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Home My WebLink AboutPermit D97-0342 - BERNARD IMPORTS - MEZZANINECity of Tukwila 1 -- Parcel No: 032304 -9167 Address: 11020 EAST MARGINAL WY S Suite No: Location: Category: ARET Type: DEVPERM Zoning: MIC /H Const Type: Gas /Elec.: Units: 001 Contractor License No: Permit Center Authorized Signature:_ Print Name) -.� *1( GLd DEVELOPMENT PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 (206) 431 -3670 Permit No: D97 -0342 Status: ISSUED Issued: 12/23/1997 Expires: 06/21/1998 Occupancy: STORE UBC: 1994 Fire Protection: NONE Setbacks: North: .0 South: .0 East: .0 West: .0 Water: SEATTLE Sewer: VAL VUE p Wetlands: Slopes: N Streams: OCCUPANT BERNARD IMPORTS Phone: 206 -762 -7300 11020 EAST MARGINAL WY S, TUKWILA, WA 9.8168 OWNER MCCONKEY DEVELOPMENT CO C/O HIATT DEBBIE, 4040.168TH'AV NE, REDMOND WA 98052 CONTACT RICH FISHER Phone: 206,859 -8408 18715 EAST VALLE HY, KENT WA 98032 CONTRACTOR '`DACQ Phone: 253 -656 -4505 18715 E VALLEY HY, KENT WA 98032 k***************************************************** * * * * * * * * * ** * * * * ** * * * * * * * * * * * ** Permit Description: CONSTRUCTION OF 600 SF CUSTOM BUILT MEZZANINE. k * * * * ** ************* ** * * *; * * * * * * * *** * * * * * * * * * * * * ** * * * * ** * * * * * * * * * * * * ** Construction Valuation: $ 11,000.00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /S.idewalk /CSS: N Fire Loop Hydrant: N . No: Size(in): .00 . Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Cut: Fill Landscape Irrigation: N Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: N No:. Sewer Main Extension: N Private: N Public: N Storm Drainage: N Street Use: N Water Main Extension: N Private: N Public: N k**************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 292.84 k*************************************** 4************* * * * * * * * * * * * ** * * * * * * * * * * * * * * * * *, Date: "(i ?7 2 1 I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development per it. Signature :I. Dat ejc2 -3.4 7 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. CITY OF Tl.li•WILA:.;" 1040 EAST, MARGINAL; `WY Permit ;.No: D97-'.034 Status. ISSUED ied: :10/23/1997 Issued: 12/23'1997 * " k' k4• k. k• k' k'* k, t k4 *' kkkk: k* *kkkkkk4A4kk *.44kkt1 *k kk :i e Adore Suite Tole GEVPERM tcir�ce l :# 032304. - 1'67 4 k:krk N.4 •k k•4 k•k•4,'* 4•k"k * k•4 4•k•k k'4 4 'eritit Condition s. No .'chan+ge ; wi 1 l.` be; grade: to .tire p:l ans, un l es- r ~ohit,ei.r cir Erig irneer and Che' TuirwilaButl.d.ina Uiv_i t ect is :shall be '�ibi~�r:i`ned tt�rror+�h the Washington :. State Divis.ion.of L ; ot� and Industt ley ani alj ele ica1 Nock will be inspected by tr+at i�+ eriojr: r 43 6630 Al,l, permits, ins:pec: ppr! ve+i p1 an shall available sty ; the . iob it.e pr:i'ar `to the st r" .c�'t art`s' con strtrct1on t;These �iocun►en are .to be "mai'it he..e.and cvai`l:_ able until ;f inai'' i; ns ect; a. pprovai ' i'a gr ^:artt`e, �l;i` mechan 'cal wort :sha`l:l be: under seriar gate: permit. he, Gity Hof Tukwila • } • X1;1 qtr uctu;r'al wel shal ".b� dame by. W .A B ..l�, cer t welders' an�i sp'eci�al insp,eoted' (UBC - Sec. :306(a)5Y When p ti 'ir) p "ect is r~e,quIred `either the c +w.ner ar 4h1t or ertgirteer �h.11 r` "t no, ifv tote .Tc0;i4.1la. B ti i „dirty Div "is on cif. a ppointment of the inspec ticirti. a Syr i.or.; t the 4f bui ld'iri+g :i p "et iurt Copi of" all special • inspection + r epor-ts shall. be sttb i. red to the But 1 d.i ng Di:v;ision fry, a filnlelv Rc�p r�ts contai • addres , project n�aii►e ''p rmiC.,number and type ,'ot ..in�” ec~ticrrt being,, p'.er•formed, :' The' pecia l inspec to " r sh l l submit a final :signed report stab►' wheth the 'wor tc' "'i'Oquir� "i.ri ,p r1til thspec Dion wa • to thr' ,`bemot 'o " ".t inspector 's knowledge, in • conformance tai :t :l�'`appr cued : pi lsans. and specifi "and -the app,1` i c abl e: workma :t i' .hip 4rov,i:sions of-the: All constructi'on 't_o • be done in conformance: with approved p lain , and 'r- egcr,,i remen.,ts of the ' Un i f :Rio :11 ri `" :Co de • (1994 - Ed ft a, 'amended Uniform Mechat)ic; 1`'hi de,,:(:1994.Eciiti on) ; end Erier +qy Coda. (1994 'Edi,ti`on) Y Va"l i d i ty of ,Per nti t The issuance of a perm t t o r hPpr cta iNiT plans_,. spec. - locations ,and computations shall not strued to :be ,a termit for or' 'an. approval of, any. :'rto.l"at ion of any of the provisions '.;the bir i l ci o, it g c,ie or i� 'arty .other ordt"nance of the Jura: dict '` No pernit "pt ~esuming to give authority: to violate err- .cancel : the p0v i:S i bos of th i s code shail be val Project Name/Tenant �: eAJA2t� l • PO t'S ,t (( Existing use: Retail El Restaurant ❑ Multi- family ❑ Warehouse ❑Hospital 3 ❑ Church ❑ Manufacturing ❑11 Motel /Hotel ❑ Office El School/College/University te! Other ,4 _rro St-lop /.4Q - o 5.4-L- 5 Value of Con t;ucti n:' Will there be a change of use? ❑ yes ' no Site 1 I 0av . M A- 26,ItU4LluA( City State /Zip: . t.'1 5I /rte' Tax Parcel Number: 0 3a.30 7 Property Owner: 'f f36 Area of Construction: (sq. ft.) & 60 Phone: 76 c) - 736 0 Street / /6t;C) 4• /�2C61//V4L- /A►4 . City State /Zip: - 71.2 /b,c/ Fax #: "MO — 7 s o D Contractor: +4c 0 Phone: e., S -- SiS6 g Street / 7/ S" X45 r V4 Lc & j 4-a3 �i Address:, , City State /Zip: ©3� Fax #: Cog -(AS Architect: A- v / Phone: Street Address: City State /Zip: Fax #: Engineer: D6T/�b k • 6 `T /c Ui i C ousi6 Pho ', r•9 /�J `76 - -/ 6 Street Address: City State /Zip: / 6 770 was Vi c_. f7 . e-h.1 iFo2uti , Cu . :_s - Fax z//0 7g c - ( 7 0 Contact Person: / D4 L 0 '� I. 0-4 .-- 5 1-1&- Phone: g � 9— &/c) Street Address: City State /Zip: i g7/S N74'`r v4 L c_.-q iievcs k&,r 5gOS=.).. Fax #: SS 7 -909-3 Description of work to be done: C SI-Crivt VI C.- 7' 5Te L/ 7 E 2- `z.4iv NJ 0 /�S`>�L 11 CrN P 902 r ,t (( Existing use: Retail El Restaurant ❑ Multi- family ❑ Warehouse ❑Hospital 3 ❑ Church ❑ Manufacturing ❑11 Motel /Hotel ❑ Office El School/College/University te! Other ,4 _rro St-lop /.4Q - o 5.4-L- 5 Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family El Warehouse ❑Hospital ❑ Church ❑ Manufacturing El Motel /Hotel ❑ Office ❑ School /College /University RI Other S4v/ e A-S A-EclU e Will there be a change of use? ❑ yes ' no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? El yes 21 no ��pp11 automatic fire alarm 4 none El other (specify) Existing fire protection features: El sprinklers El ta Building Square Feet: / .2 SO 0 existing Area of Construction: (sq. ft.) & 60 Will there be storage of flammable /combustible hazardous material in the building? El yes till. no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets CITY OF T'KWILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 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 mail or facsimile. / / O CD, iL- APPLICANT. REQUEST FOR PUBLIC WORKS:SITE/CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined by the Public Works Department) ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): El Land Altering 0 Cut cubic yds. 0 Fill cubic yds. El Sanitary Side Sewer #: ❑ Sewer Main Extension El Storm Drainage El Street Use ❑ Water Main Extension ❑ Water Meter /Exempt It: Size(s): 0 Deduct El Water Meter /Permanent # Size(s): El Water Meter Temp # Size(s): Est. quantity: El Miscellaneous ❑ Flood Control Zone ❑ Hauling ❑ Landscape irrigation O Private 0 Public O Private 0 Public 0 Water Only gal Schedule: Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: n r� -`1• Date application expires: L Application taken by: (initials) PLEASE SIGN BACK OF APPLICATION FORM CTPERMIT.DOC 1/29/97 BUILDING OWNER OR AUTHORIZED AGENT: Signature: �-^ _ Date: /0/ 3 A. .. Print name: P--11--1--17-- Phone: Fax S•S -9v //� Address g 7 /S 46T 1,/ hrcu City /State /Zip c� v ' - , ({/4 ie0.,� ALL COMMERCIAUMULTI -FA MI TENANT IMPROVEMENT/AL TS ION PERMIT APPLICATIONS MUST SUBMITTED WITH THE FOLLO G: ➢ ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER ➢ ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN ➢ BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Complete Legal Description El ❑ 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). Four (4) sets of working drawings (five(5) sets for structural work), 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 El El 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. Cl ❑ 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 ❑ Washington State Non - Residential Energy Code Data 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. Cl ❑ 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 Contractor Registration ". 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. CTI'11 MIT.DOC 1 /29/97 292 r84 292134 .;00 * kAA 4 , -A*J * * Amount '174.75 113.59' 4.50 *A. * * *.1 *•k*r ;fir �Akk1* At * *A 1 R(iN S MIT .Number•. R 0b 0 Amoui7 "t. 29 G4 10/2 avraent Me CHI C:I( 'tto.tation t) ICI ArDER , 5011, CO• Init`z`:�[AB.; • eriu1t Naa 097 03'3`' type 0RYPEI2M. p'EyEL0PMIzt1T PERMIT Parcel ._Ho a 0;3.2304 - 9167 ite Addi e.. 11020 CAST MAR GINi -L NY:`5. Toi:al Fees:.. • T.ota1 •AL1.• ta•: • Ra1arc k *•k *k * *fi• # **A k * *4 *A4*`Ak*4 ** * ,t* ' *:l FAQ *:kA *A ,t': *k :A Accou'nt':Code•:: i)epc'r ipt.ipn 'I3IJILDIN.G t1QNR`t5.` PLHN" CIIECK' -: NON.RES A*:k*A•4* %* A*** t t;t****4 'r r .ITY OF tUKW1I:.A:,.'WA. 000/322.100 000%345 ;.b30 0O0i386' 90C STATE `13UT.LOING SURCHARGE . COMMENTS: INSPECTION NO.;., . CITY OF TUKWILA BUILDING DIVISION • • 6300 Southcenter Blvd., #100, Tukw'la, WA 98188 PERMIT NO. )304431-3670 Project Type of inspectio Address: to called: Special instructions: Date wants r O �� a.m. �� Requester: tied Pho �%tJt�'�,72 J Approved per applicable codes. 1 1 Corrections required prior to approval. I Inspe 11 $42.00 REINSPECTION FEE. REQUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspectlon. Receipt No.: Date: . I ' ) COMMENTS: INSPECTION NO.;., . CITY OF TUKWILA BUILDING DIVISION • • 6300 Southcenter Blvd., #100, Tukw'la, WA 98188 PERMIT NO. )304431-3670 Project Type of inspectio Address: to called: Special instructions: Date wants r O �� a.m. �� Requester: tied Pho �%tJt�'�,72 J Approved per applicable codes. 1 1 Corrections required prior to approval. I Inspe 11 $42.00 REINSPECTION FEE. REQUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspectlon. Receipt No.: Date: Prole : I ,l 049,116-ter I - 11 1 X12- Type of inspectio •- ,A rh ► rJ Address: e / flOC) 4 4.ie ate called: J Special instructions: 7 Date wanted: y - 7 . a.m. Requester 0 / Phone No.: 7t0a =73 • INSPECTION RECOR 1 Retain a. copy with ker. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ,697-03(.1 PERMIT NO. (206) 431 -3670 n Approved per applicable codes. IXCorrections required prior to approval. COMMENTS: NS11ni (2) . cF B/L'i u'.iG. ()#J _ O t A G 30 #0 -z- t,.AC . Si(.N ) {V 4 .00 0L. ?UwcI -rt), • r 12 d(1 /LS Inspector: Date: 3 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection, Receipt No,: n:.iL: "1 ,N 'yM1S'Ja; 1•Y 34A1 tgWV. ••'' ,V1*1' i'•7' ' T1J 'AJ .f7�Y�i7S4t'rM"Kntq 1 w a� 4w.� 4 i4 :t' ' " +fw''`�f��•R 'i{IJ"YM 4'Lt vf A�'�1 Address C City of Tukwila Fire Department 'TURWILA FIRE DEPARTMENT FINAL APPROVAL FORM ,j;L Retain current inspection schedule Needs shift inspection Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: Authorized Signa ure FINALAPP.FRM 510 Permit ;N T.F.D. Form F.P. 85 Date John W. Rants, Mayor Thomas P. Keefe, Fire Chief `i"\ oNc Lli 1 � C) 7 0 Efas\ M a C'.l \a \ Y S Suite Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 , •.4) • Fee Owner Zonine 1 USE • TYPE OF CONSTRUCTION From. Metel.Prefeb Ordinary Moserry4,0 Mill Construction Class A Rein. Conc. Sim. Steel and Conc. Sinn.. Stool, From. •f QUALITY-TYPE C FOUNDATION Mud Sill 0 Post Piet X ,...„ Conc. 0 Brick Load Ha 0 Piling BASEMENT k ONZ J27.7 iff51111 El Illa ROOF COVERING Es 0111:5111EITNIZES ROOF CONSTRUCTION . FLOOR FINISHES " ' FromoJelst Mill.Eleck 43,9a" - 1f Rein. Cane. ff " 1)0 Stool Fr. Metel,Deck I rue sec 4 Spen Wood Steal /qv.. X4(' SWV/ific Dote Built )?4.. Dote Add. Built Effective Ace 4 • Years De „for Cond. De for Ob. Fit IOW riper Oak . 0 iTG Bells Wells Lino ' Tub R Cement . ;!1.41tvrat, Drain eds. Terms.' • C.nt 'Vanities • Vin . • A spi;olt • 4, Of OF140.11.41 „1:1 Unfinished ORemetleied Future Lilo TOO, De . ler Es; • Total Kir7411ErftebiZri :,;**,•• • OWNER OR CONTRACT Pt/ MICNASEIt DATE 'ILE twwasgst I 11 IRV ES HOSPITAL PR ICE I RENAPIRS . .i .1, TRAIMLICI • - -- - . ';. If . . - • , -,..._.........-- ..- •-• :j , • , : .,.. .. - - RECEIVED • - ' • -•:.- kl.• c..: .% : '• 7' -- 'r :, - : -. *--•:-.. - . 7 - . . - - LI TY e . . - • - . . . OCT 28 199 ,11 0: : : , , : :-.:4: -;.,:::,::1 !;--: , . . . • . - wRamn cant • - - .. ._ _ 5.:11111 -- • - . . . - - • . . . o I— aos LIMIT' • . • ADDITION vale 23 N RANGE BLOCK LOT 1 :4c 'wsare l- BAG 011 B UT OF B MARGDIAL W1I & S Ui OF SEC TB N 1 1 30" W 291.54 TO TPOB TB °ONTO 1/ SECTION • * * DISCRIPETON A : r, hi : • W: 12110" lr TO W. Re h i A S$ESSE D VALUE 1 032304...16 . 7 • 257 1 PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D9i b3'-Id DATE 1245 PROJECT NAME r n ard. +s - Reo (On DEPARTMENT: BUILDING DIVISION aet VENTION PLANK G IVISION ❑ PUBLIC WORKS STRU PERM CO RDINATOR ti REVIEWERS INITIAL REVIEWERS INITIAL REVIEWERS INITIAL C:ROUTE -F APPROVALS OR CORRECTIONS: (ten days) CORRECTION DETERMINATION: DETERMINATION OF COMPLETENESS: (T,Th) DUE DATE 16 -97 COMPLETE [] NOT COMPLETE D NOT APPLICABLE C7 COMMENTS TUES /THURS ROUTING: PLEASE ROUTE Ej NO FURTHER REVIEW REQUIRED El ROUTED BY STAFF El (If routed by staff, make copy to master file & enter Sierra.) DATE I APPROVED C] APPROVED W/ CONDITIONS C] NOT APPROVED (attach comments) Q DATE APPROVED D APPROVED W/ CONDITIONS El NOT APPROVED (attach comments) 0 DATE DUE DATE - 30'f7 DUE DATE (Certificadon of occupancy required. ACTIVITY NUMBER PROJECT NAME DEPARTMENT: BUILDING DIVISION 1 4,,,e PUBLIC WORKS 1 I DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE fl COMMENTS TUES /THURS ROUTING: PLEASE ROUTE n NO FURTHER REVIEW REQUIRED d ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL APPROVALS OR CORRECTIONS: (ten days) APPROVED El REVIEWERS INITIAL CORRECTION DETERMINATION: APPROVED Q APPROVED W/ CONDITIONS REVIEWERS INITIAL DATE C:ROUTE -F PLAN REVIEW / ROUTING SLIP D9 FIRE PREVENTION STRUCTURAL NOT COMPLETE l l APPROVED W/ CONDITIONS vematv:mtstros. mkt* a: DATE D I Z -I 5 - 97 PLANNING DIVISION a PERMIT COORDINATOR 0 DUEDATE pelf) -9 7 NOT APPLICABLE El DUE DATE /a -3o -T7 NOT APPROVED (attach comments) DATE DUE DATE NOT APPROVED (attach comments) 0 (Certification of occupancy required. ) COMMENTS rllxly nts »Mt:Y woolak ststa. os aeeen+ JUrtriw .w++rmtece.nmaaw,w.nt.reie S w+.. tw.w rs fxRNmnawM *Mtriwrimrknnel+ ?ermi4 &,�rd. Cop) 1 PLAN REVIEW /ROUTING LIP ACTIVITY NUMBER D97 -0342 PROJECT NAME BERNARD IMPORTS PARTMIENT: � I ) e 1 Dian I'e (�t 10 ING DIVISION El FIRE PREVENTION R LIAO 0 DETERMINATION OF COMPLETENESS: (T,Th) DUE DATE 10/30/97 COMPLETE l_b] NOT COMPLETE El TUES /THURS ROUTING: PLEASE ROUTE d NO FURTHER REVIEW REQUIRED EI ROUTED BY STAFF [J (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL CORRECTION DETERMINATION: REVIEWERS INITIAL C:ROUTE -F DATE I I APPROVALS OR CORRECTIONS: (ten days) APPROVED El APPROVED W/ CONDITIONS E NOT APPROVED (attach comments) C oc_ cec i- c_-1 er l -4 X :t REVIEWERS INITIAL DATE APPROVED n APPROVED W/ CONDITIONS NOT APPROVED (attach comments) 0 DATE .0u DATE 10/28/97 G DIVISION N `C O ERMIT C O A OR NOT APPLICABLE ❑ DUE DATE 11/13/97 R5n DUE DATE (Certification of occupancy required. ) 4 y, d,', C• r��3 }i;Ftfl1it`i1.t1%Tti 7 mititTA e..Sal'FFiTTI:'til`rcie�i - vsmiJaj;},Jmtititre *ak. ACTIVITY NUMBER D97 -0342 PROJECT NAME BERNARD IMPORTS DEPARTMENT: BUILDING DIVISION le PUBLIC WORKS DETER.M NATI • • COMPLETE COMMENTS ' ROUTED BY STAFF REVIEWERS INITIAL PLAN REV I HW / ROUTING SLIP L� OF COMPLETENESS: (T,Th) TUES /THURS ROUTING: PLEASE ROUTE E NO FURTHER REVIEW REQUIRED (If outed by staff, make copy to master file & enter Sierra.) FIRE PREVENTION E STRUCTURAL n 1 APPROVALS OR CORRECTIONS: (tea days) APPROVED n APPROVED REVIEWERS INITIAL CORRECTION DETERtiANATION: APPROVED Ej APPROVED W/ CONDITIONS REVIEWERS INITIAL C:ROUTE -F DATE Tt NOT COMPLETE E NOT APPLICABLE CONDITIONS J. NOT APPROVED (attach comments) DATE DATE t` DUE DATE DATE 10/28/97 PLANNING DMSION' PERMIT COORDINATOR El DUEDATE 10/30/97 11/13/97 E DUE DATE NOT APPROVED (attach comments) 0 (Certification of occupancy rcqulrcd. ) a,4ff aflj,`�iax•; a�r.y't.`:'• �'t'. ±yYl'' ;1xl:P�: `'.`bi'"±✓�c�'n 1,Si•.�tSti:>S�' glic�,�.,'�+�1 2 i r..`?ii�e T e'fL`t :,lF: ACTIVITY NUMBER D97 -0342 PROJECT NAME BERNARD IMPORTS DEPARTMENT: BUILDING DIVISION pe FIRE PREVENTION E PUBLIC WORKS [J STRUCTURAL REVIEWERS INITIAL APPROVALS OR CORRECTIONS: (ten days) APPROVED n APPROVE ' W/ CONDITIONS REVIEWERS INITIAL CORRECTION DETERMINATION: REVIEWERS INITIAL C:ROUTE -F PLAN REVIEW / ROUTING SLIP :x. ‘7„, DATE DATE C DETERMINATI9N OF COMPLETENESS: (T,Th) COMPLETE j NOT COMPLETE COMMENTS DATE t t DATE 10/28/97 PLANNING DIVISION El PERMIT COORDINATOR 0 4 DUE DATE 10/30/97 NOT APPLICABLE Ei TUES /THURS ROUTING: PLEASE ROUTE E NO FURTHER REVIEW REQUIRED ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) DUEDATE 11/13/97 NOT APPROVED (attach comments) DUE DATE APPROVED Ej APPROVED W/ CONDITIONS E NOT APPROVED (attach comments) 0 (Certification of occupancy tsquired• ACTIVITY NUMBER 1)97 -0342 PROJECT NAME BERNARD IMPORTS DEPARTMENT: BUILDING DIVISION PUBLIC WORKS I DETERMINATION OF COMPLETENESS: (T,Th) • • COMPLE COMMENTS TUES /THURS ROUTIN PLEASE ROUTE fl NO FURTHER REVIEW REQUIRED ROUTED BY STAFF [J (If route' .y staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL APPROVALS OR CORRECTIONS: (ten days) APPROVED [] APPROVED W/ CONDITION I CORRECTION DETERMINATION: APPROVED D APPROVED W/ CONDITIONS • • PLAN REVIEW / ROUTING SLIP FIRE PREVENTION 1111 PLANNING DIVISION STRUCTURAL NOT COMPLETE DATE DATE I Of Z. DATE 10/28/97 DUE DATE 10/30/97 NOT APPLICABLE El DUE DATE 11/13/97 E PERMIT COORDINATOR Q NOT APPROVED (attach comments) Q DUE DATE NOT APPROVED (attach comments) Q ACTIVITY NUMBER D97 -0342 PROJECT NAME BERNARD IMPORTS DEPARTMENT: BUILDING DIVISION [J FIRE PREVENTION PUBLIC WORKS [J STRUCTURAL 1 DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE El NOT COMPLETE E 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 INITIAL ' DATE (c) r / 77 I APPROVALS OR CORRECTIONS: (ten days) APPROVED REVIEWERS INITIAL REVIEWERS INITIAL C:ROUTE -F PLAN REVIEW / ROUTING SLIP APPROVED W/ CONDITIONS I I. NOT APPROVED (attach comments) DATE I CORRECTION DETERMINATION: APPROVED l l APPROVED W/ CONDITIONS DATE PLANNING DIVISION . PERMIT COORDINATOR Q DUE DATE 10/30/97 NOT APPLICABLE DUE DATE DATE 10/28/97 11/13/97 DUE DATE NOT APPROVED (attach comments) 0 Metrification of occupancy required. ) I DEPARTMENT: BUILDING DIVISION L_1 S PUBLIC WORKS • • COMPLETE ❑ COMMENTS • • REVIEWERS INITIAL PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D97 -0342 PROJECT NAME BERNARD IMPORTS 4 DETERMINATION OF COMPLETENESS: (T,Th) TUES /THURS ROUTING: PLEASE ROUTE ❑ NO FURTHER REVIEW REQUIRED ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) APPROVALS OR CORRECTIONS: (ten days) REVIEWERS INITIAL CORRECTION DETERMINATION: APPROVED n APPROVED WI CONDITIONS REVIEWERS INITIAL C:ROUTE -F . FIRE PREVENTION ❑ PLANNING DIVISION ❑ STRUCTURAL ❑ PERMIT COORDINATOR ❑ 41-%-- DATE ID/30 - 2 DATE DATE t DATE 10/28/97 DUE DATE 10/30/97 NOT COMPLETE ❑ NOT APPLICABLE ❑ DUE DATE 11/13/97 APPROVED n APPROVED WI CONDITIONS C NOT APPROVED (attach comments) ❑ ) DUE DATE NOT APPROVED (attach comments) ❑ (Certification or occupancy requited. ) xs� Sincerely, 18715 East Val iighliray' Kent, WA 98032-1241 (425)656-4505 . . 1-800-345-3226 FAX (425) 656-4503 , neceveo • cITY OF TUKINItA PEC.1.5 19 Mr. Bob Benedicto Pei34;117. CENTi City of Tukwila • R Tukwila Building Division 6300 Southcenter Boulevard Tukwila, WA 98188 • Re: Plan Check # D97-0342 Dear Bob: On November 7, 1997 we drilled three holes in the concrete slab in the mezzanine installation area Our findings were that the thinnest drill was 6", second was 6 %" and the third was 9". In light of this finding, we omitted the following notes from the revised, attached drawing: "The slab's ability to support the vertical and overturning bads from the mezzanine columns is not the responsibility of Cubic Designs." Considering the thicker slab, the original calculations should stand as is We hope this revision will be what you need to permit this installation. Thank you for your help in this and consideration with this project 111111100: SINCE 1972 : - • . . • .;.:• ; • • • . December 11, 1997 Rich Fisher Territory Manager RF/acb „ . • KENT • YAKIMA • PORTLAND • SPOKANE iv PAINTED ON HICYG.R0 PAPER T03'/2. i5?rdigQ4 DATE: `L /q SHEET NUMBER(S) SUBMITTED TO: REVISION SUBMITTAL CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 PLAN CHECK/PERMIT NUMBER: )9 7 . PROJECT NAME: Eel-U./A-20 / M P o - r PROJECT ADDRESS: • 1 ' 00 (?7s 426,1 iv ' WA-4 CONTACT PERSON: - RL Gkt- 1 L S i---WZ PHONE: "?"c i -- 2( REVISION SUMMARY: -- C 41-G. �1- -7' 7 Sc4 - 7f-F-/ GFti e - s,S L C. /ti G . "Cloud" or highlight all areas of revisions and date revisions. t. RECEIVED CITY OF TUKWILA DEC 1 5 1997 PERMIT CENTER RECEIVED CITY OF TUKWILA DEC 1 5 197 PEOKIEITTER ;4421,46N, ".∎ rG 9nty r4 3:ias 1«s i`;i7+,i'604e November 10, 1997 Mr. Rich Fisher DACO 18715 East Valley Hy Kent, Washington 98052 Dear Mr. Fisher: City of Tukwila SUBJECT: CORRECTION LETTER #1 Development Permit Application Number D97 -0342 Bernard Imports 11020 East Marginal Wy S Sincerely, c John W Rants, Mayor Department of Community Development Steve Lancaster, Director This letter is to inform you of corrections that must be addressed before your application for development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed review comments from the Building Division. At this time the Fire Department and Planning Division have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431 -3672. Kelcie J. Peterson Permit Coordinator Enclosures File: D97 -0342 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 4313665 November 5, 1997 ' ROjECT NAME: :.`BERNARD IMPORTS A LAN CHECK NO:: D97 -0342 TUKWILA BUILDING DIVISION ;. PLAN REVIEW COMMENTS Contact Bob Benedicto at (206) 431 -3670, if you have any questions regarding the following comments 1 The structural calculations includes an analysis of the existing concrete slab which determines the slab's capacity to resist "slab punch -thru ". The analysis concludes that the slab is O.K. for this purpose. 1- Iowever, note #3 of the mezzanine specifications states: "The slab's ability to support the vertical and overturning loads from the mezzanine columns is not the responsibility of cubic designs." Since we have no information to conclude that the original floor slab was designed to support the gravity and lateral loads of the proposed mezzanine and since no responsibility for the slab's capacity has been assigned, please provide a footing design for each of the mezzanine columns. City of Tukwila Fire Department Fire Department Review Control #D97 -0342 (510) October. 29, 1997 Bernard Imports - 11020 East Marginal Way South Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. Install the following quantity of 2A, 10 B:C "All- Purpose" dry chemical fire extinguishers: (on the mezzanine) Portable fire extinguishers shall be securely installed on the hanger or in the bracket supplied, placed in cabinets or wall recesses. The hanger or bracket shall be securely and properly anchored to the mounting surface in accordance with the manufacturer's instructions. The extinguisher shall be installed so that the top of the extinguisher is not more than 5 feet above the floor and the clearance between the bottom of the extinguisher and the floor shall not be less than 4 inches. Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC Standard 10 -1) Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 5754439 City of Tukwila Fire Department inspection was performed and shall identify the company or person performing the service. (NFPA 10, 4 4-4 and 4-4.3) Every six years, dry chemical and halon type fire extinguishers shall be emptied and subjected to the applicable recharge procedures. (NFPA 10,4-4.1) If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be •required to conduct these required surveys. (NFPA 10A-4-4) 2. No point in an unsprinklered building may be more than 150 feet from an exit, measured along the path of travel. (UBC 1003.4) • 3. All electrical work and equipment shall conform • strictly to the standards of The National Electrical Code. (NFPA 70) 4. Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. Numbers shall contrast with their background. (UFC 901.4.4) Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. Yours truly, The Tukwila Fire Prevention Bureau CC: TED file ncd Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 375-4404 • Fax (206) 57$-4439 lt. t..%"` i5;;' �ti..., �i; ty-' r;= t^: :' :J!.s . ".211, "°k ? s' i•;- 4�i ,,s:}'.c ?,t:�.s_,Ca`n'.',:�r! 'Y _18715 ,18715 East Valley Highway Kent, WA 98032 (206) 656 -4505 1- 800 - 345.3226 FAX (206) 656 =4503 Mr Ken Nelsen Plans Examiner Department of Community Development • City of Tukwila • 6300 Southcenter Blvd., Tukwila,. WA 98188 Based on our numerous conversations concerning Bernard Imports, we have redesigned the mezzanine to standard codes and your variances concerning height and emergency egress situations. As you know, one of the main beams (muting north /south) runs across the mezzanine center and is at 12 feet 5 inches. We have addressed this height problem with a stairway on each side for easy emergency egress. We have designed them with alternative rise and run. The smaller beams (running east/west) are at 14 feet. Here we used a smaller beam height to allow for your variance of 6 foot 4 inches head clearance. We are hoping that this will pass for permitting. Again, I must thank you for the time you have given me concerning this project. KENT :YAKIMA. • PORTLAN 0 PRINTED ON RECYCLED PAPER • .,,,,,.. -•••• . :'�,�`►• 0 RECEIVED CITY OF TUKWILA .0 0T 28 1997: RMIT CENTER DESIGN CALCULATIONS . JOB # 3040 PROJECT: BERNARD IMPORTS LOCATION: TUKWILA, WA DISTRIBUTOR: DACO SEISMIC ZONE:` ECK TYPE 19W4 BAR GRATING (1x1/8 BEARING BARS) PAGE FRAMING: 6CDO4F " (6 IN. DEEP x 3 IN WIDE CHANNEL - 1/4 IN.) 6CD12F (6 IN DEEP x 3 IN WIDE CHANNEL 12 GAUGE) 'JOIST ANALYSIS FOR 6CD12F MEMBERS NIFORM LOAD= 125 PSF(LL) + 5.1 PSF(DECK WT) + 5.0 LBSIFT(JOIST LOAD ACTUAL MOMENT MOMENT: ACTUAL ALLOW . WIDTH MOMENT . CAPACITY ' .INERTIA DEFL. DEFL. (FT) (IN -LBS) (IN -LBS) '(IN ^4) (IN) (IN • 2.77 72476 . ; ' 87430 :. 812 0.569. 0.575 ; _./ FRAMING MEMBER ANALYSIS MEMBER NO.: MEMBER SIZE: MOMENT OF INERTIA: MOMENT CAPACITY: LOAD . UNIFORM WIDTH LOAD (IN) , (LBS/FT) 2.00 2.00 I , „ SHEAR = 0 •••• A : .• ., 1 UNIFORM LOAD: 125.0(LL) + 7.3(DL) = 132.3 PSF BEAM SEGMENT (IN) 28.50 22 30.00 22 30.00 22 30.00 22 26.00 BEAM CLEAR SPAN = END REACTION © 0.00 IN. = END REACTION @ 144.50 IN. = • 6CDO4F 16.913 INA4 198380 IN-LBS DISTANCE POINT. LOAD MEMBER FROM END - LOAD WIDTH LENGTH (IN) (LBS) _ (IN) (FT) 0.00 28.50 58.50 1901 88.50 1901 • 118.50 1885 144.50 144.50 IN. 3854. LBS 3985 LBS 58.5 IN. FROM SUPPORT AT 0.00 IN. 29.75 30.00 30.00 29.75 11.50 MAX. MOMENT AT POINT OF ZERO SHEAR = 165700 IN-LBS < 198380 IN-LBS OK LOAD , UNIFORM BEAM DISTANCE . POINT WIDTH LOAD SEGMENT FROM END .. LOAD ''', ; • . ' (IN) (LBS/FT) (IN) (IN) (LBS) 0.00 39.50 65.50, 105.00 •, .„•: MAX. MOMENT AT POINT OF ZERO SHEAR FRAMING MEMBER ANALYSIS MEMBER SIZE: 6CD12F MOMENT OF INERTIA 8.12 INA4 MOMENT CAPACITY: 87430 IN-LBS UNIFORM LOAD: 125.0(LL) + 6.2(DL) = 131.2 PSF MEMBER NO.. 39.50 • 26.00 39.50 BEAM CLEAR SPAN = 105.00 IN END REACTION @ 0.00 IN -= 2185 LBS END REACTION 105.00 IN = 2185 LBS 52.5 IN. FROM SUPPORT AT 0.00 IN. = 85000 IN-LBS A2 : • • < 87430 IN-LBS LOAD MEMBER WIDTH LENGTH (FT) 11.50 • 11:50 • COLUMN ANALYSIS CLEAR HEIGHT = • h = DECK HEIGHT = 84.25 92.00 ASSUME K = 1.5 (PARTIALLY FIXED BASE; FIXED TOP) Lv = VERTICAL LOAD AREA Pv = VERTICAL LOAD = Lv x (Lr x LL + DL) Lh = AVG HORZ LOAD AREA = • 173 Hv = HORIZONTAL LOAD = .015 x Lh x (Lr x LL + DL) Mv = MOMENT @ TOP = h x Hv SEISMIC ZONE = 3 Z = 0.3 Ps =. SEISMIC VERTICAL LOAD = Pv Hs = SEISMIC HORZ. LOAD = ZIC/R x (Lh x (LL/4 + DL)) Ms = SEISMIC MOMENT @ TOP = h x Hs TRY: TS 5x5x3/16 AREA = • 3.57 INA2 I = 13.70 INA4 r = 1.96 IN t = 5.00 IN 64.5 <= 200 Fy = CHECK AISC 1.8.4: PER AISC 1.5.1.4.4: PER AISC 1.6.1: 46 KSI Kik = PER AISC 1.5.1.3.1: Cc = SQRT{(2*P1^2•29000)/Fy} = Fat = 20.61 KSI KI/r < Cc Fa2 = 35.92 KSI > Cc LL INTERACTION: SEISMIC INTERACTION: CHECK LATERAL DRIFT: LIVE LOAD DRIFT = SEISMIC LOAD DRIFT = SQ FT/ Fb = 0.60Fy = 27.60 KSI F'e = 35.92 KSI LIVE LOAD fav = Pv/AREA = 1.92 KSI fbv = Mv/(1/.5t) = 1.55 KSI ASSUME CRITICAL STRESS @ TOP OF COLUMN Hv x IA3 / 12E1 = Hs x1^3 / 12E1 = fav/Fa + fbv/{(1-fav/F'e)xFb} = fas/Fa + fbs/{(1-fas/Fe)xFb} = *USE TS 5x5x3116 COLUMN TUBE* LL = LIVE LOAD = DL = DEAD LOAD = Lr = LL REDUCTION = 1=1.0 C=2.75 R=6 0.01 " < 0.04 " < 111.6 USE Fa = • • • " PAGE 0.153 < 1.00 0.288 < 1.33 0.42 " (.005 I) 0.42 " (.005 I) 125 PSF 7 PSF 0.80 = 64 SQ.FT. = 6848 # • COL = 5 3 # — 8515 = 6848 # 303 # 27903 "# 20.61 KSI SEISMIC fas = Ps/AREA = 1.92 KSI fbs = Ms/(1/.5t) = 5.09 KSI H. LIVE LOAD = 125 PSF DEAD LOAD = 7 PSF Rw = 6 . PAGE FROM COLUMN ANALYSIS: MOMENT AT (4) BOLTS: CHECK EW CONN: • NS SEISMIC MOMENT = MEns = 27903 IN4 EW SEISMIC MOMENT = MEew = 27903 IN-# t =2 IF BOLTS OCCUR TWICE PER DIRECTION AND t = 1 IF BOLTS OCCUR ONCE PER DIRECTION Mns MEns x (3Rw/8) / t = Mew MEew x (3Rw/8) / t = BOLT SHEAR: 0.750 IN. DIAMETER A307 BOLTS Sh = 3.00 IN Sv = 2.00 IN - FRAMING DEPTH LESS 4" I = (4)(Sh/2)^2 + (4)(Sv/2)^2 = 13 INN 62781 IN-# 31391 IN-# Vv = (Mns)(Sh/2)/I = 7244 # Vh = (Mns)(Sv/2)/I = 4829 # Vr aVv)^2+(Vh)^2)^0.5 = 8706 # • (t = 1) (t = 2) BOLT CAPACITY FROM (2) PLANES OF SHEAR = (2)(4418)(1.7) = 15021 # OK • BEARING CAPACITY OF A 1/4 IN COLUMN TOP PLATE = (0.250)(0.750)(0.9)(50000)(1.7) = 14344 # BEARING CAPACITY OF 12 GA FRAMING = (0.1046)(0.750)(2)(0.9)(50000)(1.7) = 12003 # OK BOLT SHEAR: Vv = (Mew)(Sh/2)/I = Vh = (Mew)(Sv/2)/I = Vr = ((Vv)^2+(Vh)^2)^0.5 = 3622 # 2415 •# 4353 # BOLT CAPACITY FROM (1) PLANE OF SHEAR = (1)(4418)(1.7) = 7510 # BEARING CAPACITY OF A 1/4 IN COLUMN TOP PLATE = (0.250)(0.750)(0.9)(50000)(1.7) = 14344 # OK OK OK BEARING CAPACITY OF 12 GA FRAMING = (0.1046)(0.750)(1)(0,9)(50000)(1.7) = 6001 # OK _ 68413 ALL = (12 t "2) / 6 x 1.6 x SO RT(fc) (12) (5.0 "2) / 6 x 1.6 x SQ RT(2500) 4000 IN-# 333 FT -# ALLOW. SOIL PRESSURE = 1000 PSF = BEAR.(soil) 9.80 IN BEAR.(soil) x (X ^2 / 2) = 1000 x X ^2/2 = 333 X= 0.82 FT = SOIL CONTACT AREA = Pv / BEAR.(soil) = 6848 / 1000 31.40 1N. MIN. B = M -X -X = 11.81 IN. MIN. D = N - X - X = 11.81 IN. 6.85 SQ.FT. = 986 SQ.IN. 31.40 IN. (MxN) USE 12,00 IN. x 12.00 IN. BASE PLATE OK STAIR HEIGHT = STAIR RUN = STAIR WIDTH = TREAD DEPTH = 92 IN. 99. IN. 37 IN. 9 IN. SHEAR CAPACITY OF (4) 1/2" DIA. GRADE 5 BOLTS AT TOP = (4) (.126) (15000) = 7560 # SHEAR AT TOP = ( 1/2) (3.08) (10.9) (120 PSF) = 2015 # STAIR SIDE PANEL SLAB OR FLOOR ANCHOR 3x3x1/4 ANGLE AT BASE OF STAIR WITH (2) 1/2" DIA. EXPANSION ANCHORS INTO SLAB OR FLOOR FASTEN 3x3x1/4 ANGLE AT TOP OF STAIR TO MEZZ. FRAMING WITH (4) 1/2" DIA. GRADE 5 BOLTS SHEAR CAPACITY OF (2) 1/2 " ANCHORS AT BASE OF STAIR = ( 2) (7350) = 14700 # OK (BY INSPECTION) S _/ STAIR CHANNEL PROPERTIES 10CD11D (DEPTH - CD - GAGE - W) Fy = Blank = C= t= W= D = m =2.5t = d =D -m = w=W -2m = c =C -2m = COMPRESSION FLANGE: w = 1.402 50000 PSI 15.62500 IN 10.00000 IN 0.11960 IN 2.00000 IN 1.04090 IN 0.2990 IN 0.7419 IN 1.4020 IN 9.4020 IN w/t < S AND w/t > S/3 = 10.36 "OK" la = 399t ^4Q(w /t) /S}- .33} ^3 = 0.000008 D = 1.0409. n = 0.500 d/t = 6.203 d/t < 60 "OK " Is = dA3t/12 = 0.004070 D/w = 0.742 0.8 >= D/w > 0.25 k = (4.82- 5(D /w)](Is/lay'n +0.43 <= 5.25- 5(D /w) = 1.538 Is > la AND D/w < 0.8 THUS: STIFFENER NOT A SIMPLE LIP w/t = 11.722 < 90 "OK" I = 1.052/100.5x(w /t)x(f /E) ^0.5 = 0.409 SINCE 1 <= .673, b = w, FLANGE FULLY EFFECTIVE COMPRESSION STIFFENER: k = 0.43 d/t = 6.203 ASSUME f 3 = 50000 PSI I = 1.052/100.5x(d/t)x(f3 /E) ^0.5 = 0.410 EQ.B2.1 -4 NOTE: f 3 AND THUS 1 ARE ACTUALLY LESS SINCE I <_ .673, d's = d = 0.7419 ds = d's(Is/Ia) <= d's = 0.7419 E w/t = 11.722 STIFFENER LIP FULLY EFFECTIVE S = 1.28(E/Fy)^0.5 = 31.09 d = 0.7419 r =2t - 9 =.037r 3 ',_ = 1 EQ.B4 -1 B4.2a CASE II EQ.B4.2 -6 B1.1a3 EQ.B4.2 -9 B1.1a1 EQ.B2.1 -4 EQ.B2.1 -1 EQ.B2.1 -1 EQ.B4.2 -11 B1.2a EQ.B2.1 -4 EQ.B2.1 -3 STAIR CHANNEL PROPERTIES (Cont'd) - 10CD11D fl = (C /2- m) /(C /2)xFy = 47010 f2 = 41 = -47010 y = f2/f1 = -1.00 k = 4 +2(1- y) ^3 +2(1 -y) = 24.00 = C -2m = 9.402 h/t = 78.6 < 200 "OK " I = 1.052/100.5x(h/t)x(f1 /E) ^0.5 = 0.674 SINCE I > .673, p = (1- .22/I)/1 = 0.999 be = ph = 9.397 b2 = be /2 = 4.699 b1 = be /(3 -y) = 2.349 b1 +b2 = 7.048 h/2 = 4.701 (COMPRESSION. PORTION) SINCE b1 + b2 > h/2, WEB FULLY EFFECTIVE MOMENT INERTIA Ix = (t03)/12 = 8.283 + (wt ^3)/6 = 0.000 + ((C- t) ^2•wt)/2 = 8.185 + (td ^3)16 = 0.008 + ((C- 5t- d)^2dt) /2 = 3.327 + 4.768t ^3 = 0.008 + (C- 2.4521) ^2*pi 1^2 = 4.234 24.046 INA4 YIELD POINT INCREASE DUE TO COLD WORK OF FORMING: FLANGE,LIP,AND WEB FULLY EFFECTIVE - OK C' = (2txPI) /(2txPl +w) = 0.349 Fuv /Fyv (MINIMUM) = 1.20 Fyv = 50000 PSI Bc = 3.69(Fuv /Fyv)- .819(Fuv /Fyv) ^2 -1.79 = 1.459 m = .192(Fuv /Fyv) -.068 = 0.162 R = 1.5t Fyc = BcFyv /(R/t) ^m = 68284 PSI Fya = C'Fyc + (1 -C')Fy = 56380 PSI Mx = .6Fya x Ix / .5C = 162700 IN -LBS Wt = 6.51 LBS /FT CHECK STAIR STRINGER CHANNELS: LIVE LOAD = 100 PSF DEAD LOAD = 20 PSF Mx = (100 +20) x (3.083/2) x (10.89) ^2 x 12 in/ft / 8 = 32909 IN -LBS < 162700 IN -LBS EQ.A5.2.2 -3 EQ.A5.2.2 -4 EQ.A5.2.2 -2 EQ.A5.2.2 -1 OK . END REACTION IN (2) 3/8" DIA. BOLTS = 300# (MAX.) SHEAR CAPACITY OF (2) 3/8" DIA. BOLTS = (2) (.375'2 x 3.14 / 4) (.3 x 36000) = 2390# OK TREAD THICKNESS = 0.060 IN • • TREAD CAPACITY: • • . • . • , " • • " •.•.d" C. G. 16 GA FLOOR PLATE STIFFENER LATE - IGNORE RETURN LIP •• • COMPONENT DIMENSIONS AREA = A d A x d A(d-d)^2 lo X Y BOTTOM FACE 1.000 0.060 0.060 1.783 0.107 0.117 0.000 FLANGES 0.060 1.693 0.202 0.906 0.183 0.056 0.048 TOP FACE 9.000 0.060 0.538 0.030 0.016 0.067 0.000 0.800 0.306 0.240 0.049 d' = 0.306 / 0.800 = 0.383 IN. I = 0.240 + 0.049 = 0.288 IN.A4 S Pot = 0.288 / (1.813 - 0.383) = 0.202 IN.A3 M cap = 0.202 x 0,60 x 33000 = 3991 IN.-# M act = 300 x 33 / 4 = 2475 IN.-# OK 4t = ( 1.50 / COS 31 ( 1.5 ) ( 1.5 ) 4 2 / 3 = 3.375 IN.A3 5989 / 3.375 = 1775 # / IN. < 3 x 928 = 2784 # / IN. CHECK STAIR HANDRAIL CONNECTION: ■•• , • • , , FROM PRINT, RAIL UPRIGHT IS 1 1/2" x 1 1/2" x 11 GA (46 KSI) SQUARE TUBE WITH WELD (3/16") ALL AROUND • • **' LATERAL LOAD APPLIED AT CENTERLINE OF TOP OF STAIR HANDRAIL (HT. = 33 IN.) = 50 LENGTH OF STAIR HANDRAIL ALONG TOP = 10.9 F NUMBER OF STAIR HANDRAIL UPRIGHTS = 3 M = ( 50 )( 10.9 )(33 )/(3) - 5989 IN.-# ., . . ,.. , . • Sx OF 1 1/2" x 1 1/2" x 11 GA TUBE = [ 1.50 ( 1.50 .12 x 2 )^4 ] / ( 6 x 1.50 ) = MCAP = ( 0.282 ) ( .66 x 46000 ) = 8560 IN.-# CHECK WELD: S = bd + dA2/3 STRESSwELD CHECK MEZZANINE HANDRAIL CONNECTION: (TOP -OF -DECK MOUNTING) FROM PRINT, RAIL UPRIGHT IS 2" x 2" x 12 GA (46 KSI) SQUARE TUBE WITH 3/16" WELD ALL AROUND LATERAL LOAD AT CENTERLINE OF TOP RAIL = • 50 # / FT HEIGHT ABOVE DECK TO CENTERLINE OF TOP RAIL = .741.00., IN. MAXIMUM SPACING BETWEEN RAIL UPRIGHTS 7.25 FT. = ( 50 ) x ( 7.25 ) x ( 41.00 - .375 ) = 14727 IN -LBS Sx OF 2" x 2" x 12 GA TUBE = [2.00 - (2.00 - 2 x .109) / (6 x 2.00) = 0.493 IN Mcap = ( 0.493) x ( .66 x 46000) = 14967 IN -LBS OK CHECK WELD: Sx = bd + d /3 = (2) (2) + (2) = 5.33 IN WELD STRESS = 14727 / 5.33 = 2763 #1 IN < 3 x 928 = 2784 # / IN OK CHECK BOLT SIZE: USE 3/8" DIAMETER GRADE 2 BOLTS BOLT TENSION = 14727 / 5.5 = 2678 # = 1339 # / BOLT BOLT CAPACITY = ( .078 IN ) x ( .6 x 36000) 2" x 2" TUBE = 1685 # /BOLT OK CHECK BASE PLATE THICKNESS: MpI =[( 6.75- 1.375- 2.00 - .625)x(2678)]/2 (DOUBLE PLATE CURVATURE) 3682 IN -LBS 6 3/4" x 6 3/4" PLATE THICKNESS > [(6 x 3682) / ( .75 x 36000 x 6.75 )J A .5 = 0.348 IN USE 3/8 IN x 6 3/4 IN x 6 3/4 IN PLATE 1 3/8" 5 1/2" givoigfralatkaredS a" • i '" 13 4.^]r'`i I'I 6 1V.4/i . iB g,9 .o.V i g12.i l:: "13=rig74,g V.75 ; 416t KW/KPL -19.4 KW/KPL -19.2 .l.t/ Bari ':1 . .22 3 "4 , 61/iii' )7 8 9% 10 /,e 12 13 14 15911e 16 17 3 /16 Bar: ' 1% 2s /e •' 3 4 6% 7 8 9 /18 10% 12 13 114 15% 16 18 tVsof:Eais 17it aszliti91412044tfettig224 ;i2321t2411 25 I1i^26227+ 028111',t29ii 30 i* Kw/KPL 19 or KWMPL -19.2 1 /e Bar 19 20 21 22 23 25 26 27 /16 28 29 31 32 33% 34 35 3 /e Bar 19 20 21 22 23 25 26 27/2 28 29 31 32 33 34% 35 13 y • s ' Br• ' . ; !`�!� ?,Z il , . 4 sl' t ' : ''" `S)IR1bOi t 11!( :i5 • 4 �` 1 2hr. ;Weight ti ' Uiislsq.R. S j •P� �' Oi PAN O F BR G. BAR NOTE: When grating with serrated bearing bars is specified. r. . 2 0 .(LGTH. r' " 2.6 3,_0. 3,_6. r " r " . 4 -0 . 4 -6 . the depth of grating reouired for a specified load should be 114- greater than that snown in the bad table. NOTE: Spans and loads to tne,r4pgLo1 the heavy line exceed a deflection of 114- for uniform ioads•of 1000isq. ft. which provide safe peaestnan comfort, but can be exceeded for other types of Maas at the disc etton of the engineer. Material: ASTM A.569 standard; ASTM A.570 available on specficatIon. • 3/4" X 1/8' 19 - 4 - 32 '4.0 "4.3 .1 U D 366 .096 234 .150 163 .216 120 .295 92 72 .386 .484 C D 366 .077 293 .120 244 .173 209 .235 183 .307 163 .389 19 -2-32 •4.6 ••4.9 3/4" x 3/16" 19 -4 -33 '5.6 "6.4 • .183 U 0 549 .096 351 .150 244 .216 179 .294 137 .383 108 .482 l5' -0" "' _ ., 5 - 6" . 5, " -0 U - Safe Uniforrn Load in lbs. Per sq. tt. C Safe Concentrated Load in lbs. per loot of Grating Width. 0- Pelleaianininches. C 0 549 439 366 314 275 244 1 19 -2 -33 '6.3 "71 U D .077 . 648 .072 .120 415 .112 .173 288 .162 .236 212 .221 .308 162 288 .389 128 .364 104 .451 86 .546 • 72 .647 _ 1 "X1/8 19 -4 -42 '5.1 "5.4 216 C D 648 .057 518 .090 432 .129 370 .176 324 .230 288 .291 259 .359 236 .435 216 .517 19 -2 -42 '5.7 "6.0 1 "X3 /16" 19 -4-43 '7.3 "8 325 U 0 975 .072 624 .113 433 . 162 318 .221 244 .289 193 .366 156 .451 129 546 108 .648 325 j6' - 5 " .520 7 - 0" • - C 0 975 780 650 557 488 435 .292 390 .361 355 .437 19 - 2 - 43 ' 8.0 "8.7 U 0 .0 1017 .058 .090 651 .090 .130 452 .130 .177 332 .177 .231 254 .231 201 .293 163 .362 134 .435 113 96 .520 .609 83 .708 1 -1 /4" X 1 /8" 19 -4 -52 '6.1 "6 339 C D 1017 .046 814 .072 678 .104 581 .142 509 .185 452 .234 407 .289 370 .350 339 313 .416 .488 291 .560 19 - 2 - 52 '6.8 "7.2 • 1 1/4'x3/16" 19 -4-53 '8.9 •'9.7 .507 U 0 1521 973 .058 .090 676 .130 497 .177 380 .230 300 .291 243 .359 201 .435 169 144 .518 .508 124 .705 8':0" g' -0" C 0 1521 1217 1014 869 761 676 .233 608 .288 553 .348 507 468 415 .487 435 .565 19 -2 -53 . 9'6 •'10.4 U 0 .046 .072 1464 937 .048 .075 .104 651 .108 .141 478 .147 .184 366 .192 289 .233 234 .299 194 .363 163 139 .433 .508 120 .590 92 .772 72 .967 1- 1/2 "X /8" 19 -4 -62 '7.3 ^7.9 .488 C D 1464 1171 .038 .060 976 .086 837 .118 732 .153 • 651 .194 586 .240 532 .290 488 450 .345 .405 418 .470 366 .614 325 .770 19 - 2 - 62 '7.9 "8.5 1 -1/2 ' X 3/16' 19 - 4 - 63 •10.6 "11 730 U 0 2190 1402 .048 .075 973 .108 715 .147 548 .192 433 .243 350 .300 290 .364 243 207 .431 .506 179 .589 137 .769 108 .971 C 0 2190 1752 .038 .060 1460 .086 1251 .118 1095 .154 973 .196 876 .240 796 .290 730 674 .346 .406 626 .471 548 .615 487 .778 19 - 2 - 63 11.2 '12.4 1- 3/4'X3/16' 19 -4 -73 '12.2 ^13.5 994 U 0 2982 1908 .041 .064 1325 .093 974 .126 746 .165 589 .208 477 .257 394 .311 331 282 .370 .434 243 .503 186 .657 147 .832 C 0 2982 2386 .033 .051 1988 .074 1704 .101 1491 .132 1325 .167 1193 .206 1084 .249 994 918 .296 .348 852 .403 748 .527 663 .667 19 - 2 - 73 '129 .. 1 42 2" X3/16 19 -4 -83 '13.9 " 15.1 1 ' � 9 U D 3897 2494 .036 .056 1732 .081 1272 .110 974 .144 770 .182 624 .225 515 .272 433 369 .324 .380 318 .441 244 .577 192 .728 C D 3897 3118 .029 .045 2598 .065 2227 .088 1949 .115 1732 .146 1559 .180 1417 .218 1299 1199 .259 .304 1113 .353 974 .461 866 .583 19 '14'5 ^15.7 2 X 3/16" 19 - 4 - 93 '15.4 "16.7 U 0 4932 3156 .032 .050 2192 .072 1610 .098 1233 .128 974 .162 789 .200 652 .242 548 467 .288 .338 403 .392 308. .512 244 .649 C D 4932 3946 .026 .040 3288 .058 2818 .078 2466 .102 2192 .130 1973 .160 1793 .194 1644 1518 .230 .271 1409 .314 1233 .410 1096 .518 19 - 2 - 93 16'1 ' "1 7.4 1.644 2 x 3/16" 19-4 -103 '17.1 ^18.3 2 029 U 0 6087 3896 • .029 .045 2705 .085 1988 .088 1522 .115 1202 .146 974 .180 805 .218 676 570 .259 • .304 497 '.353 380 .460 301 .584 Ni 6087 4870 •. 023:.'.036 4058 .052' 3478 .071 3044 .092 2705 .117 2435 .144 2213 .174 2029 1873 .207' - .243 1739 , .282 1622 .369 1353 .467 19 -2 -103 '17.7 "18.9 WELDED 1- 3/16" CENTER TO CENTER OF BEARING BARS ' ' YLM•HIZ' " depends on panel width, cross bar selection mill tolerance and manufacturing tolerance. • ' " .• PANEL WIDTH:CHART N.INC IMENSIONS. SHOWN ARE OUT TO OUT OF BEARING BARS • t. f.. STATIC LOAD TABLE - Loads & deflections are theoretical, based on a maximum allowable fiber stress of 18,000 PSI, E = 30,000,000 PSI. •KW °KPL • . . FRAMING PROPERTIES 6CD12F (DEPTH - CD - GAGE - W) Fy= 50000 PSI Blank = 13.62500 IN C= 6.00000 IN t= 0.10460 IN W= 3.00000 IN D= 1.23090 IN m =2.5t= 0.2615 IN d =D -m= 0.9694 IN w =W -2m= 2.4770 IN c =C -2m= 5.4770 IN COMPRESSION FLANGE: w = . 2.477 w/t = 23.681 w/t < S AND w/t > S/3 =10.36 Ia = 399t ^4 {[(w /t)/S }- .33) ^3 = 0.003842 D = 1.2309 n = 0.500 d = 0.9694 d/t = 9.268 d/t < 60 * *OK ** Is = d'3t /12 = 0.007941 D/w = 0.497 0.8 >= D/w > 0.25 k = [4.82- 5(D /w)](Is /Ia) ^n +0.43 <= 5.25- 5(D /w) = 2.765 Is > Ia AND D/w < 0.8 THUS: STIFFENER NOT A SIMPLE w/t = 23.681 < 90 * *OK ** 1 = 1.052 /k^0.5x(w /t)x(f /E) ^0.5 = 0.617 SINCE 1 <_ .673, b = w, FLANGE FULLY EFFECTIVE COMPRESSION STIFFENER: k = 0.43 d/t = 9.268 ASSUME f3 = 1 = 1.052 /k^0.5x(d /t)x(f3 /E) ^0.5 = 0.612 NOTE: f3 AND THUS 1 ARE ACTUALLY LESS SINCE 1 <= .673, d's = d = 0.9694 ds = d's(Is /Ia) <= d's = 0.9694 STIFFENER LIP FULLY EFFECTIVE WEB: fl = (C /2- m) /(C /2)xFy = f2 = -fl = y - f2 /f1 = -1.00 k = 4 +2(1- y)A3 +2(1 -y) = h =C -2m= 5.477 h/t = 52.4 < 200 * *OK ** 1 = 1.052 /k^0.5x(h /t)x(fl /E) ^0.5 = 0.442 SINCE 1 < .673 OR 1 = ..673, p = 1.000 be = ph = 5.477 b2 = be /2 b1 = be/(3-y) _ bl +b2 = 4.108 m lft:v45 a4Vmmetssftw∎rc+W4M..,v x + IlFkG rtx iwt ioaoi 45642 -45642 24.00 2.739 1.369 h/2 = 2.739 (COMPRESSION PORTION) SINCE bl + b2 > h /2, WEB FULLY EFFECTIVE S=1.28(E/Fy)A0.5= * *OK ** LIP r*•2t g -.537r I.a.149ra =11.192t PG. I? 31. tJ'S" EQ . B4 -1 B4.2a CASE II EQ.B4.2 -6 B1.1a3 EQ.B4.2 -9 B1.1a1 EQ.B2.1 -4 EQ.B2.1 -1 50000 PSI EQ.B2.1 -4 EQ.B2.1 -1 EQ.B4.2 -11 EQ.B2.3 -4 B1.2a EQ.B2.1 -4 EQ . B2.1 -3 EQ.B2.3 -2 EQ.B2.3 -1 FRAMING PROPERTIES(Cont'd) 6CD12F (DEPTH - CD - GAGE - W) Blank= 13.62500 IN C= 6.00000 IN t= 0.10460 IN W= 3.00000 IN D= 1.23090 IN m =2.5t= 0.2615 IN d =D -m= 0.9694 IN w =W -2m= 2.4770 IN c =C -2m= 5.4770 IN = (tc ^3,) /12 +(wt ^3 )/ 6 +((C- t)A2 *wt) /2 +(td ^3)/6 +((C- 5t- d)A2dt) /2 +4.768t ^3 +(C- 2.452t)A2 *pi *tA2 1.432 0.000 4.503 0.016 1.030 0.005 1.134 8.120 INA4 YIELD POINT INCREASE DUE TO COLD WORK OF FORMING: FLANGE,LIP,AND WEB FULLY EFFECTIVE - OK C' = (2txPI) / (2txPI +w) = 0.210 Fuv /Fyv (MINIMUM) = 1.20 Bc = 3.69(Fuv /Fyv)- .819(Fuv /Fyv) ^2 -1.79 m = .192(Fuv /Fyv) -.068 = 0.162 R = 1.5t Fyc = BcFyv /(R /t) ^m = 68284 PSI Fya = C'Fyc + (1-C')Fy = 53834 PSI Mx = .6Fya x Ix / .5C = 87430 IN -LBS Wt= 4.97 LBS /FT BEARING CAPACITY AT ENDS = (t^2)K(C3) (C4) (CT) (179 -.33 (c /t)) (1 +.01(w /t)) 1000 2546 LBS 4577 LBS K= C3= C4= CT= 1.515 0.830 0.925 1.000 Fyv = 50000 PSI 1.459 Fy /33 1.33 -.33K 1.15- .15(1.5t/t) r=2t g -.637r I =.149r 3 =1.192t PG. 17 NOTE:SINCE ALL ELEMENTS OF SECTION FULLY EFFECTIVE, Ix AT RIGHT CAN ALSO BE USED IN DEFLECTION CALCS. EQ.A5.2.2 -3 EQ.A5.2.2 -4 EQ.A5.2.2 -2 EQ.A5.2.2 -1 (NO HANGER OR COL. TOP REINF.) (HANGER OR .COL. TOP REINF. - 't = t + 0.5 x hgr or col top thickness) = 0.1420 IN r 6CDO4F (DEPTH - CD - GAGE - W) Fy= 50000 PSI Blank = 13.00000 IN C= t= W= D= m =2.5t= d =D -m= w=W -2m= c =C -2m= d = d/t = FRAMING PROPERTIES 6.00000 IN 0.25000 IN 3.00000 IN 1.50000 IN 0.6250 IN 0.8750 IN 1.7500 IN 4.7500 IN COMPRESSION FLANGE: w = 1.750 w/t = w/t < S /3= 10.364 b =.w, FLANGE FULLY EFFECTIVE COMPRESSION STIFFENER: k = 0.43 d/t = 3.500 ASSUME f3 =. 50000 PSI 1 = 1.052 /k /t)x(f3 /E) ^0.5 = 0.231 NOTE: f3 AND THUS 1 ARE ACTUALLY LESS SINCE 1 <= .673, d's = d = 0.8750 ds = d's = 0.8750 STIFFENER LIP FULLY EFFECTIVE WEB: fl = (C /2- m) /(C /2)xFy = 39583 f2 = -fl = -39583 y = f2 /f1 = -1.00 k = 4 +2(1- y) ^3 +2(1 -y) = 24.00 h =C -2m= 4.750 h/t = 19.0 < 1 = 1.052 /k^0.5x(h /t)x(fl /E) ^0.5 = SINCE 1 < .673 OR 1 = .673, p = be = ph = 4.750 b2 = be/2.= bl = be/(3-yY = bl +b2 = . 3.563 SINCE•bl + b2 > 0 (NO EDGE STIFFENER REQUIRED) 0.8750 3.500 d/t < 60 * *OK ** ti. 200 * *OK ** 0.149 1.000 2.375 1.188 h/2 = 2.375 (COMPRESSION PORTION) h /2, WEB FULLY EFFECTIVE PG. Zu r=2t g =.637r 1,=.1491 =1.192t 7.000 S=1.28(E/Fy)A0.5= 31.09 EQ.B4 -1 * *OK ** B4.2a CASE I EQ.B4.2 -2 B1.1a3 EQ.B4.2 -3 EQ.B2.1 -4 EQ.B2.1 -1 EQ.B4.2 -4 EQ.B2.3 -4 B1.2a EQ.B2.1 -4 EQ.B2.1 -3 EQ.B2.3 -2 EQ.B2.3 -1 FRAMING PROPERTIES(Cont'd) 6CDO4F (DEPTH - CD - GAGE - W) Blank = 13.00000 IN C= 6.00000 IN t= 0.25000 IN W= 3.00000 IN D= 1.50000 IN m =2.5t= 0.6250 IN d =D -m= 0.8750 IN w=W -2m= 1.7500 IN c =C -2m= 4.7500 IN Ix = (tc ^3)/12 = 2.233 +(wtA3)/6 = 0.005 +((C- t)A2 *wt) /2 = 7.232 +(td ^3)/6 • = 0.028 +((C- 5t- d)A2dt) /2 = 1.642 +4.768tA3 = 0.075 +(C- 2.452t)A2 *pi *t ^2 = 5.698 YIELD POINT INCREASE DUE TO COLD WORK OF FORMING: FLANGE,LIP,AND WEB FULLY EFFECTIVE - OK C'= (2txPI) /(2txPI +w)= 0.473 Fuv /Fyv (MINIMUM) = 1.20 Fyv = Bc = 3.69(Fuv /Fyv)- .819(Fuv /Fyv) ^2 -1.79 = m = .192(Fuv /Fyv) -.068 = 0.162 R = 1.5t Fyc = BcFyv /(R /t)Am = 68284 PSI Fya = C'Fyc + (1 -C')Fy = 58649 PSI Mx = .6Fya x Ix / .5C = 198380 IN -LBS Wt= 11.33 LBS /FT BEARING CAPACITY AT ENDS = 13437 LBS 17684 LBS K= C3= C4= CT= 16.913 INA4 1.515 0.830 0.925 1.000 NOTE:SINCE ALL ELEMENTS OF SECTION FULLY EFFECTIVE Ix AT RIGHT CAN ALSO BE USED IN DEFLECTION CALCS. 50000 PSI 1.459 = (t )(179- .33(c /t))(1 +.01(w /t))1000 Fy /33 1.33 -.33K 1.15- .15(1.5t/t) PG. 21 r-2t g -.637r 1,=.149r =1.192t EQ.A5.2.2 -3 EQ.A5.2.2 -4 EQ.A5.2.2 -2 EQ.A5.2.2 -1 (NO HANGER OR COL. TOP REINF.) (HANGER' OR TOP REINF. — t . = =t ,+ 0.5 x hgr or col top thickness) = 0.2874 IN .1(4 n F', (k Ai) E n' P. (ksi) K!, T F'. ( K!4 n F', (kui) K!. n' F'. (ksi) K!4 n P. (Icai) 21 338,62 61 67.41 81 22.76 111 12.12 141 7.61 171 5.11 22 308.54 62 '66.23 82 22.21 112 11.90 142 7.41 172 6.05 23 282.29 63 63.16 83 21.68 113 11.69 143 7.30 173 4.99 24 259.26 64 61.21 84 21,16 114 11.49 144 7.20 174 4.93 25 238.93 65 49.37 85 20.67 116 11.29 145 7.10 175 4.88 26 220.90 66 47.62 86 20.19 116 11.10 146 7.01 176 4.82 27 204.84 67 46.96 87 19.73 117 10.91 147 6.91 177 4.77 28 190.47 68 44.39 88 19.28 118 10.72 148 5.82 178 4.71 29 177.66 69 42.90 89 18.85 119 10.65 149 6.73 179 4.66 30 165.92 60 41.48 90 18.44 120 10.37 150 6.64 180 4.61 31 155.39 61 40.13 91 18.03 121 10.20 151 6.55 181 4.56 32 145.83 62 38.85 92 17.64 122 10.03 152 6.46 182 4.51 33 137.13 63 37.62 93 17.27 123 9.87 153 6.38 183 4.46 34 129.18 64 36.46 94 16.90 124 9.71 154 6.30 184 4.41 35 121.96 65 35.34 95 16.55 125 9.56 155 6.22 185 4.36 36 116.22 66 34.28 96 16.20 126 94.1 156 6.14 186 4.32 37 109.08 67 33.27 97 16.87 127 9.26 157 6.06 187 4.27 38 103.42 68 32.29 98 1'0.55 128 9.11 168 5.98 188 4.23 39 4,61 69 31.37 99 15.24 129 8.97 159 5.91 189 4.18 40 .98.18 93.33 70 30.48 100 14.93 130 8.84 160 5.83 190 4.14 41 88.83 71 29.62 101 14.64 131 8.70 161 5.76 191 4.09 42 84.65 72 28.81 102 14.35 132 8.57 162 5.69 192 4.05 43 80.76 73 28.02 103 14.08 133 8.44 163 5.62 193 4.01 4.1 77.13 74 27.27 104 13.81 134 8.32 . 164 5.55 194 3,97 45 73.74 75 26.55 105 13.54 135 8. 19 165 5.49 195 3.93 46 70.57 76 25,85 106 13.29 136 8.07 166 5.42 196 3.89 47 67.60 77 25.19 107 13.04 137 7.96 167 5.35 197 3.85 48 64.81 78 24.54 104 12.80 138 7.84 168 5.29 198 3.81 49 62.20 79 23.93 100 12.57 139 7.73 169 5.23 199 3,77 50 59.73 80 23.33 110 12.34 140 7.62 170 5.17 200 3.73 Main and Secondary Members IC /r not over 1I0 , Main Memberi • Kilt 121 to 200 Secondary Members' Or 121 to 200 K2 r...- r, (kit) :XI or.- r.!l (ksi) Xi F. r (kit) Kl F. r (kit) XI r F. (kit) L r F.. (kit) 1 r P.. (kst) 1 27,54 4123.15 11 17,92 121 10.20 161 5.76 121 10.25 161 7.25 .2 27.4 42:•23.73 '12 17;14 122 10.03 162 5.69 122 10.13 162 7.20 3 27.42 '41 `13 17.57 123 9.17 163 5.62 123 10.02 163 7.16 { 27.36 44 {23.4 ' '$4 17.39 124 1.71 164 5.55 124 9.91 164 7.12 S 27.30 45 11.31 85 17.21 125 9.56 165 5.49 125 9.10 165 7.08 6 27.23 46123.2:2 16 17.04 126 9.41 166 5.42 126 9.70 166 7.04 7 17.16 47 .23.09 17 16.16• 127 9.26 167 5.35 127 9.59 167 7.00 1 27.09 48;22.96 11 16.67 121 9.11 161 5.29 121 9.49 168 6.96 9 27.02 49.'22.13 419 16.49 129 1.97 169 5.23 129 9.40 168 6.91 10 26.95 60 ;22,70' 90 16.31 1.30 1.14 170 5.17 130 9.30 170 6.19 11 26.17 51 ' Z2.56 '91 16.12 131 1.70 171 5.11 131 9.21 111 6.15 12 26.19 52 22.42 92 15.94 132 1.67 172 5.05 132 9.12 172 6.12 13 26.72 53 22.29 13 15.75 113 1.44 173 4.99 113 9.03 173 6.79 14 26.63 54 22.15 54 15.56 134 1.32 174 4.93 134 1.94 174 6.76 15 26.55 SS 22.01 95 15.37 139 1.19 175 4.11 115 1.16 175 6.73 16 26.47 56 21.16 96 15.11 136 1.07 176 4.12 136 1.71 176 6.70 ,17 26.38 57 21,72. 97 14.98 131 7.96 177 4.77 137 1.70 177 6.67 11 26.30 58 21.51 91 14.79 131 7.14 171 4.71 134 1.62 178 6.64 19 26.21 59 21.43 99 14.59 139 7.73 179 4.66 139 1.54 179 6.61 20 26.12 60 21.21 100 14.39 140 7.62 180 4,61 140 1,47 110 6.58 . 21 26.02 61 21.14 101 14.20 141 7.51 181 4.96 141 1.39 111 6.56 22 25.93 62 20.99 102 14.00 142 7.41 112 4.51 142 1.32 182 6.53 23 25.13 63 20.14 103 13.19 141 7.30 113 4.46 143 1.25 113 6.51 24 25.74 64 20.69 104 13.59 144 7.20 114 4.41 144 1.18 184 6.49 25 25.64 65 20.51 105 13.39 145 1.10 115 4,36 145 1.12 185 6.46 26 25.54 66 20:31 106 13.11 146 7.01 116 4,32 146 1.05 166 6.44 27 25.43 67 20.22 107 12.91 147 6.91 181 4.21 147 7.99 181 6.42 26 25.33 68 20.07 101 12.76 141 6.82 116 4.23 141 •7.91 188 6.40 29 25.23 69 19.91 109 12.55 149 6.13 189 4.11 149 7.17 199 6.31 30 25.12 70 19.15 110 12.34 150 6.64 150 4.14 I50 7.11 190 6.36 31 25.01 71 19.59' 111 '12.13 151 6.55 191 4.09 151 1.75 191 6.35 32 24.90 72 19.43 112 11.50 152 6.46 192 4.05 , 152 1.69 192 6.33 U 24.79 73 19.26 113 11.69 153 6.31 193 4,01 153 7.64 193 6.71 34 24.61 74 19.10 114 11.49 154 6.30 194 3.91 154 7.59 194 6.30 35 24.57' 75 11.94 115 11.29 '155 6.22 195 3.93 155 7.51 195 6.26 16 24.45 76 11.77 116 11.10 156 6.14 196 3.19 156 7.41 196 6.27 37 24.33 77 11.60 111'10.91 157 • 6.06 197 3.15 157 7,41 197 6.26 31 24.22 71 11.43 III 10.72 153 5.91 193 3.11 158 7.39 198 6.24 19 24.10 79 11.26 119 10.55 159 5.91 199 ' 3.77 159 7.34 199 6.23 40 .23.90 . 10 18.09 120 10.31 160 5.83 200 3.73 160 7.29 200 6.22 • ?' •'.. Norii C, . 118.0 to, second ry members. • 231 F y = 46ksi ALLOWABLE STRESS (ksi) Compressiliii Members of 46 ksi Specified Yield Stress Steel WELDED STEEL TUBE INSTITUTE 5.94 • A ISC Specification TABLE 2 VALUES or F'. (cat) For use is Formula (1.6 -1a), Sect. x.6.1. for al grades or stool 12•JE 23(K1,/n) c • - 0 9 • COLUMNS F y = 46 ksi - COLUMNS F = 46 ksi Square Structural Tubing ' r ---- A llowable concentric loads in kips TS � X � - - Square Structural Tubing TS 5 x 5 Nominal Site 41/2 x 41 Wall Thickness 5 x 5 Wail Thickness 54 r/ Y1e 5 /4 Weight per Foot masks psi Fool 29.78 14.21 10.84 15.91 12.14 1 Effective length in feet XL with respect to radius of gyration 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 238 234 229 223 217 211 204 196 188 179 170 160 150 , 140 129 117 105 94 114 87 127 125 123 120 117 114 110 106 102 98 94 89 84 79 13 68 62 56 97 96 94 92 89 87 84 82 79 75 72 68 65 61 57 53 48 44 19._._ . 2 69 62 57 51 47 43 4(1 37 34 32 30 28 26 54 49 45 41 38 35 32 30 28 26 24 23 -50 45 41 37 34 31 29 27 25 23 21 20 19 18 111 85 Area 1 (In.') r 11 o IAtiii A (In 2) In.) • Bending (actor Multiply values by 10 8.76 19.4 1,83 .742 4.37 V2ybbO 3 5.76 21.0 1.91 .687 3.13 7.31'40 4.68 17,5 1.93 .668 2.60 1931 3.51 13,7 1.96 .650 2.04 109 83 4 106 81 5 103 79 6 99 76 0 7 96 73 9 87 67 cn 10 83 64 11 18 60 ' 12 73 57 0 13 68 53 14 63 49 0 15 57 44 .v u it 45 3L- 18 40 32 (O ° 19 36 28 NI' r 20 32 26 II N 21 22 29 27 23 1 23 25 19 � 24 23 18 25 21 16 c 26 19 15 .� 27 18 14 28 ( 17 13 .°_' 29 12 0 U u e, w • • Properties 4 A ea A (In.') t 4.18 3.19 1 In,') 12.5 9.85 r In.) 1.73 1.76 D Bending factor .752 .729 ° Multiply values by 10' 1.86 1.47 , I Heavy line Indicates K1 /r r 120, Values omitted for KI /i > 200• ■ COLUMNS F y = 46 ksi - - • Square Structural Tubing TS 5 x 5 Allowable concentric loads in kips Nominal Sits 5 x 5 Wail Thickness 54 3(t r ✓ts 5 /4 Y16 masks psi Fool 29.78 23.12 19.58 15.91 12.14 Fy = 46 ksi _ Effective length in feet XL with respect to radius of gyration 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 238 234 229 223 217 211 204 196 188 179 170 160 150 , 140 129 117 105 94 185 )82 178 114 169 164 159 153 147 141 134 127 119 112 104 95 86 77 157 154 151 148 144 140 135 131 125 120 115 109 103 96 89 82 75 67 60 127 125 123 120 117 114 110 106 102 98 94 89 84 79 13 68 62 56 97 96 94 92 89 87 84 82 79 75 72 68 65 61 57 53 48 44 19._._ . 84 '•76 69 63 58 53 49 45 42 39 36 34 69 62 57 51 47 43 4(1 37 34 32 30 28 26 54 49 45 41 38 35 32 30 28 26 24 23 -50 45 41 37 34 31 29 27 25 23 21 20 19 18 36 32 29 27 25 23 21 20 18 17 16 15 14 Properties Area 1 (In.') r 11 o IAtiii A (In 2) In.) • Bending (actor Multiply values by 10 8.76 19.4 1,83 .742 4.37 V2ybbO 6.80 24.1 1.88 .706 3,58 n61DO 5.76 21.0 1.91 .687 3.13 7.31'40 4.68 17,5 1.93 .668 2.60 1931 3.51 13,7 1.96 .650 2.04 Heavy Tine Indicates Kb /► .. 120, Values omitted tot K1 /i > 200, . DISTANCE FOR FULL ANCHOR CAPACITY (CRITICAL DISTANCE) DISTANCE FOR REDUCED ANCHOR CAPACITY (MINIMUM DISTANCE)= ' REDUCTION FACTOR SPACING BETWEEN ANCHORS 4.0 E 2.0 E , .5 EDGE DISTANCE - TENSION LOADS 12 0 5 0 .75 EDGE DISTANCE - SHEAR LOADS 12 0 5 0 .35 , ANCHOR DIAMETER Qnehesl DISTANCE FOR FULL ANCHOR CAPACITY ( CRITICAL DISTANCE) •- • -4.0 E DISTANCE FOR REDUCED ANCHOR CAPACITY (MINIMUM DISTANCE) 2.0 E REDUCTION FACTOR .5 •-.- SPACING BETWEEN ANCHORS EDGE DISTANCE - TENSION LOADS 12 0 5 D 1 EDGE DISTANCE - SHEAR LOADS 12 0 5 D 25 ANCHOR DIAMETER Qnehesl . Da>aEDMENT DEPTH • (Indies) INSTALLATION MOUE (FtLbs., le • 2000 pal re • 4000 psi • /t. epee v1 Shear Tension Shear Tension Shut _ Tensio Wan So.Inao4 Without So.Inso4 With So.lnae. Without So. Irmo. l Wi ;p. Mte 4 Wahout S0.tnso • 1K 1 -14 • & • 310 155 • 396 300 - 150 405 • 435 _ 215 405 2 a 475 215 535 620 '• 220 405 525• 230 403 34 1415 35 460 240 600 700 360 940 730 360 940 3 35 • ' 1075 512 905 1505 755 940 1505 755 940 112 • 2.114 60 660 430 1635 1390 696 1700 1635 620 , 1700 4 60 1475 710 ` 1635 2040 1020 1700 7300 I 1150 1700 516' 2-314 90 1560 765 2320 2075 1040 2375 2465 12.5 2975 s 60 2660 1730 7320 3125 1565 2975 4103 7050 2775 314' 3-315 175 1 655 WO aces 7165 1096 3765 3135 1565 3765 6 175 1660 970 5095 3115 1500 3755 5045 2570 3765 716' 3-715 Z0 1475 740 4.493 3075 1540 0040 4325 2100 0040 7 ■ 250 1605 900 4400 5110 2555 3040 7j'JS 0103 6050 1 4-1/2 300 2185 1075 0000 3455 1720 7775 9220 4015 7775 a 300 5570 2795 5005 6703 • 3350 7775 11055 6525 7775 1.1/4' 5.1/2 480 38x2 1710 10.= 6745 3370 10.]6 0230 4615 1Q. 10 476 6510 3255 10205 13.070 • 6533 10,705 15.170 7535 10.206 1 P4gd3of5 TABLE 2 —POWER BOLT (RAWL -BOLT) ANCHOR ALLOWABLE SPACING AND EDGE DISTANCEI. Inc listed values am the minimum distances required to obtain the load values listed in 'Table 1. E to Embedment depth: D . Anchor diameter. When adjacent anchors are different sixes or mnbedtoeats. use largest and deepest values for D and E. 2 The listed values are the minimum distances at which the anchor an be set. when load values are adjusted appropriately. • 3 Load values in Table 1 are multiplied by the appropriate reduction factor when anchors are installed at the minimum spacing or edge distance listed. Use linear interpolation for spacing and edge distance between critical and minimum distances. Multiple reduction factors (such as two edges. or spacing and edge; etc.) - are calculated separately and multiplied. TABLE 3—POWER STUD (RAWL-STUD) ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounda)l . For SL- 1 inch :25.4 mm. 1 lbf.4.45 N. ►The tabulated shear and tensile values are for anchors installed in normal weight concrete having reached the designated ultimate compressive strength at time of installation. Linear interpolation may be used for concrete strengths between those listed. =The tabulated values ate for anchors installed with spacing and edge distance in accordance with Table 4. 3 These tension values tae applicable only when the anchors am installed without special inspection as set forth in Section 1701.5 of the code. 4 These tension values are applicable when the anchors are installed with special inspection as set forth in Section 1701.5 of the code. 3 Tle allowable loads may not be increased for duration of loading such as for wind or =ionic Rods. TABLE 4 —POWER STUD (RAWL-STUD) ANCHOR ALLOWABLE SPACING AND EDGE DISTANCE'S IThe listed values are the minimum distances required to obtain the load values listed in Table 3. E - Embedment depth: D. Anchor dnametet When adjacsn: anchors are different sixes or embednents. use largest and deepest values for D and E. 2 The listed values are the minimum distances at which the anchor can be set, when load values are adjusted appropriately. 3 Load values in Table 3 are multiplied by the appropriate reduction factor when anchors are installed as the rniaiaunnn spacing or edge distance listed. Use linear interpolation for spacing and edge distance between ended and minimum distances. Multiple reduction factors (such as two edges, or spacing and edge. etc.) are calculated separately and multiplied. • PG, 2y ER -5225 ��; � ,q` ' gyp ht y�1� .y1..� 1 t : -1 `:11 5i \ ! S 10t; �: ,;. 7} �n• �"! {: %'S:: L_ DETACH '10 DISPtA' : CERTIFICATE;! STATE OF WASHINGTON .: • 1 11 t D97-034-2_ C 'A 11001 gulz_Dmr; i . - / 12c _ S I '1 F1 A acr Me6 v» w ;4y S. arrOMP., OCT 2 8 1997 PERMIT MIME FILE COP' Plan Chr arE1 and orlissions of not authorize the coda or Ord ihreept of contractor' c■ approved illillemeadeed. Cato Permit No. D 03 SCAtcg 41 iMpee,s, pie fizo e wx 7VA WA 438/649 ,6010 /H4 PeA417 2?92 (A//Af) GM' OF TUKWILA OPPRGVED DEC 1 1 1987 20124' iL DOOeS &?cs 4Ai/SV ' -c VP H 614-0 0/45 — t TT T /2'Wou.-0/ 1, opirficc it y ws eiweacc ro , zoom EW.5 DWI) 2X coNSX.Mir Orvt‘ rAczp Woo, C4f ,ced CIC6Alvvie, 4077f* 5";‘)//61411 1) 11 1' ivi an67eoc 7 0,5.714,0ovg v68. flab IJ: ZO' . g1(' .e.f.c/v4 /7v.Dhsy-42..c '6' WLAJ S 11020 '4,(xf77A/ 071- CLAWA.. A:77 oN ellsie.pez ..5 % /4/24 fzwc W/777 AWZ-zoifiA4E. AAVEP le fi>€x J4900 A4E MoPIEDK. C46149/ -ALL. //879eA4 14.. vvA u.s' NON- LoAD gE,4,e,mig ; ftok 7i) C/L/N4 NON ‘.51e/Affae.1) izagoa- poogs &?cr _... Vocnom 518 SiftE N .12P goa.y- p 3 comce,6-7 NG,e97 ev-OC< C674 2 PLY hor. 671' ToA*uEf ‘AloovE. vNIA/Sue..47L SEALL-- , No Fijoi1 Pa44 V144-k, coA6/TON Z/ L/ h24141E 516 sik-wreca ol) nywooL ‘tov L+vo zoom j r -,-,--.-..--,-.....” r.... —, 4 f?. f; 'Y; , ,,, , +44'4! • ' -- , , - - k, -. ..,14.1: 4 *,"?•.!, .1%.• , .,.. git, ,:!.4.,., .;- ,-f;', 1. v•-•!, -, ,,,..., ,.., .. 4- ": , ,,,,,., , 1 'pup ipliwillii 1 i iiiiiiiiiiiill IIIIII 111 Jp4.1A 0 .a.....4 1 2 W3 4 5 6 .... 7__.,_ __ . 8 ( 1 mini - Triili - iiCiailsod document is less clear than this 1 • i notice, it is due to the quality of the original document. • - 1 oc 6Z 8C LZ 9Z SZ hZ ' CZ ZZ 1,Z 0? 61 St Z.I 91 21 41 CI Zt LI 01, 6 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIiiiIIIIIHLTICI-IlaililliialliliA4lilUglitikt16611111,61111ILIVIE IllililltildniIIIIIIIIIIIIIhUillilillill ...__ , .. .• . ..... ..,, -,..... „ , DEC 1 s IC 11 4)v,)""7 f2° oo/eS 1 it i 11111111111111111111111111111111111111111111 9 1 10 11' P....a...a 12. • L ; CiCZ )1111111111111 z FgAme catoeoc.77(" 5wa-7-k< • uN)i eX/J /7 ace) go.406.D warsdNo 1/020 biSim.SeeffitiAL ' - 77).cWiz4 to/A. 9.9/68 p>94(..6-4 swawsi 366 ivvvNs/hip 23 A/061 Ri .7 50', WA-4, /N PAT < 2V C PC446 f* OCT LA 1s92 CITY Timm, OCT 2 8 1997 PERMIT CENTER SYMBOLS 6CD12F FRAMING SEE DETAIL 3/4" BRIDGING CHANNEL FRAMING SPLICE 0 JOIST SPACING FIELD APPLIED HANGER INSERT THIS FRAMING INTO CORNER FIRST DT7- 0 FOR PROPERTIES FRAMING BELOW - CANTILEVER DECK 3 ". FRAMING BELOW - CANTILEVER DECK 2" 7' -5 1/2" FRAMING PLAN TOP OF STEEL= 91" 33' -4" 40' -2" DECK PLAN TOP OF GRATING= 92" SOLID LINE INDICATES COLUMN TUBE EDGE 6CD04F 12 RO 7 11/16" =97 11 TO 9' =99" 6 1/7 x6 1 /2" KICKPLATE -TYP 7' -5 1/2" `BROKEN LINE / BROKEN COLUMN TUBE r CENTERLINE 12' -8" 3_,Z PL. Al TYPICAL COLUMN TUBE DIMENSIONING EDGE EDGE RAIL & KICKPLATE N BRIDGING n Cl u _J L_ ALTERNATE DIRECTION OF JOISTS SECTION A -A J DEC CifY I -3 I 1. THE MEZZANINE SYSTEM IS DESIGNED FOR A 125 PSF LIVE LOAD AND A 5 -10 PSF DEAD LOAD AND MEETS UBC AND BOCA BUILDING CODES. 2. ALL SUPPORT MATERIALS SHALL BE SHOP COATED WITH ONE COAT OF SPECIFY PAINT. ALL STAIR RAILS AND PERIMETER RAILS SHALL BE SHOP COATED WITH ONE COAT OF SPECIFY PAINT. 3. SUPPORT COLUMNS ARE TS 5" x 5" x 3/16" STRUCTURAL STEEL TUBING MEETING ASTM A500 GRADE B, 46 KSI YIELD REQUIREMENTS AND ARE DESIGNED PER AISC STEEL CODES. COLUMNS ARE ANCHORED TO THE SLAB WITH (3) OR (4) _11,/ 2" DIAMETER RAWL STUD ANCHORS (OR AS INDICATED ON THE DRAWING). 4. FRAMING MEMBERS ART 14 GAUGE OR HEAVIER COLD FORMED "C" CHANNELS MEETING ASTM A570 GRADE E, 50 KSI YIELD REQUIREMENTS AND ARE DESIGNED PER AISI STEEL CODES. 5. DECK MATERIAL IS 1 1/2", - GAUGE WHITE ROOF DECK MEETING ASTM A611 GRADE C REQUIREMENTS WITH A FINAL FLOOR COVER OF PLYWOOD OR FLOOR PLATE. IF GRATING IS INDICATED, THE DECK MATERIAL IS 19W4 RI ACK BAR GRATING (1 "x1 /8" BEARING BARS) MEETING NAAMM REQUIREMENTS 6. ALL DESIGNS, DRAWINGS, AND CALCULATIONS ARE PREPARED UNDER THE SUPERVISION OF A REGISTERED PROFESSIONAL ENGINEER EMPLOYED BY THE MEZZANINE MANUFACTURER. 7. STAIRS (KNOCKED DOWN) HAVE SOLID CHECKERED PLATE TREADS AND OPFN RISERS. STAIR RAILS AND PERIMETER RAILS CONSIST OF SQUARE TUBING AND ARE DESIGNED TO MEET STRENGTH, SIZE, AND OPENING REQUIREMENTS OF APPLICABLE CODES. 8. INSTALLATION OF ALL MEZZANINE COMPONENTS SHALL BE IN ACCORDANCE WITH INSTALLATION DRAWINGS AND MANUALS SUPPLIED BY CUBIC DESIGNS, INC. CUSTOMER LOCATION DISTRIBUTOR SCALE 1/4 " =1' NOTE: CALCULATIOINS PREVIOUSLY SUBMITTED CHECKED SLAB AND SOIL CAPACITY BASED ON 5" SLAB AND 1000 PSF SOIL BEARING CAPACITY. FIELD TESTS INDICATE SLAB THICKNESS IS AT LEAST 6". THUS SLAB AND SOIL ARE ADEQUATE TO SUPPORT COLUMN LOADS. A REV NO TUKWILA, WA DACO DATE 8 -25 -97 MF72ANINE SPECIFICATIONS 12 -5 10 -17 8 -26 DATE TYPICAL El FVATION REVISED REVISED BERNARD IMPORTS FOR APPROVAL DESCRIPTION Cubic Designs Inc. 16770 WEST VICTOR ROAD PE,VIT ENTER NEW BERLIN, WI 53151 414 - 789 -1966 800- 826 - -7061 FAX: 414- 789 -1970 DRAWN BY CHECKED BY JN DRO 091 JN JN JN BY DRAWING NUMBER 3040 -1 03'14 GRATING t SPAN D 7 n n n n 17 FT P/F / 7 STAIR STAIR P/F M UP UP SYMBOLS 6CD12F FRAMING SEE DETAIL 3/4" BRIDGING CHANNEL FRAMING SPLICE 0 JOIST SPACING FIELD APPLIED HANGER INSERT THIS FRAMING INTO CORNER FIRST DT7- 0 FOR PROPERTIES FRAMING BELOW - CANTILEVER DECK 3 ". FRAMING BELOW - CANTILEVER DECK 2" 7' -5 1/2" FRAMING PLAN TOP OF STEEL= 91" 33' -4" 40' -2" DECK PLAN TOP OF GRATING= 92" SOLID LINE INDICATES COLUMN TUBE EDGE 6CD04F 12 RO 7 11/16" =97 11 TO 9' =99" 6 1/7 x6 1 /2" KICKPLATE -TYP 7' -5 1/2" `BROKEN LINE / BROKEN COLUMN TUBE r CENTERLINE 12' -8" 3_,Z PL. Al TYPICAL COLUMN TUBE DIMENSIONING EDGE EDGE RAIL & KICKPLATE N BRIDGING n Cl u _J L_ ALTERNATE DIRECTION OF JOISTS SECTION A -A J DEC CifY I -3 I 1. THE MEZZANINE SYSTEM IS DESIGNED FOR A 125 PSF LIVE LOAD AND A 5 -10 PSF DEAD LOAD AND MEETS UBC AND BOCA BUILDING CODES. 2. ALL SUPPORT MATERIALS SHALL BE SHOP COATED WITH ONE COAT OF SPECIFY PAINT. ALL STAIR RAILS AND PERIMETER RAILS SHALL BE SHOP COATED WITH ONE COAT OF SPECIFY PAINT. 3. SUPPORT COLUMNS ARE TS 5" x 5" x 3/16" STRUCTURAL STEEL TUBING MEETING ASTM A500 GRADE B, 46 KSI YIELD REQUIREMENTS AND ARE DESIGNED PER AISC STEEL CODES. COLUMNS ARE ANCHORED TO THE SLAB WITH (3) OR (4) _11,/ 2" DIAMETER RAWL STUD ANCHORS (OR AS INDICATED ON THE DRAWING). 4. FRAMING MEMBERS ART 14 GAUGE OR HEAVIER COLD FORMED "C" CHANNELS MEETING ASTM A570 GRADE E, 50 KSI YIELD REQUIREMENTS AND ARE DESIGNED PER AISI STEEL CODES. 5. DECK MATERIAL IS 1 1/2", - GAUGE WHITE ROOF DECK MEETING ASTM A611 GRADE C REQUIREMENTS WITH A FINAL FLOOR COVER OF PLYWOOD OR FLOOR PLATE. IF GRATING IS INDICATED, THE DECK MATERIAL IS 19W4 RI ACK BAR GRATING (1 "x1 /8" BEARING BARS) MEETING NAAMM REQUIREMENTS 6. ALL DESIGNS, DRAWINGS, AND CALCULATIONS ARE PREPARED UNDER THE SUPERVISION OF A REGISTERED PROFESSIONAL ENGINEER EMPLOYED BY THE MEZZANINE MANUFACTURER. 7. STAIRS (KNOCKED DOWN) HAVE SOLID CHECKERED PLATE TREADS AND OPFN RISERS. STAIR RAILS AND PERIMETER RAILS CONSIST OF SQUARE TUBING AND ARE DESIGNED TO MEET STRENGTH, SIZE, AND OPENING REQUIREMENTS OF APPLICABLE CODES. 8. INSTALLATION OF ALL MEZZANINE COMPONENTS SHALL BE IN ACCORDANCE WITH INSTALLATION DRAWINGS AND MANUALS SUPPLIED BY CUBIC DESIGNS, INC. CUSTOMER LOCATION DISTRIBUTOR SCALE 1/4 " =1' NOTE: CALCULATIOINS PREVIOUSLY SUBMITTED CHECKED SLAB AND SOIL CAPACITY BASED ON 5" SLAB AND 1000 PSF SOIL BEARING CAPACITY. FIELD TESTS INDICATE SLAB THICKNESS IS AT LEAST 6". THUS SLAB AND SOIL ARE ADEQUATE TO SUPPORT COLUMN LOADS. A REV NO TUKWILA, WA DACO DATE 8 -25 -97 MF72ANINE SPECIFICATIONS 12 -5 10 -17 8 -26 DATE TYPICAL El FVATION REVISED REVISED BERNARD IMPORTS FOR APPROVAL DESCRIPTION Cubic Designs Inc. 16770 WEST VICTOR ROAD PE,VIT ENTER NEW BERLIN, WI 53151 414 - 789 -1966 800- 826 - -7061 FAX: 414- 789 -1970 DRAWN BY CHECKED BY JN DRO 091 JN JN JN BY DRAWING NUMBER 3040 -1 03'14 SIZE 0 (in) W (in) t (in) L (in) Wt (;y /') Ix(in -4) Mx (in - #) 6CD12F 6'' 3" 12ga 1 7/37 4.97 8.120 87,430 6C004F 6" 3" 1/4 1 1/2" 11.33 16.91 198,380 Size: Bearing Bars: wt /PSFISx(1n Mx(in#) 19W4 1" x 1/8" 5.1 .216 3888 GRATING BARS WT. SX MX COLUMN & CENTER COLUMN BASE Column Tube: TS _ "x _5 "x3 /1n' With 1/2 "O x 5 1/2 "Lg. Rawl Stud Anch.l Column Tube: TS ___ "x ___ "x " With ___ "O x ____ "Lg. Rawl Stud Anch. 1/4" Cap Plate 1/4' H.5.06' Plate Framing w/ mitered end PERIMETER COLUMN DETAIL 3/4 "0 A307 Bolt & Nut (Typ (Install per AISC Specs) 3040 -2 f COLUMN & PLATE 1 /4 "H.S.x6" Plate Framing w/ mitered end Gusset C1 1/4" Cap Plate (4) 0 HOLES CORNER COLUMN CENTERED BASE PLATE 3/4" M1 12" C1 10" 7 3/4 "6 A307 Bolt & Nut (Typ) (Install per AISC Specs) Plate 1/4" H.S. x6" 16ga Bridging Lap as shown or field cut and butt ends. t2 -14 x 3/4" Tek 3 (Typ) Joists (Typ) FRAMING PROPERTIES — JOISTS & STRINGERS (50 KSI Yield) HANGER — OPEN SIDE OF STRINGER 6" 3 2" TYP TYP 2ga Hanger welded to Open side of Stringer Attatch Bridging row to bottom of Joists at 42" to 60" centers as shown on framing plan. (Space equally) 3 1/16' D ETAI L D ETAI L Note: (2) welds at 1" per side if framing is 6" deep. (3) welds at 1" per side if framing is 9" or 11" deep. Cross Rods 1 "x 1/8" Bearing Bars 3 SIDES 1/8' Joist 12 -14 x 1 1/2" Tek 3 and Grating Saddle Clip 1 1/2" TUBI x N 1 1/2" x 1 KICKPLATE Anchor base of stair with (2) 1/2 ° 0 Rawl Stud Anchors into slab. Position 2 1/2" leg of 2 1/2" x 6 1 /2" kickplate under steel roof deck and fasten deck and kickplate to framing every 18" with a 12 -24 x 1 1/4" Tek 5. If grating is the deck material, position 2" leg of 2 "X 5" kick- plate under grating and fasten as above using a saddle clip and a 12 -14 x 1 1/2" Tek 3. S------ z x 5" Kickplate 2. Place (2) platform posts (3"x 3" square tube) under (2) platform corners that are out from mezzanine framing edge. Bolt posts to platform 42 with (3) 3/8 "0 x S POI bolts and whiz nuts at each corner. Plumb and anchor posts to ;.i:t4t0g1 Tek 3 slab with (4) 3/8 "0 x 3' Saddle 3. Position stair top against S side. Top mitered corner of stair Platform channel should be flush with top of .-"o Rail Panel platform. Outer edge of stair channel should be flush with platform framing edge (edge with rail). Bolt stair to platform with (4) 1/2"8 x 1 1/4" bolts and whiz nuts. Anchor stair I base and bolt treads in place per stair detail. 4. Bolt (1) or (2) rail panels to u platform with (4) 3/8"0 x 3" bolts and whiz nuts per panel. See deck plan of drawing for rail panel locations. 0000 M V000 Grating 11 Section Through Center of Stair Use (4) 3/8"0 bolts per tread to install each tread to stair stringer. STAIR UP STAIR PLAN I 1. Position platform against mezzanine framing with top of platform flush with top of final deck. Drill (4) 9/16" dia. holes into mezzanine framing thru holes in platform and bolt with (4) 1/2 "0 x 1 1/4" Gr. 5 bolts and whiz nuts. 4" - Kic N End Upright Insert plastic cap into each upright top 3040 -2 DECK — MOUNTED RAIL .� Bottom wall of tube notched for rail bracket Interior Upright 3/16" Rail Upright (Typ) 3/4" (Max) 1 10 2;':‘ 2 "X 14 1 tube I 1701 orn C er Upright 1 1/2 ° x 1 1/2" `I x 14 ga tube ' � \ 12 qa 1 1/2 "x 1 1/2" x 14 go 11" clear (TYP) 4" high kickplate (TYP) Platform Assembly D ETAI L 3 "x 3 "x 11 ga Platform Post 3/8 "x 6 3/4 "x 6 3/4" End Plate (Top & Bottom) O 3040 - 2 DETAIL 2 "x 2 "x 12 ga tube 42" 3/8 "x 6 3/4 "0 6 3/4" plate with (4) 3/8 "0 bolt and nut at 5 1/2" x 5 1/2" spacing. \ Rail Bracket Tin \ nerman Nut (slide onto Bolt rail upright to deck surface. horizontal Drop rail horizontals (notches down) before putting onto Rail Brackets. Bolt thru Bracket, rail onto bracket) DETAIL Rail Horizontal and Blind Nut within tube. 1_ 3 0 19 N LOCATION SCALE A REV NO Cubic Designs Inc 16770 WEST VICTOR ROAD NEW BERLIN, WI 53151 414- 789 -1966 800 - 826 -7061 FAX. 414 -789 -1970 CUSTOMER BERNARD IMPORTS DISTRIBUTOR DACO TUKWILA, WA DATE 8 -25 -97 10 -17 8 -26 REVISED FOR APPROVAL DATE DESCRIPTION DRAWN BY JN CHECKED BY DRO JN JN BY DRAWING NUMBER 3040 -2 Mud Sill 0 Post Pier Conc. D Brick LoadH.r. ❑Piling DOCKS AND PIERS PE OF CONSTRUCTIO BASEMENT EXTERIOR FACING Siding Stucco Shakes Morblecrete Brick p ❑ Veneer Cr nc. 1E1 Conc. Blk. >( 9.N 5/f 41 ,/:( HOISTS: Elec. H dr. INTERIOR WALLS&CEIa.IHG ).( Stud )( Wood Metal Plaster Dry Wall Acc.Tile Ceiotes Celled Solid Sound Finished Painted Plywood Block Pr.rofed Lami Varnished ELEVATORS I Poss. F Hvy.__Mea _Lgs Auto. Elec. / Untrtd. Pile Tmbr. Man. Hydr. Canc.Piles&Bm L'cr.r s ..Aaic _ Man. T cod. Piie Tmbr. Escalators Pgved ;. , .'; Stops _Speed VI Dolphin Co.' Deck TOTAL Sprinkler HEATING _ Elec. Oil Gas _ H.W. _ _St. _ B.Bd._ al FHA _Pipeless a A. Cond. Wall Unit MI Comb. * Unit Custom . Wag. �, — Heat Pump �.Fireploce 11111 . USE Fee Owner Zoning Condition of Exterior (S Inters TY or FOUNDA 2OM 11 /es � f 9 Ot. ) L.( G t4 No. Starles No. Stores No. Rooms Basement No. Offices No. Apartmts. 1 rm. 0 2 on, 03.m. 4 rm. ❑ S rm. 06 rm. Metal.Prefab Ordinary Mosonry,, Mill Construction Class A Rein. Conc. Stru. Steel and Conc. Struct. Steel. Frame QUALI TY-TY PE Unit Sq. Ft. I 1 Full %Par Sub.Bosement Size Garage r N o. Cars Floors Piast.stei ❑P1. Bd. No. Apartments Sc: ricc Rooms EXTERIOR WALL CONST. Single 0 Double Stud Walls Brick Pil.❑ Conc. li)< Rein. Conc. Skeleton Str. Stl..Frame Pre•Fob Metal Tilt.Up Filler Wall Curtain Wall FLOOR CONSTRUCTION Joist x x O.C. Mill Car Deck R.Conc. Elev. Steel GLB. or ROOF COVERING BIt..Up Tor.BGr Comp. Metal or tl RECEIVED CITY OF TUKWILA 1C: , 1 PERMIT CEN ER FOLIO AD /4" 7 ,zOOz Sectio Twp 2 Range Tax Lot /67 PERMIT NO. no ur c DATE Address // _ 3 / /1N /nl % W:9 �.z� —�s t� r INSULATION Eater. Partitions Roof Floor INTERIOR TRIM Unfinished Fir Birch Moh. Oak Metal Wood X Nitta! Doors Wood )( Metal Sash Stained Varnish Pointed Unfin. ss I s 6 7 9 10 11 12 13 14 15 16 17 l8 19 20 21 22 23 24 25 26 Architect Contractor r Foundation CC Floor Plant Good < Accept. Poor C.Hgt. GROUND FLOOR AREA FLOOR AREA EWM. Block ❑Theo Lino 01 Bath Floor Bath Walls Tub R Drain Bds. Vanities gD 2:5' Lot o Tract ire' /606. r � PLUMBING No. Fixtures Tollet• Urinals Tubs Leg. or Pem. Basins Or. Ftns. Sinks Washers Dryers Showers (tub) (stall) H.W. Tanks _ Ldy.Trays, D.Washers Disposals tr Ci^r mE/k WA • 6 DISTRICT ROAD SCHOOL WATER I FIRE 5EWEEA HOSPITAL AIRPORT FEMRY J ) 3 3 j I i V LIMITY ADDITION OWNER OR CONTRACT PURCHASER 1/4 SECTION 3 TAX LOT TWP. 23 N RANGE CLOCK LOT BEG ON B TB OF B XARGINAL WAY & � S ry IN OFD+ SEC T r 2,6_117 N 16 W 291e514.1. 1. TO TPOB `75-I d` O /1 16° DCZCRIPT}ON b7 � W ' Tai N 73'12 1 30" B 175 TH It f 1 30" I 53.06 N 73 • WLY tiON PSP &l COB TH SLY 1 _JS1 '1D_ A }! 1 MOB g S 73° 22 1 W PR S 73 11 30" W TO 'TPOS • rte+: DATE FILE NUMBER PRICE REMARKS '032304-167 2;7 1