQRD/AVAIL. DISK SPACE = 12.04/ 709.8 MB, EXMEM = 12.85 MB • STRUCTURE DATA TYPE = PLANE 'NJ' = 16 NM = 25 NE = 0 NS = 4 NL = 1 XMAX= 36.0 YMAX= 264.0 ZMAX= 0 -0 Bending Moment - Seismic MOMENT MZ LN= 7.84 28272 14.98 22 84.41 11189 ' 140.27 225081 7.95 J =16,M =25 Maximum= 3113.80 Displacement & Loads UNIT INC POU USER ID'LODI METAL TECH S T A A D P 0 S T - P L 0 T (REV 20.0 ) TITLE' - ROBBLEES - TRANSVERSE (1-ROW) DATE' DEC 13, 1996 Load Number 1, 6.00 IN r END FORCES: FOR MEMBER= 1 Start Joint= Axial= Shear Y= Shear Z= Torsion= Moment Y= Moment Z= 1467.380 - 329.747 0. 000 0.000 0.000 0 .001 End Joint= a Units (INC, POU) Beta 0 2 Axial= Shear Y= Shear Z= Torsion= Moment Y= Moment Z= - 1467.380 329.747 0.000 0.000 0.000 - 1978.479 USER ID METAL TECH ST A A D P L - Q U E R Y (REV' 20.0) DATE DEC 13, .1996 TITLE - ROBBLEES - TRANSVERSE (1 -ROW) Axial= Shear Y= Shear Z= Torsion= Moment Moment Z= - 1507.182 - 420.628 0.000 0.000 0.000 0.000 Axial=' 1507.182. Shear Y= Shear Z= Torsion= Moment Y= 420.628 0.000 0.000 0.000 Moment Z= -2523.768 USER ID:LODI METAL TECH S T A ADP L - Q U E R Y (REV 20.0) TITLE: - ROBBLEES - TRANSVERSE (1 -ROW) DATE DEC 13, 1996 14 END,FORCES.FORMEMBER —79 ST LM3 Load Number= L= 6.00 IN. — Beta= Start Joint= 14 ;. End Joint= 16: Axial= - 166.887 Shear Y= 491.695 Shear Z= 0.000 Torsion= 0.000 Moment Y= 0.000 Moment Z= - 40.947 Axial= 166.887 Shear Y= - 491.695 Shear' Z= 0.000 Torsion= 0.000 Moment Y= 0.000 Moment Z= 2991.112 16 Units (INC, POW'. USER ID LODI METAL TECH S TAADPL - QUERY (REV: 20.0) TITLE - ROBBLEES - TRANSVERSE (1 -ROW) DATE: DEC 13, 1996 0 END. FORCES FOR MEMBER= Axial= 1452.723 Shear Y. 41.668 Shear Z= 0 000 Torsion= 0.000 Moment Y= 0.000 Moment Z= 1721.159 Axial= - 1452.723 Shear Y= - 41.668 Shear Z= 0.000 Torsion= 0.000 Moment Y= 0.000 Moment Z= 378.888 USER ID:LODI METAL TECH ST A A D P L - Q U E R Y (REV; 20.0) TITLE - ROBBLEES - TRANSVERSE 11 -ROW) DATE. DEC 13, 1996 END.. FORCES FOR MEMBER= Load Number= 1. Units (INC. POU)- Start Joint =. Axial= - 1304.726 Shear Y= -1.890 Shear Z= 0.000 Torsion= 0.000 Moment. Y= '0.000 Moment Z= -80.748 End Joint= 3 Axial= 1304.726 Shear Y= 1.890 Shear Z= 0.000 Torsion= 0.000 Moment Y= 0.000 Moment Z= -36.292 USER ID METAL TECH S T A A O P L - Q U E R Y (REV' 20 ) TITLE° - ROBBLEES - TRANSVERSE (1 -ROW) DATE: DEC 13. 1996 Auwsfr+s..xau:�.+xra. `ROBBLEES - TRANSVER LOADING kMed.vw�wphMYYO.►'nn. 1 SEISMIC 1 -ROW) JOINT LOAD - UNIT POUN INCH JOINT FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM -Z 14 - 490.00 0.00 0.00 0.00 0.00 0.00 6 -420.00 0.00 0.00 0.00 0.00 0.00 12 - 333.00 0.00 0.00 0.00 0.00 0.00 4 - 245.00 0.00 0.00 0.00 0.00 0.00 10 - 158.00 0.00 0.00 0.00 0.00 0.00 2 -87.00 0.00 0.00 0.00 0.00 0.00 ** *TOTAL APPLIED LOAD ( POUN INCH ) SUMMARY (LOADING 1 ) SUMMATION FORCE -X = - 1733.00 SUMMATION FORCE -Y = 0.00 SUMMATION FORCE -Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN - MX= 0.00 MY= 0.00 MZ= 301558.78 ++ PROCESSING ELEMENT STIFFNESS MATRIX. 9:50:35 ++ PROCESSING GLOBAL STIFFNESS MATRIX. 9:50:35 ++ PROCESSING TRIANGULAR FACTORIZATION. 9:50:35 ++ CALCULATING JOINT DISPLACEMENTS. 9:50:36 ++ CALCULATING MEMBER FORCES. 9:50:36 ** *TOTAL REACTION ( POUN INCH ) SUMMARY LOADING 1 SUM -X= 1733.00 SUM -Y= 0.00 SUM -Z= 0.00 SUMMATION OF MOMENTS AROUND ORIGIN- MX= 0.00 MY= 0.00 MZ= - 301558.78 EXTERNAL AND INTERNAL JOINT LOAD SUMMARY- ."01,1,/ °I ; 1 4/ r - - PAGE NO. 3 ID: LODI METAL TECH JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/ INT FX INT FY INT FZ INT MX INT MY INT MZ 1 0.00 0.00 0.00 0.00 0.00 0.00 - 329.75 - 1467.38 0.00 0.00 0.00 0.00 2 -87.00 0.00 0.00 0.00 0.00 0.00 87.00 0.00 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 245.00 0.03 0.00 0.00 0.00 0.00 245.00 0.00 0.00 0.00 0.00 0.00 "'M, Iii/ ROBBLEES TRANSVER (1 -ROW) PAGE NO. 4 ID: LODI METAL. TECH 0.00 0.00 0.00 0.00 0.00 " . 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 6 -420.00 0.00 0.00 0.00 0.00 0.00 420.00 0.00 0.00 0.00 0.00 0.00 7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 8. 0.00 0.00 0.00 0.00 0.00 0.00 -420.63 1507.18 0.00 0.00 0.00 0.00 9' 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10. -158.00 0.00 0.00 0.00 0.00 0.00 158.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12 -333.00 0.00 0.00 0.00 0.00 0.00 333.00 0.00 0.00 0.00 0.00 0.00 1 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 14 - 490.00 0.00 0.00 0.00 0.00 0.00 490.00 0.00. 0.00 0.00 0.00. 0.00 15 0.00. 0.00 0.00 0.00 0.00 0.00 - 490.93 127.08 0.00 0.00 0.00 - 3113.80 16 0.00 0.00 0.00 0.00 0.00 0.00 -491.70 -166.89 0.00 0.00 0.00 -2991.11 ,************',END OF DATA FROM. INTERNAL: STORAGE * * * * * * * * * * ** 34 ; FINISg * * * * * *. * * * * * * ** *.END OF STAAD - III * * * * * * * * * * * * * * * * * * * DATE = 'DEC 13,1996 TIME= 9:50:36 * * * *************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** For questions on STAAD - III /ISDS, contact: *. RESEARCH ENGINEERS, Inc at Ph: (714) 974 -2500 Fax: (714) 921 -2543 *. ***** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IIM BEAM CONNECTION* PROPERTIES PREPARED HY P.S.Ttingey DRAWING NO. r, R 31JAN.'94 --- REVISION NO. DATE BY 1 _ MODEL TOTAL BEAM MOMENT CAP. fb S NEGATIVE MOMENT DEVELOPED ALLOWABLE SEISMIC MOMENT 0 BEAM/COLUMN CONNECTION BEAM 6" BKT. CAP. rliKT. LB020 8.303 1.661 11.043 3 5.2 0 55.76 L9030 14.118 2.823 18.777 35.20 55.76 L8035 19. i 30 3.826 25.443 35.20 55.78 LBC30 26.718 5.343 35.535 35.20 55 LBC35 31.736 6.347 42.209 35.20 55.76 LBC40 38.693 7.738 51.462 35.20 55.76 LBC45 45.554 9.111 60.587 35.20 55.76 LBC50 53.500 10.700 71.155 35.20 55.76 LBC55 61.978 12.395 62.431 35.20 55.76 LBC55A 83.548 16.709 111.119 35.20 55:76 LBC60A 95.215 19.043 126.636 35.20 55.76 LBF356 19.021 3.804 25.298 35.20 55.76 LBF354 23.330 4.666 31.029 35.20 55.76 LBF404 28.730 5.746 38.211 35.20 35.20 55. 1 55.76 LBF454 34.575 6.915 45.985 1 LBF453 _ 40.393 8.078 _ 53.723 35.20 55.76 ' ■12:1+ (-1 f wts,s i wtip0 r 4 1 20 .123.10 g --•1 g SONIC PLISS1 METRICAL r SEISMIC MMUS VERTICAL VERTICAL scsiac LATERAL COMBINED f 11 Gc A kr - -tr VeAsi 44P, 2 #4.-" cis..itco_02 g /32 -I. 1.-- = 27.9 4 2s,7c7)41.53 4 < 11 $ BEAWIRACKET MOMENT' CAPACITY ALL 42notg. 6" THREE PIN BRACKET = fu. A = 40(.09281) = 3.712K P2= 2.75/4.75(3.712) = 2.149K P3= .75/4.75(3.712) = .586K MOMENT 4.75(3.712)+2.75(2.149)+.75(.586) = 17.63+5.909+2.93 = 26.46 k —In. NORMAL STRESS 26.46(1.33) = 35.20k—In. SEISMIC STRESS PRIPARRD BY P.S.Ttrigew DAM 16 JAN.'92 NO. A DRAWING NO. RIVDRON DA= 13APR.'92 8" FOUR PIN BRACKET '6 BY PST Po = fe. A = 40(.09281) = 3.712K P 4.75/6.75(3.712) = 2.612K P2 = 2.75/6.75(3.712) = 1.512K P3= .75/6.75(3.712) = .412K MOMENT = 6.75(3.712)+4.75(2.612)+ 2.75(1.512)+.75(.412) = 25.05+1241 +4.16+.309 = 41.92 k—In. NORMAL STRESS 41.92(1.33) = 55.76k—In. SEISMIC STRESS 8 6 13/32 DIA -1■-•" 11/32 DIA 11/16 5/8 DIA-40-14 2 NET AREA= — • D = 09281 2 4 C1010 COLD HD QTY. fu.=40K (A8111 A564-79) ,,Transverse sfi . 77N V. 51■ 46 S. - T84.30 A1.0. 4Q4 5 rack 62 Roust - 'T'A 5 Le._ - ,$N4•■•••0 5 o C44 -- 4:71....*- 7 'PA ‘Gaw... # A t-e_ fria:ortAre — r1 Longitudinal 4 ` 4.11 • 1 */1— 144y 5 5rsw LE rt -•-•,": •,,' IA . giooi METAL TECH., INC. ▪ • •.. ' • • .• • • • • • • se • • • t b. • . • 4, 6 4 . • • • IJ (;• PUNCHING SHEAR • as G.1S v b d 2.7 Co /5 Is • 5 1 as, •■••So---,111* .4 SI■ - to. 2 NOM 110115 0151115151Y. 51/11 M. TOE MAW NOME • •''. '• • SiAli BENDING A . .::• ...'' • * 1 = - girt t . i . am c. • bh a S i . Z. (egi) Z ;,..,. 6 4. ......)c- ,, = L ,„€:.c. ‹ . $ 14 ) .'" it % ...V. 1 5' 97 2 t . M / .597 22,i/ psi 1 6, 7 2. MIN 21. 12. rz% re/ 1.1 6 b04 ( + k 7 c) ) ( C;) / 3 ::44.7sr,t • FOOT PLATE DESIGN (TRANSVERSE) --,- Max Vf!s.i -t ESKi.nag- . is „ 6,16 4 I.41 = 7.8 S -14 i s A w• 4 X 5-1" am 22 in' Effective 9i9 1 L_14. I" • 224 .1— ) 1S.4. 31. • 4 t 15,247 in. < .375 in. Base Plate ANCHORAGE (LONGITUDINAL) /44/o4. 2 P.,- G.513 - 1.4.7 4. co m. moussil rstaUas point OS. V 6 (2 ) + P ( 511 ) > 4.9/(4)4 96(511)> ANCHOR BOLTS . 7,ul Go it.p RIO*. kop Dia X 2.4" F,.,,& 5 E p e rk •640-t- • 3 / / L BEsi4•_./. Pe • • • < Yoo r. • 7 :.• .4- '2.4 < ,6rateno) rig) 07, . 14 • • Nita sio•-• pecrtwart. 16-0 Roo 16, 41 K 2 .66 0 1 r 1,00in 1 P 821 5 •33 4 .27 3 .20 2 .13 1 .07 73% 0 g SEISM LOADINGS SPECIFIED C.G. U.B.C. SECTION 2312 & STD. 27-11 8 7 -4-.15 6 5 .11 4 -0-.09 3 2 -8-.04 1 -.0-.02 70% 0 6 5 4 -.19 3 .14 2 1 --s-.05 72% 11 .17 10 .18 10 .15 .16 9 .14 8 .15 8 7 .14 7 -s-.11 .11 6 -•-.09 5 .09 5 -s-.08 .07 4 3 .05 3 2 .04 2 -8-.03 .02 70% 1 -6-.02 70% p5 33 2 . 1 .17 d"- 78% 7 .25 6 5 -•-.18 4 3 -o-.10 2 -0-.07 71% PREVIED BY P. ViNGEY DATE 15FE891 NO. 1 DATE DRAWING NO. R'-_i REVISION 1 8 .22 7 .19 6 .17 5 .14 4 .11 3 --'-.08 2 .05 1 .03 71% 12 -ma- .15 11 10 --.13 9 -0-.11 8 7 -8-.09 6 5 4 -a-.05 3 -4-.04 2 1 69% 4--.4 3 .3 2 .2 1 .1 75% 0 EA Pull Over Strength, kips = P„„,„ = 1. 5 tld d < 0. 50 ". 16 ea, 18 ga. 20 ea. 22 ga. Z4 ga. 26 ea. G8 ga. Q- 1.61 1. 26 0. 0.60 0.86 0.64 0 54 _ 1.68 1.33 1.00 0.83 0.67 0.56 1.74 1.38 1 0.86 0.69 0.56 1 1.54 1.16 0.96 0.77 0. 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For bar joists and structural steel, a tensile strength (F of 58 ksi was used which is the lowest value for A36 steel. For gage supports, F = 45 ksi was used which is the lowest provided in ASTM A653 Structural Quality grade 33. Deck materials fumished in gages 24, 26 and 28 are usually grade 80 steels which use a tensile strength (F of 60 ksi as limited by the AISI specifications. Either pull Uplift Va SCREW Iues for ED DECK a Screw Size #10 #12 1/4 0.190 0.210 0.250 now. head 61.a 0.415 or 0.400 0.430 or 0.400 0.480 or 0.520 Averdge tested tensile st rength, kips 2.56 3.62 .,.1 • 4.81 Pull Out. Strength, kips = P rior , = 0.85tydFu; Metal th,ikiict, = t M1u 0.135 UV: 116461J 1.12 SP } : . W4 1k UI 1.29 ; r r -• 0.050) Note In oui Whig catalog `Steel Decks for Floors and Roofs', the tables on pages 33 and 35 are In the wrong place. Contact us tot the needed corrections or contact us for a copy of the corrected publication. NICHOLAS J. IIOLIRAS, INC. PO. BOX 662, 475 SPIINGFIEI D AVE. SUMMIT, NEW JERSEY 07902 -0662 (908) 277.1617 Please clrpte 11133 out of the screw or pullover of the deck will normally control. The values are based on the equations provided by the AISI Specifica- tions (1986 with addenda). These specifications call for a safety factor of 3 to be applied to the table values. However, for tem- porary wind Toads, a one third load increase is appropriate. If it is known that the tensile strength of the support steel or the sheet steel is greater than the values used for the tables, the tabulated ultimate strengths may be increased by a straight line ratio. K ey Li Fu = 60 ksi Li Fu = 45 ksi Fu = 58 ksi ftW.Nr( 611 LN MODEL NO. OTY REOD FASTENERS (TOTAL) TO PLATES UPLIFT ALLOWABLE LOADS PARALLEL TO PLATE (Fr) PERP. TO PLATE (F2) TO RAFTERS (133) (160) (133) (160) (133) (160) H2.5 1 5.8d 5-8d 415 N/A 150 N/A 150 N/A H5 1 4.8d 4-8d 455 465 115 WA 200 N/A H1 1 6.8dx11/2 4.8d 490 585 485 N/A 165 N/A LTS12 1 6.10d 6.10d 775 N/A 75 N/A 125 N/A H2.5 2 10.8d 10-8d 830 N/A 300 N/A 300 N/A H10 1 8.8dx11/2 8.8dx11/2 905 920 585 N/A 525 N/A H5 2 8.8d 8.8d 910 930 230 N/A 400 N/A H1 2 12.8dx1'/2 8.8d 980 1170 970 N/A 330 N/A MTS12 LTS12 1 2 7.10d 12 -tOd 7.10d 12•tOd 1000 1550 N/A WA 75 75 N/A WA 125 125 N/A N/A H10 2 16.8dx1' /2 16.8dx1 z/2 1810 1840 1170 N/A 1050 N/A N/A MTS12 2 14.10d 14.10d 2000 N/A 75 N/A 125 MODEL NO. OTY map FASTENERS (TOTAL) ALLOWABLE LOADS TO RAFTERS TO PLATES UPUFT PARALLEL TO PLATE (F11 PERP. TO PLATE ( (133) (160) (133) (160) (133) (160) H4 1 4.8d 4-8d 360 N/A 165 N/A 160 N/A H3 1 4 -8d 4-8d 455 N/A 125 N/A 160 N/A H4 2 8 -8d 8 -8d 720 N/A 330 N/A 320 N/A LTS12 1 6 -10d 6 -10d 775 N/A 75 N/A 125 N/A 1-13 2 8-8d 8-8d 910 N/A 250 N/A 320 N/A MTS12 1 7 -10d 7 -10d 1000 N/A 75 N/A 125 N/A LTS12 2 12 -10d 12.10d 1550 N/A 75 N/A 125 N/A MTS12 2 14.10d 14.10d 2000 N/A 75 N/A 125 N/A t. �.. v.-........ �. w. i:.'. A1' t'ST.YnTi.:1.•tit{:t.a >.+"'�.'. SIMPSON St.rongTie 1t4 I^l , .i:Y4is+'S:Li'i TRUSS /RAFTER TO CMU SINGLE TOP PLATE , !;.;; +rr. 'n:••.0 my ,roe rwmrrtt, n,=..WA:251022Arrr:Lt srr,g.,;I IS. .�,. 1. "WA" in the tables means the product is test limited. The 60% load duration increase cannot be taken on a test limited product. This would violate the code-required 3 times factor of safety. " —" in the tables indicates that the product has not been tested in the particular load direction listed. TRUSS /RAFTER TO CMU DOUBLE TOP PLATE 8 1. "N/A" in the tables means the product is test limited. The 60% load duration increase cannot be taken on a test limited product. This would violate the code- required 3 times factor of safely. " —" in the tables indicates that the product has not been tested in the particular load direction listed. C t. k v EASTER ELECTRIC BUSINESS McCONKEY �� -- -- 7 U!.- .lC.,.ya RE EIVED CITY •F TUKWILA JAN 1 5 1997 / / I 'lees 'Sy • re `~ e1Gp\\ ` ���N ti 4 f ..,y / '�,� °•9 "Zs_v6 . a D411•0001 pn: ^Or ) $ • • i .• ,Pobbiee s 7 - Sta ccncter'• re.hoare 7G: ,•..: • s. T,r/ii • • .: F ;?. f • o {J1 <" C.D • I ^s • ;9 . I r . Ji �+ •;rte .ria •.I Six Robbles Inc. 11010 Pacific Highway S. Seattle, WA 98168 Pallet Racking Installation Exlst s 'Conc. Bldg.. Wall ASC SU Deck CF7/8' or < ecft 2'x8 a PurUns -DF/Larch GrAtl 26' -7 1/4' Six Bobbles Inc. 11010 Pacific Highway S. Seattle, WA 98168 Pallet Racking Installation 3' 23' • 7' Transverse Anc, tea 1/2'x 24' thd. rod per Column 9' 1' Six Rabbles Inc. 11010 Pacific Highway S. Seattle, WA 98168 Pallet Racking Installation 1-264/36 viOilg§f Roof Co' rng LBF 404 -106' "\-- 8' 4 pin Bk lower bean only 'x 24' thol. rod _Arm 9 12 Bays 109' a/c = 109`-3' a/o Longitudinal 5'-0' Six Robb les Inc. 11010 Pacific Highway S. Seattle, WA 98168 Pallet Racing Installation, C = 23'-0" ples) 1 )S \ 1 I'l ASSOCIATES mNsmmwimptuots .; . A l'It0WESSICIN11.; : ' ...„-, , • 2030 FIRST AVENUE , ' . 11.3.13.1101 (2001 ni.inirs SIATE 203 •,. ; '.. :. .. • , .. : :I? \ V. 32(M,) 2.(11 ' • .'. •:. ':' .. CORI1)RATIIES ' ' , : SRATTI,E. WASIIINI; I ON 318121 Mitch:Si::1997 Six Robblees Inc. 11010 Pacific Highway South Seattle, WA 98168 Attention: Mr. David Robblee Regarding: 97-T-01 (Six Robblees Dear Mr. Robblee: We have received additional information on the proposed project to review for . compliance with the structural portions of the 1994 Edition of the Uniform BUilding'Code as adopted and amended by the Washington State Building Code (Chapter 51-30'WAC). We have no additional Comments We have forwarded the drawings and calculations to the City of Tukwila for their records. Please .forward a copy of this letter to the structural engineer at Lodi Metal Tech., Inc. Very truly yours, ROBERT FOSSATTI ASSOCIATES, Crys 1 Kolke CLK:2 cc: Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 -CYXPI Inc.-Pallet .Racking Installation)., RFA #97102- 97 .doc RECEIVED MAR . 06 1997 COMMUNITY DEVELOPMENT R O B E R T • l'( )H \. � ,. , A S S O C I A T E S CONSl9 TING I N111NEI :RS January 29, 1997 Six Robblees Inc. 11010 Pacific Highway South Seattle, WA '98168 Attention':' Mr. David Robblee Dear Mr. Robblee: I'RIIFESSIONA1. 2030 FIRST AI'h \I'E SIiRV'ICI* . . SUITE 203 CIIRPORXI'ION SEATTLE. %ASIIINGTII\ 90121 Regarding: 97 -T -01 (Six Robblees Inc. - Pallet. Racking Installation) RFA $97102 -01 We have received information on the proposed, project to review for compliance with the structural portions of the 1994 Edition of the Uniform Building Code as adopted and amended by the Washington State Building Code (Chapter 51 -30 WAC). Our comments follow: .. 1KLHPIW \E 1'31111 3 FA\: 1'201II 2:111 •II1'17 RECEIVED JAN 3 0 1997 COMMUNITY DEVELOPMENT 1. Complete Structural Notes should be provided on the.drawings .our review. The assumed allowable soil bearing pressure should also be noted. 2. The cover page of the calculations calls for welding. It does not appear that welding will occur at the roof. If welding is to occur, the drawings should clarify that all welding will be performed by WABO certified welders. 3. How is the roof diaphragm connected to the purlins? Additionally, calculations should evaluate the capacity of the diaphragm, considering its connections, to resist lateral forces. 4. Provide an adequate load path for lateral forces from the roof to the foundation. We are especially concerned with the connection of the roof diaphragm to the racks. We do not see direct connections for lateral forces in the transverse or longitudinal directions. 5. Calculations should evaluate the adequacy of the H -4 clips against uplift forces. 6. The drawings should indicate the roof slope. 7. Details should be provided to clarify the connection at the foundation. a) The elevations. show two 1/2" diameter x 24" threaded rods at each column. Are these epoxy grouted to the existing foundation? Complete Structural Notes should address each type of element used for this project. .Refer to Section 1809.3. b) Calculations should be provided to evaluate the adequacy of this connection for uplift forces due to overturning. Refer to Section 1603.3.5. Cry stal Kolke R obert Fossatti Associates Consulting Engineers 2212 Camas Circle S.E. Renton, WA 98055 City of Tukwila John W. Rants, Mayor Department of Community Development Steve r # Lancaste D irec t or Dear Crystal Kolke: Please do structural review per U.B.C., 1994 Edition. Sincerely, 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax- (206) 41-3665 COPIES DATE NO. DESCRIPTION 2 - RE: Re, A/ 44E S. --- ' ir..R.77 fic..ar/41,.. C.01.0 frAut2 D 'L ' r..!. exrRA 7 — 4c141442 Molex Acr$ 4. i" . e:',A - 44e4yr-ri- 5e--.4.4-4. V./Lit.'s — /,=AIN/EZ7 P:tv4 - i A'0 /- :::•Ad.siS • DATE „ .... / 4 ... 1 JOD NO. ATTENTION RE: Re, A/ 44E S. --- ' ir..R.77 fic..ar/41,.. C.01.0 frAut2 D FabrQating Manufacturing Engineering TO /5 /La. . 7:97y GENTLEMEN: WE ARE SENDING YOU Attached O Shop drawings 0 Prints O Copy of letter 0 Change order THESE ARE TRANSMITTED as checked below: REMARKS O For approval O For your use O As requested O For review and comment O FOR BIDS DUE )1:34-> ?44y W7L.E0 COPY TO A-Atr L001 METAL TECH., INC. 213 S. KELLY St LETTER OF TRAMMITTAL LODI, CA. 95240 • 209-334•2500 O Under separate cover via O Plans 0 Samples the following Items: 0 Specifications O Approved as submitted 0 Resubmit copies for approval O Approved as noted 0 Submit _copies for distribution O Returned for corrections 0 Return corrected prints r 19 0 PRINTS RETURNED AFTER LOAN TO US - re> PR. *E_P" APEX— P41-44s., s 4, T441.,47- •-••• Pda s d v;;e4 .-ri CO rib i. ‘5 14... el- 4-.■% - • ,,/ RECEIVED nay OF IUKWILA • , JAN 1 5 1997 PERMIT 'CENTER 02/03/1997 10182 (Ze•C) 000-(790-90J 0011$ (n9 uiAl LC' hG I • • .... 'Rom TAYLOR EQUIPMENT SER/IJA...... 4313605 Avidsla ai. Howa .2 4titta /hV/ emol-Bi • NO.I.ONINSVAA AO 31VIS •:.:----) V Sv MV1 AEI aaavoud sv aat1isi9a8 51 NO3H 3V drL1. £HJ. St S311:11SIICINI CINV 800V1 IO J.NNUI:IVd3C1 " -.56613011111111=ri . • • • .• • • •. ••■ •••• • P.01. ''OTAL P.01 ...I..: •,•.....s.•,••• • t 3' -0" 1 I 12 Bays Roof' a 109' o/c + 3" = 109' Overhang -3" 2 Exist, Concrete Building Nall 22' 12 Man Vew Tv fl v / 2K - s � @ 109 o/c Longlitud nal k - o/a ._.i l.o s v 3/16 V I/2 MET 2 HOLEA S 1/2 BASE PLATE TO COLUMN DETAIL B A51? / Co>_UM1.I -. UPI 7 2C' 4 3r- 2 6 , /26 A tea : / ?'x 24' tHd rcd -/ Ro Cov 9' 1' Load Beams ng LBF 404 -106' ` - 8' 4 pin Bkt . Lower beam on;y 1 (: 7 /H' o F45-r0.4 / *16,4' 4w4r r 40 3/16 12 u 4 2 V2 3/16 1 1/2 BASE, 3/8 THK A36 MILD STEEL r2 3/4 3/4 A5 P.- A Co4 t -6$ 2 iZd>n24'1 Moo, Sun- :rxnnC , 2 /i; U IZIG.HT A•cN -ko ClE orL1z. S14 EP, tz, OuEY (No UPLIFT) THESE DOCUMENTS REVIEWED FOR CONFORMANCE WITH THE FOLLOWING ORDINANCES *STRUCTURAL PFR UNIFORM BUILDING C,D- ❑ NON- STRUCT-JRAL PER UNIFCFM 3L "'!'I I:C C`_'DE WAC 51- 20 BAHRIER -FREE h_:.ULATIGNS THE APPLICANT IS RESPONSIBLE FOR CONFORMANCE WITH ALL APPLICABLE ORDINANCES SUBJECT TO REQUIREMENTS AND INTERPRETATIONS OF THE GOVERNING AUTHORITY. °J Dete I • 4' Date Out S. � B U 40DI METAL TECH. INl 213 S. Kcily St. P.O. Boa 967 Lod, CA 9524E BRACKET ASSEMBLY 10. DESIGN CRITERIA: Six Bobbles Inc. 11010 Pacific Highway S. BEAM SECTION .075 THv AS TM Aso GP50 TY LBF404 -104 BEAM ASSEMBLY BASE 2 REOD Loading - Vertical L.L. = 1,800 lbs. per pallet " Snow = 30 psf Lateral Wind = 100 mph Tb1 16 -1 " Seismic Zone III Materials - Steel Racking - ASTM A -570 Fy = 50 ksi Steel Roofing " " Fy 36 ksi Wood Roof Framing - D.F./Larch gr.# 1 Bolts ASTM A -307 Asphalt Concrete Slab - F'c = 500 psi Subgrade Class 4 Tb1 18 -1 -A = 1,000 psf (used) Design - UBC 1994 �..,6�,,//� !!!!!2HIIIIi +1u4i \■!!••••!!!!! ! -1111111 �s ��ll #1/ �Illlllln ' Seattle, WA 98168 r °I °ES 12.09.9?- CovERE.D PALLET 1 R,Actc, FEB 071997 ST ®R o ck E. Co.n, �1sn _ - 2_7_17 ?.✓ En= 5 — LM30 -t �;, w/ 3/8 x 4 x 7 FOOTPLATES s FRAME ASSEMBLY GENERAL NOTES Sw.E_riT° COLUMN 2 PEOD DIAGONAL PEOD STRUT REDY vP BEAM & COLUMN HSSEMBLY NOTES: RACK DESIGNED AND FABRICATED PER, 1. 1994 UNIFORM BUILDING CODE - CHAPTER 22 DIVISION VI SECTION 2231 - SEISMIC ZONE 4 2. A.N.S.I. MH 16.1 - 1990 (RACK MANUFACTURERS INSTITUTE - SPONSOR). 3. CITY OF LOS ANGELES APPROVED FABRICATOR LICENSE #01244. 4. WELDED PER A.W.S. D 1.3 BY WELDERS CERTIFIED PER AWS STANDARDS WITH L.M.T. FULL TIME AWS CERTIFIED WELDING INSPECTOR. 5. WELD WIRE USED IS 045 "DIA CERTIFIED BY CWB TO AWS A5.18 (ER70S -3) AND AWS A5.17 (EM13K). 6. RACKS SHALL BE INSTALLED WITH A MAXIMUM TOLERANCE FROM THE VERTICAL OF 1 INCH IN 10 FEET OF HEIGHT. RACKS SHALL NOT OBSTRUCT EXIT DOORS, PATHS TO EXITS AND EXIT ILLUMINATIONS. 0W NEC Zs.� J. //_eA �o. k- 3 70 3 /NC . RECEIIVEF°