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Home My WebLink AboutPermit D99-0145 - Pacific Orthopedics - Mezzanine. • • ' • Pacific Orthopedics City of Tukwila (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 DEVELOPMENT PERMIT WARNING: IF CONSTRUCTION. BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 271600 -0010 Address: 12870 INTERURBAN AV Suite No: Location: Category: Type: Zoning: Const Type: Gas /Elec.: Units: Setbacks: Water: Wetlands:, AWSE DEVPERM 001 North: 125 .0 South: .0 Sewer : -..TUKWILA Slopes N Contractor License No: :, DACO * * *101JC OCCUPANT OWNER CONTACT CONTRACTOR PACIFIC ORTHOPEDICS 128:70 INTERURBAN AV TUKWILA;.WA 98168,; KAISER.;`GATEWAY ASSOCIATION !,C /0 KEMPER R/, E MGT CO. ` PO 'BOX 1459, LAFAYETTE ,CA RICH FISHER.: Phone:;:253- 859 -8408 '828' ALVORD AV N, .'KENT; WA 98031 DACO','Phone:,253 -656 -4505 1,871.5 EAST VALLEY HY,.,:KENT .WA 98032 ****** **** *�t,rlt`**�ryk *44 *** ** * * *k irk***** k********* k• kk• k•kk******:* *•k•k-k410‹*•k'*,* *** * **•k• *** *:k Permit Description .INSTALL PRE - MANUFACTURED -STEEL MEZZANINE: . '****• k******* ** * **** * *k *** *kk * *,•k *•k*" **•k *fir * * **k *•k* * ** *. *•k *k **•k * *_*• kit *.*** * * ** *•k *•k * * *•*k:+c* Permit No: Status: Issued: Expires: D99 -0145 ISSUED 06/04/1999 12/01/1999'. Occupancy: WAREHOUSE UBC: 1997 Fire Protection: SPRINKLERED East: .0 West: .0 Streams:. ,Phone: Construction Valuation: '$ . 14,400.00 PUBLIC WORKS PERMITS *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut/Access/S iiewa l k /CSS : N Fire Loop Hydrant: N No' Size(in) .00 lood Control Zone: N Hauling: N Start Time:. Etid 'Land Altering: N Cut: LndscapeIrri,gation: N Mov'ing,Oversized Load: N Start Time Sanitary Side Sewer: N No;:,.. Sewer: Main Extension: N Private: Storm Drainage: N :.Street Use: N Water Main Extension: N .. Private: N Public: N Time.: :: Fi1'1 :: End Time: Public: **** k********************• k** *k*•k * * * **** ** * * * ***k* *** *•k ** le * ** *k**•** * ***•k* * * **•k* **•k•k* TOTAL DEVELOPMENT PERMIT FEES: $ .419.06 *• k**********************• k************** k* kk********* * ** * ** *•k*** ** * *k * * * * ** * ** * * *.k .k k. A. Permit Center Authorized Signature: Date: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority. to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development permit. Signature:__ Print Name: Date: (o/v/q 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 TU WILA Address ::. 12870 INTERURBAN Suite: T,e »arht: Tvpe DEVPERM • Parcel: # 271600 -0010 Permit No: D99 -0145 Status: ISSUED Applied: 04/29/1999 Issued: 06/04/1999 *•k. *•k•k* ***'*• k*• k***• k• k• k* 1r*.• k�k• k: k• k kk**• k***' k* k**• kkA•*• kk*• k* kk •bA•kkk *k*•k•k•A•k* * *** *'k **Ak Permit' Conditions` 1.. No changes wi 1 •1 be made to the p tans un less, approved by the 'Erigineer and the Tukwila Bui1d.i.n,g.._DJ„yis ion . fi All peri►rit:, lnspect1O r�ecoi d '''nd; approved plans shall be available at .the,. any con- 's trust ion. s `a The.t , o Ciments are to ibe maint:ai ettl ,and avai 1 ble until .ti,ri31 inspe t;;ion ;�rsappro./ 1 t s t ti ` E 1 ertr 1 c�a 1 pe ;liirt.,w =ha of tai ned ;thr ,ugh ;the Washington $tate. DivlAoW of; Labor and Industries a d {a'1 i e1ectr�ica1 work. wi l I: b:e ,i.n:pected. by.;, that agency ,.,(248-6630). aP l'umb i ng';;per mi ts. s,ha 1 1. be obtained through, the r'Seat t 164.Ki;pg tOunty4De•par'�tment P1umb inspete ,by that;agencyt includiiry-, all gas p' i vp r i ng (296 4722 ) . r 1 _ be. 'f .. 411 :iiieeohanica1 work hal 1 be under separate per mi;t 1 Sued theatity uf. Tukwi la: All . c?ns'truction to be , done -,in conformance wi th approved plans • and r�egu rem.ertts� `of th'e', Un i fork Bu i') d i ng Code:, (1W., Edi=tion) as amended, Uniform Mecthani•cai C•ode (1997 Edi, {t1 on) anCWashington. State EnerKgy: Code< °(199.T Edit i on) . Vaf'iciity of P'errryit;,.' The issuance tof`J`ac :per-mit or approval ,;o pl ;tls, speci1i cat Ion s, and cu'mputatlons shall not be con strued fro be a permit' -for, of ^'an approval of, any violation of 'Sara of,. t'.he'.pr ovi'sians of ttie,'Abui l0rig•°.code or ofJ any other$,ordlnance of the furl sd1ctlon No'Or61 t presuming :givea,ut.lIp ty;Ttovio1ate or cancel the orgy 1. :sions of this code:':. sha 1l b:e va,l i ci . When ;µ i ec la 1 inspection is requvi red, either t.,her 'the owner, arch i tfect or eng i rieer s.ha 1 1 not i,'f y '•the Tukw.i.,Ja;''Bu i 1 d i ng Division ±of appointment of the inspection agencies,prior •. the fir's:t`'but1ding inspection. Copies of a`11 special inspection.`reptrt`s sha11 be,. submitted •;to' the Bui`.l iing•" :Division i'n a,,,time•ly manner. Report sha11 contain �add're_,st project name ••;permit. number and type. Of inspection being performed. 9. The special i nspector shall' submit. a f,ina l signed' report stating whether .:requiring spe.ci,a•1;: :;i`ri�spection was to the best of the inspector'`. knowledge`:'- fn conformance with approved plans and specifications and the -ippl icable workmanship provisions of the UBC. CITY OF TU,'WILA 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 mall or facsimile. Project Na e/Tenant: -C- (t= t C•r c-r-1 £ PCB l G S Value of Constructio : g / ( 1/0. ( a Site Address: /7'70 /ivy uz City State /Zip: iov 74-V S. Tv, 9.?/6cS Tax Parcel Number: .?`7I 6d6 -6616 -c Property Owner 6,7-4-7-(144 L'c. P . f'eue6 4f , L, t.-c...- Phone: , tt _-, //- // 6-4 Street Address: � 4;7=X:'-, C-z,4 =r t City State/Zip; 'la , 1 06 • leargP Fax #: 4-e6 - -�-4-/ 1-- , PQ.6? ( Contractor: D A-C_o Will there be storage of flammable /combustible hazardous material in the building? ❑ yes glis no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets Phone: -6 "-6 -4/ 6SJ Street Address: 107 /s �'ztr v a-�L City State /Zip: /--4w . ,, T ava �i -a59- Fax #: y -)s- -6s-6 - c/s- _ Architect: /OM Phone: Street Address: 16-716 GU, V I C x-02 City State /Zip: Fax #: Engineer: DON A1---6 I-6 2, G -r-r>� C_ v f3 I C. D,FS 1(, /v s Phone: I -ga6 - ��.6 - .X6/ Street Address: City State /Zip: 16.770 Lc) . U IC 7-C7-2 �t, , 9V C-7-14.3 zutij w?- 5" 3 /s v Fax #: 4/ /47 - 78`/ - f' 70 Contact Person: A C 0 P(Zol- , mcioZ , Phone: C Z-L- ac6 -51�-5'S"� (0-s- gs - W''' ' �% i r. t-f- f`- t S6 tie- / 7 Street Address: & � 44-vciz Ave- a1. City State /Zip: L--570--r Gil `kC.,3 / Fax #: 0,53- .g-- i - 4iO S/ - Description of work to be done: /A}7-A1-6--z- P?C - /T4-ty U7-ii Cr v'2 6A,_ 7 ? 7_ /'4 2.-4A..7 / J e Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family SI Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel rapffice ❑ School /College /University ❑ Other Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family =I Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel a Office ❑ School /College /University ❑ Other Will there be a change of use? ❑ yes a no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? ❑ yes n no Existing fire protection features: El sprinklers ❑ automatic fire alarm ❑ none ❑ other (specify) Building Square Feet: •;-9., 606, existing Area of Construction: (sq. ft.) '3 j, So ...--1-- Will there be storage of flammable /combustible hazardous material in the building? ❑ yes glis no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined.by the Public Works Department) ❑ Channelization /Striping ❑ Curb c ❑ Fire Loop /Hydrant (main to vault) #: ❑ Land Altering 0 Cut ❑ Sanitary Side Sewer #: ❑ Storm Drainage ❑ Street Us ❑ Water Meter /Exempt #: S ❑ Water Meter /Permanent # S ❑ Water Meter Temp it S ❑ Miscellaneous ut /Access /Sidewalk ❑ Flood Control Zone Size(s): cubic yds. 0 Fill cubic yds. ❑ Sewer Main Extension e ❑ Water Main Extension ize(s): 0 Deduct ize(s): ize(s): Est. quantity: ❑ 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 tee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by lirnitation. 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. Da a pl' to ccept dq ''ice V q l Dalerluylca�lioA expires 1 Appli tan by: (Initials) PLEASE SIGN BACK OF APPLICATION FORM CTPEIZMIT.DOC 1/29/97 ALL COMMERCIAL/MULTI -FAro LY TENANT IMPROVEMENT /AL 'ATION PERMIT APPLICATIONS MUST BE SUBMITTED WITH THE FOLLOWING: D. ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER D. 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 ❑f ❑ 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 : ❑ 71 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). ❑ , loor plan: show location of tenant space with proposed use of each room labeled ❑ L'7 Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of Crany hazardous materials; dimensions of proposed tenant space. IJ ❑ Vicinity Map showing location of site ❑ C fiaekk- Sterage: 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 L� ❑ Construction details r ❑ 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 Data shall be noted on the construction drawings. I_I j ❑ 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. 0 in 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 1 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 l AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature: '; ( Phone: ,,r6. - c /e- Date: Li /.2 —CS- S--6 1 1 7 7c!1/ Fax II. L, a- ��? — S'S i — /0 `f 3 Print name: t C t t S t--1 BIZ Address + 7_1c... ,, .� v4,6,4.„&„.4, ,4,444) I. City /State /Zip, i— LC. q-Q CTPERMIT.VOC 7/29/97 isI} T�AY A AhAA k U*t4* *k*kat4Atk /.Atd k* k*4.kk*/* *kk SJF 111LA, WA 1RA>lLiMr1. .t:tt*h t h k :k k `k h fi i ; 1• A t 9t r A k t * ,t t 4: l •k h * 't•A k •k 1 A A k 1. k k * t 1 * 4l * :t * * 1 TRPiNSMI1 'Number: R9S0007sr1 Amalutt•: 2b5.75 06/04/99 1.0 :40 Payment :.l4etholl: 'CHLCI( Notation: c'ACO CORP Init: CAS Permit Na: D99-0145: 'types DEVP.I RM DEVELOPMENT PERMIT Parcel Na: 271,600 -001.0 Site Address: 12370 INiERURl3AW• AV 8 Total Frees: 419 „06 Th ir. Payment 255.75 Total ALL Pmts: 419.06 Ual I nca: .00., A 1': t•k A•i*• FA. A• a• kA* 11** A.: M1k: 1•-0 k*; t* P* 4A •lc:A*AA *A14*AA:t *A * *4* *vtotaA� *•ot **47 *k7t Account',Tude Description : ;000/322;i 00 11U1L.DING - "NONRES 000/3.16..504 STATE BUILDING SURCHARGE Amount 440 7,?2:1 06/07 '971,7 .TOTAL 41r: t 4•• k**** ;,1,*9A4,o-1•,i•Alr4e411,:k*a *. tk* kk74 *4*•k * *•Ar:4'74:4 *** * *.A*Ak•4k:1 WAY. TRANSMIT. iildr *y4�bk *A.i *hk' *,�71* *,fit �k, k► d A4k_4,4* * *A••Akh ***k *.44A*A.*k,47i* 41, ***:k•. 1 '.EU N5MTT:Number,:: R 0 0 0 € , 00 €, F'tmciuntr: J.6a„31 04/29/9 1028'. • Pa mei t Methudx C)—Not al;iana; ,DACQ Ir4i t;« ff_13 Permit .Mo.:'IY 9 01x5, 'fypr3: DEVPE1;M DEVLLOPMEN PJ1.h14I'f P,mi ^eHl' h4aa' 271600- )01;.0:. te;.Ad s: ,12870 IN7EItUItFJAN AV a 'Total ! etlsr . 419.06 TNt..iS Pe,►rm nt J.63..'1 TotGtl • ALL Pmts. 113.31 • f1 E21 ante 135, 75 Ip't*•, * * * **• **•*A* *. *** - A.** 71**** 7Fi—v k** A*• A*•***/ ,:k *kb *k *** *•44 *•AA44.* *4k74* ':.Account ode Descript ion 00/315 «830 PLAN CHECK Nt9l.KE6 Amount 163.31 '":1199 04/30 9717 TOTAL. 163.3.1. ".T INSPECTION NO. • INSPECTION RECORix Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. 70 P 'ect: �s2j°:!) T r t t �t�i Special instructions: Date wanted: ciJe,„ t m.` /9, P.m. Requester: 1() L, Ph to" cot, 95s oved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: /G� L, — dr Ei $47.00 REINSPECTION FEE R' • UIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: VSPECTION RECO° Retain a copy with permit INSPECTION NO. PERMIT NO. CITY. OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)631 -370 P •' •c t: AIM Type o, . ns .: lion: d es/ Date called: / ,` Specia instructions: i ry' f Q' Date wanted: 02 /0,963,. a.m. Requester: Gc Phone: ob /4.. 9-556. Approved per applicable codes. n Corrections required prior to approval. COMMENTS:. 04 .-: $47.00 REINSPECTION FE REQUIRED. Prior to inspection, fee must be .aid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No: Date: , INSPECTION RECO( Retain a copy with permit INSPECTION NO. • CITY OF TUKWILA BUILDING DIVISION' 6300 Southcenter Blvd #100 Tukwila, WA 981 PERMIT Nodpew (206)431-3670 Pr t: 1) 131 ,. 0&„, cs/ , 4„ 7z-,›-, -ei 'elt ($ d f fa A ov yfrtk 444, 5. Date called: 2_,) F(9,,•., a / p I instruc ions: /-e-- Cee/7- Date wanted: a.m. P.m. Requester: .1 Pho,e)61 46 0 9.856 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1) 131 ,. 0&„, cs/ , 4„ 7z-,›-, -ei 'elt ($ d 7, ....5 A/ad„„ ci (if Se-4#-E--ce) i,„16.-, 7 i - p p k si,..z.,,,,„ A) 41e_ 1 >42 " ,:rA,-6 14,, 2_,) F(9,,•., a / No 1,71-1--) e. 4, c.„)- c e i / c., bz, J.1 43 :7"ti, `,..'• ?(.- — C-644.17. e // , . ' .1 Inspector: 41411iiii■ Date: D $47.00 REINSPECTION F REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: . . ,t.. . . John W. Rants, Mayor Thomas P. Keefe, Fire Chief TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Project Name Address 1/)c r 7' G. U /e)T J I u ?g• 1b C S 2-87o .LAAII' t}(. 5' Suite# \ Retain current inspection schedule Needs shift inspection N( Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: .CSC✓ _ %'�.,� '" F 'o /2v Authorized Signature FINALAPP.FRM 674�� Da e Rev. 2/19/98 T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575.4439 DESIGN NOTES AND ASSUMPTIONS All Cubic Designs, Inc. systems are supported by columns anchored to the floor slab with expansion anchors. Systems are designed such that the columns provide lateral stability without bracing. The columns are analyzed assuming a fixed top and a partially fixed base. Fixity at the top is achieved via a bolted (A3D`i) connection to the framing ends. The columns and framing ends are designed for the appropriate seismic zones. The framing system consists of cold formed channels using high strength steel with a minimum yield of 50 KSI. The channels are designed per the AISI steel code. Framing channels are positioned with their open sides alternated wherever possible and braced along the flanges (by the deck on top and by bridging on the bottom) to prevent torsional deflection. Framing members transfer Toads (joist into a stringer or stringer into a column top) via welded connections (hanger welded to a stringer) or direct compression reaction (stringer end directly atop a column). The deck system is either bar grating or roof deck. In the case of roof deck, it is covered with either plywood or steel plate - neither cover is counted on for strength purposes. The grating or roof deck is designed for appropriate uniform and /or concentrated loads indicated. RECEIVED CITY OF TUKWILA ApR 2 9 1999 PERMIT CENTER 999-0145 DESIGN CALCULATIONS JOB # 3478 PROJECT: PACIFIC ORTHOPEDIC LOCATION: SEATTLE, WA DISTRIBUTOR: DACO SEISMIC ZONE: 3 CAPACITY: 125 PSF LIVE LOAD 6-8 PSF DEAD LOAD' 20' GA TYPE B ROOF DECK FLOOR COVER IS PLYWOOD FRAMING : 13CD12F ( 13 IN DEEP x 3 IN WIDE CHANNEL - 12 GAUGE) COLUMNS: TS 5"x5"x3/16" MAX. SPAN = 4.08 LOAD WIDTH = 1.00 FT. LIVE LOAD = 125 PSF DEAD LOAD = 4.0 PSF LOAD WIDTH•x(LLt. DL) x MAX. SPAN'2/8 x • . ••• . • • • • •-• • „ •. 7 (1.00) (125-F,4.0).(4.08)^2 / 8 X 12 ...,.... • 3221 IN.-LBS. 0.244 INA3 x 20000 PSI 4880 IN.-LBS. 3221 IN.-LBS. OK JOIST ANALYSIS FOR 13CD12F MEMBERS UNIFORM LOAD = 125 PSF(LL) +. 3.3 PSF(DECK WT) 7.6.LBS /FT(JOIST WT) CLEAR LOAD ACTUAL MOMENT MOMENT ACTUAL ALLOW... SPAN WIDTH MOMENT CAPACITY INERTIA DEFL. DEFL: (FT) (FT) (IN -LBS) (IN -LBS) (IN ^4) (IN) (IN) 245631 248700 50.048 FRAMING MEMBER ANALYSIS MEMBER NO.: Al MEMBER SIZE: 13CD12F MOMENT OF INERTIA: 50.048 INN MOMENT CAPACITY: 248700 IN-LBS UNIFORM LOAD: 125.0(LL) + 6.1(DL) = 131.1 PSF LOAD UNIFORM BEAM DISTANCE WIDTH LOAD SEGMENT FROM END (IN) (LBS/FT) (IN) (IN) 0.00 0.00 0 45.50 p.op 0 45.00 44.00 . 0.00 E- ' • BEAM CLEAR SPAN END REACTION @ 0,00 IN. END REACTION @ 134.50 IN. 45.50 90.50 134.50 = 134.50 IN. = 4459 LBS = 4554 LBS POINT. LOAD MEMBER LOAD. WIDTH LENGTH. (LBS) • (IN) (FT) 4515 A2 REACTION 4498 45.75 18.00 SHEAR = 0 45.5 IN. FROM SUPPORT AT 0.00 IN. MAX. MOMENT AT POINT OF ZERO SHEAR = 202900 IN-LBS < 248700 IN-LBS _ FRAMING MEMBER ANALYSIS ME :MB BE ERRSIZE N A2 . 13CD12F MOMENT OF INERTIA: 50.048 INN MOMENT CAPACITY: 248700 IN-LBS UNIFORM LOAD: 125.0(LL) + 6.1(DL) = 131.1 PSF LOAD. UNIFORM BEAM DISTANCE POINT LOAD MEMBER WIDTH. LOAD .SEGMENT FROM END LOAD WIDTH LENGTH (IN) (LBS/FT) (IN) (IN) (LBS) (IN) (FT) 0.00 24.00 262 125.00 47.00 513 86.00 125.00 1310 STAIR REACTION 211.00 BEAM CLEAR SPAN = 211.00 IN. • END REACTION @ 0.00 IN. = END REACTION @ 211.00 IN. = 3206 LBS 4515 LBS SHEAR =0 125.0 IN, FROM SUPPORT AT 0.00 IN, MAX. MOMENT AT POINT OF ZERO SHEAR = 230000 IN-LBS < 248700 IN-LBS COLUMN ANALYSIS I = CLEAR HEIGHT = h = DECK HEIGHT = 108.00 " 124.00 " LL = LIVE LOAD = DL = DEAD LOAD = Lr = LL REDUCTION 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 = 102 SQ FT / Hv = HORIZONTAL LOAD = .015 x Lh x (Lr x LL + DL) My = MOMENT @ TOP = h x Hv SEISMIC ZONE = 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 Z = 0.3 I= 1.0 TRY: TS 5x5x3/16 Fy = 46 KSI AREA = 3.57 IN ^2 I = 13.70 IN ^4 r = 1.96 IN t = 5.00 IN CHECK AISC 1.8.4: KI /r = 82.7 <= 200 PER AISC 1.5.1.3.1: Cc = SQRT {(2 *PI ^2 *29000) /Fy} = 111.6 Fa1 = Fa2 = 17.62 KSI KI /r < Cc 21.86 KSI KI /r > Cc PER AISC 1.5.1.4.4: Fb = 0.60Fy = 27.60 KSI PER AISC 1.6.1: F'e = 21.86 KSI LIVE LOAD fav = Pv /AREA = 3.06 KSI fbv = My /(I /.5t) = 3.70 KSI ASSUME CRITICAL STRESS @ TOP OF COLUMN PAGE 6 125 PSF 7 PSF = 0.80 102 SQ.FT. 10914 # COL = 102 SQ.FT. 164 # 20300 "# C =2.75 R =6 = 10914 # = 536 # = 66521 "# USE Fa = 17.62 KSI SEISMIC fas = Ps /AREA = 3.06 KSI fbs = Ms /(I /.5t) = 12.14 KSI LL INTERACTION: fav /Fa + fbv / {(1- fav /F'e)xFb} SEISMIC INTERACTION: fas /Fa + fbs / {(1- fas /F'e)xFb} CHECK LATERAL DRIFT: LIVE LOAD DRIFT = Hv x1^3 / 12E1 = 0.04 " < SEISMIC LOAD DRIFT = Hs x1^3 / 12E1 = 0.14 " < *USE TS 5x5x3116 COLUMN TUBE* 0.330 < 1.00 0.685 < 1.33 0.54 " (.0051) 0,54 " (.005 1) CHECK COLUMN TOP CONNECTION: TRY 0.750 IN. DIAMETER A307 BOLTS PAGE % FROM COLUMN ANALYSIS: NS SEISMIC MOMENT = MEns = 66521 IN -# EW SEISMIC MOMENT = MEew = 66521 IN -# CHECK NS CONN: NS BOLTS PRESENT IN: 1 PATTERN OF (4) - t = 1 NS BOLTS ARE IN: 2 PLANES OF SHEAR MOMENT AT (4) BOLTS: Mns = MEns x (3Rw /8) / t = 149671 IN -# (Rw = 6) HORIZONTAL BOLT SPACING (Dh) = VERTICAL BOLT SPACING (Dv) = Sns = (4)SQRT((Dh /2) ^2 + (Dv /2) ^2) = 3.00 IN. 9.00 IN. 18.97 INA3 ACTUAL SHEAR PER BOLT = Mns / Sns = 7888 # 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 # OK BEARING CAPACITY OF 12 GA FRAMING = (0. 1046 )(0.750)(2)(0.9)(50000)(1.7) = 12003 # OK CHECK EW CONN: EW BOLTS PRESENT IN: 2 PATTERNS OF (4) - t = 2 EW BOLTS ARE IN: 1 PLANE OF SHEAR MOMENT AT (4) BOLTS: Mew = MEew x (3Rw /8) / t = 74836 IN -# (Rw = 6) HORIZONTAL BOLT SPACING (Dh) = VERTICAL BOLT SPACING (Dv) = Sew = (4)SQRT((Dh /2) "2 + (Dv /2) "2) = 3.00 IN. 9.00 IN. 18.97 INA3 ACTUAL SHEAR PER BOLT = Mew / Sew = 3944 # BOLT CAPACITY FROM (1) PLANE OF SHEAR = (1)(4418)(1.7) = 7510 # OK BEARING CAPACITY OF A 1/4 IN COLUMN TOP PLATE = (0.250)(0.750)(0.9)(50000)(1.7) = 14344 # OK BEARING CAPACITY OF 12 GA FRAMING = (0. 1046 )(0.750)(1)(0.9)(50000)(1.7) = 6001 # OK Base PI -(B x D) SLAB CAPACITY = [85 x 4 SQ RT(fc)] [t] [2(B +t) + 2(D +t)] = [85 x 4 x SQ RT(2500)] [4.0] [2(15.00+4.0) + 2(15.00+4.0)] COLUMN ANALYSIS I = CLEAR HEIGHT = h = DECK HEIGHT = 108.00 " 124.00 " PAGE �J LL = LIVE LOAD = 125 PSF DL = DEAD LOAD = 7 PSF Lr = LL REDUCTION = 0.80 ASSUME K = 2.1 (FIXED BASE; PARTIALLY FIXED TOP) Lv = VERTICAL LOAD AREA Pv = VERTICAL LOAD = Lv x (Lr x LL + DL) Lh = AVG HORZ LOAD AREA = 52 SQ FT / Hv = HORIZONTAL LOAD = .015 x Lh x (Lr x LL + DL) My = MOMENT @ BASE = h x Hv 52 SQ.FT. 5564 # 1 COL = 52 SQ.FT. 83 # 10349 "# SEISMIC ZONE = 3 Z = 0.3 I= 1.0 C = 2.75 R= 6 Ps = SEISMIC VERTICAL LOAD = Pv = 5564 # Hs = SEISMIC HORZ. LOAD = ZIC /R x {Lh x (LL /4 + DL)} = 273 # Ms = SEISMIC MOMENT @ BASE = h x Hs = 33912 "# TRY: TS 5x5x3/16 Fy = 46 KSI AREA = 3.57 INA2 I = 13.70 INA4 r = 1.96 IN t = 5.00 IN CHECK AISC 1.8.4: KI /r = 115.7 <= 200 PER AISC 1.5.1.3.1: Cc = SQRT {(2 *PI ^2 *29000) /Fy} = 111.6 Fa1 = Fa2 = 11.09 KSI KI /r < Cc 11.15 KSI KI /r > Cc USE Fa = 11.15 KSI PER AISC 1.5.1.4.4: Fb = 0.60Fy = 27.60 KSI PER AISC 1.6.1: F'e = 11.15 KSI LIVE LOAD SEISMIC fav = Pv /AREA = 1.56 KSI fas = Ps /AREA = 1.56 KSI fbv = My /(I /.5t) = 1.89 KSI fbs = Ms /(I /.5t) = 6.19 KSI ASSUME CRITICAL STRESS @ BASE OF COLUMN LL INTERACTION: fav /Fa + fbv / {(1- fav /F'e)xFb} = 0.219 < 1.00 SEISMIC INTERACTION: fas /Fa + fbs / {(1- fas /F'e)xFb} = 0.400 < 1.33 CHECK LATERAL DRIFT: LIVE LOAD DRIFT = Hv x1^3 / 3E1 = 0.09 " < 0.54 " (.005 I) SEISMIC LOAD DRIFT = Hs x1^3 / 3E1 = 0.29 " < 0.54 " (.005 I) *USE TS 5x5x3/16 COLUMN TUBE* CHECK COLUMN TOP CONNECTION: TRY 0.750 IN. DIAMETER A307 BOLTS PAGE /0 FROM COLUMN ANALYSIS: NS SEISMIC MOMENT = MEns = 34081 IN -# EW SEISMIC MOMENT = MEew = 34081 IN-# CHECK NS CONN: NS BOLTS PRESENT IN: 1 PATTERN OF (4) - t = 1 NS BOLTS ARE IN: 1 PLANE OF SHEAR MOMENT AT (4) BOLTS: Mns = MEns x (3Rw /8) / t = 76682 IN-# (Rw = 6) HORIZONTAL BOLT SPACING (Dh) = VERTICAL BOLT SPACING (Dv) = Sns = (4)SQRT((Dh /2) ^2 + (Dv /2) ^2) = 3.00 IN. 9.00 IN. 18.97 INA3 ACTUAL SHEAR PER BOLT = Mns / Sns = 4041 # BOLT CAPACITY FROM (1) PLANE OF SHEAR = (1)(4418)(1.7) = 7510 # OK BEARING CAPACITY OF A 1/4 IN COLUMN TOP PLATE = (0.250)(0.750)(0.9)(50000)(1.7) = 14344 # OK BEARING CAPACITY OF 12 GA FRAMING = (0. 1046 )(0.750)(1)(0.9)(50000)(1.7) = 6001 # OK CHECK EW CONN: EW BOLTS PRESENT IN: 1 PATTERN OF (4) - t = 1 EW BOLTS ARE IN: 1 PLANE OF SHEAR MOMENT AT (4) BOLTS: Mew = MEew x (3Rw /8) / t = 76682 IN -# (Rw = 6) HORIZONTAL BOLT SPACING (Dh) = VERTICAL BOLT SPACING (Dv) = Sew = (4)SQRT((Dh /2) ^2 + (Dv /2) ^2) = 3,00 IN. 9.00 IN. 18.97 INA3 ACTUAL SHEAR PER BOLT = Mew / Sew = 4041 # BOLT CAPACITY FROM (1) PLANE OF SHEAR = (1)(4418)(1.7) = 7510 # OK BEARING CAPACITY OF A 1/4 IN COLUMN TOP PLATE = (0.250)(0.750)(0.9)(50000)(1.7) = 14344 # OK BEARING CAPACITY OF 12 GA FRAMING = (0. 1046 )(0.750)(1)(0.9)(50000)(1.7) = 6001 # OK CHECK SLAB PUNCH - THRU • SLAB CAPACITY = [.85 x 4 SQ RT(fc)] [t] [2(B+t) + 2(D+t)] = [.85 x 4 x SQ RT(2500)] [4.0] [2(10.00+4.0) 2(10.00+4.0)] STAIR BASE & TOP DETAILS: STAIR HEIGHT = STAIR RUN = STAIR WIDTH = TREAD DEPTH = 124 IN. 187 IN. 37 IN. 11 IN. SHEAR CAPACITY OF (4) 1/2" DIA. GRADE 5 BOLTS AT TOP = (4) (.126) (15000) = SHEAR AT TOP = (1/2) (3.08) (18.4) (120 PSF) _ 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 7560 # 3403 # OK TOP OF DECK 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" DIA. ANCHORS AT BASE OF STAIR = (2) (7350) = 14700 # OK (BY INSPECTION) STAIR CHANNEL PROPERTIES 10CD11D (DEPTH - CD - GAGE - W) Fy = Blank = C= w= D= m =2.5t = d =D -m = w =W -2m = c =C -2m = 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 COMPRESSION FLANGE: w = 1.402 w/t < S AND w/t > S/3 = 10.36 w/t = 11.722 S = 1.28(E/Fy) ^0.5 = 31.09 Ia = 39904 {[(w /t)/S)- .33) ^3 = 0.000008 D = 1.0409 n = 0.500 d/t = 6.203 d/t < 60 * *OK ** d = 0.7419 )/c g C.G. r =2t g =.637r Ic =.149r 3 = 1.192t EQ.B4 -1 B4.2a CASE II EQ.B4.2 -6 B1.1a3 Is = d ^3t/12 = 0.004070 D/w = 0.742 0.8 >= D/w > 0.25 k = [4.82- 5(D /w)](Is /Ia)^n +0.43 <= 5.25- 5(D /w) = 1.538 EQ.B4.2 -9 Is > Ia AND D/w < 0.8 THUS: STIFFENER NOT A SIMPLE LIP w/t = 11.722 < 90 * *OK ** I = 1.052 /k "0.5x(w /t)x(f /E) ^0.5 = 0.409 SINCE I <= .673, b = w, FLANGE FULLY EFFECTIVE COMPRESSION STIFFENER: k = 0.43 d/t = 6.203 B1.1a1 EQ.B2.1 -4 EQ.B2.1 -1 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 I ARE ACTUALLY LESS SINCE I <_ .673, d's = d = 0.7419 ds = d's(Is /la) <= d's = 0.7419 STIFFENER LIP FULLY EFFECTIVE EQ.B2.1 -1 EQ. B4.2 -11 WEB: STAIR CHANNEL PROPERTIES (Cont'd) - 10CD11D f1 = (C /2- m) /(C /2)xFy = 47010 y = f2 /f1 = -1.00 k = 4 +2(1- y)A3 +2(1 -y) = 24.00 f2 = -f1 = - 47010 h = C -2m = 9.402 h/t = 78.6 < 200 * *OK ** 1 = 1.052 /100.5x(h /t)x(f1 /E) "0.5 = 0.674 SINCE I > .673, p = (1- .22/1)/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 = (tc ^3)/12 = 8.283 + (wtA3)/6 = 0.000 + ((C- t) ^2 *wt) /2 = 8.185 + (td ^3)/6 = 0.008 + ((C- 5t- d) ^2dt) /2 = 3.327 + 4.76803 = 0.008 + (C- 2.452t)A2 *pi *tA2 = 4.234 24.046 IN ^4 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)A2 -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 PAGE / y EQ. B2.3 -4 B1.2a EQ.B2.1 -4 EQ.B2.1 -3 EQ.B2.3 -2 EQ.B2.3 -1 EQ.A5.2.2 -3 EQ.A5.2.2 -4 EQ.A5.2.2 -2 EQ.A5.2.2 -1 CHECK STAIR STRINGER CHANNELS: LIVE LOAD = 100 PSF DEAD LOAD = 20 PSF Mx = (100 +20) x (3.083/2) x (18.40)A2 x 12 in /ft / 8 = 93903 IN -LBS < 162700 IN -LBS OK TREAD ASSEMBLY: 33 IN. 14 GA TREAD W/ STIFFENER 1/4" TREAD END PLATE 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 CAPACITY: TREAD THICKNESS = 1 N. 14 GA FLOOR PLATE - IGNORE STIFFENER IGNORE RETURN LIP COMPONENT DIMENSIONS AREA = A d A.xsi A(d-d1)^2 X Y BOTTOM FACE 1.000 0.075 0.075 1.775 0.133 0.154 0.000 FLANGES 0.075 1.663 0.248 0.906 0.225 0.080 0,057 TOP FACE 11.000 0.075 0.822 0.037 0.031 0,07E 0.000 1.145 0.388 0.309 0.058 d' = 0.388 / 1.145 = I = 0.309 + 0.058 = 0.339 IN. 0.366 IN.A4 S bot' = 0.366 / (1.813 - 0.339) = 0.249 IN.A3 M cap = 0.249 x 0.60 x 33000 = 4926 IN,-# M act = 300 x 33 / 4 = 2475 IN.-# OK CHECK STAIR HANDRAIL CONNECTION PAGE ' 7 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 #/ FT. LENGTH OF STAIR HANDRAIL ALONG TOP = 18.4 FT. NUMBER OF STAIR HANDRAIL UPRIGHTS 4 (50 )( 18.4 ) ( 33 )/( 4 ) 7588 IN.-# Sx OF 11/2" x 1 1/2" x 11 GA TUBE = [ 1.501'4 - ( 1.50 - .12 x 2 )^4 ] / ( 6 x 1.50 ) = 0.282 IN.A3 MCAP. = ( 0.282 ) ( .66 x 46000 ) = 8560 IN.-# OK CHECK WELD: Sx = bd + c1^2/3 = ( 1.50 / COS 31°) ( 1.6 ) + ( )^2 / 3 = 3.375 IN.A3 STRESSwELD = 7588 / 3.375 = 2248 # / IN. < 3 x 928 = 2784 #/ IN. OK ‘. PAGE 18 CHECK MEZZANINE HANDRAIL CONNECTION: {SIDE -OF -FRAME MOUNTING} FROM PRINT, RAIL UPRIGHT IS 2" x 2" x 11 GA (46 KSI) SQUARE TUBE WITH (3) 1 1/2" LONG x 1/8" WELDS TO BRACKET (FITS OVER TOP FLANGE OF FRAMING) LATERAL LOAD APPLIED AT TOP RAIL = DISTANCE TO LOAD = 42" + DECK THICKNESS = MAXIMUM SPACING BETWEEN RAIL UPRIGHTS = 50 # / FT 44 IN. 7.25 FT. Mx = (50)(7.25)(44) _ (363 )(44 ) = 15950 IN.-# Sx OF 2" x 2" x 11 GA TUBE = [2.004 - (2.00 - 2 x .120)4] / (6 x 2.00) = 0.534 IN3 MAP; = (0.534) (.66 x 46000) = 16200 IN -# OK CHECK WELDS TO BRACKET: DEPTH OF FRAMING = 13 IN. 2x2x11 GA TUBE 44 IN. 11GAx6" PULL IN TOP WELDS = WIDE [363 x (44 + 13)] / 13 = 1589 # BRACKET CAPACITY OF TOP (2) 1 1/2" x 1/8" WELDS = 2x2x1.5x928 = 5570# OK CHECK BRACKET LIP IN BENDING: (POINT A) Mx = 1589 x (1.5 x 0.1046) = 249 # (INSIDE BEND RADIUS = 0.1046 IN.) MC,P = 6.00 x .122 / 6 x (.75 x 46000) = 497 IN -# OK CHECK CHANNEL LIP IN BENDING: (POINT B) PULL AT BASE = (363 x 44) / 13 = 1227 # Mx = 1227 x (1.5 x 0.1046) = 193 # MCAp = [(6.00 - 2.25) (.12)2] / 6 x (.75 x 46000) = 311 IN -# OK 11 GA x 6" WIDE CHANNEL 13 IN. type "B"' type `BI" 36 " COVERAGE t —I 24 "f-- —124..E 14" 36" COVERAGEt t 36" coverage standard for painted 30" coverage standard for galvanized 24 ", 30" and 36" coverage available on inquiry Stiffening groove and die set ends available on inquiry Types B and BI are wide rib decks designed to provide maximum structural efficiency and load carrying capacity. • Type B has a simple lap joint and Type BI a button punch side lap. The nestable feature of both products eliminates the need for die set ends and sheets are available up to 36 inches wide in standard lengths from 7 to 40 feet. Types B and BI are approved by Factory Mutual for Class I rated insulated steel deck construction. Types BA and BIA (Acoustical) decks combine an attractive ceiling pattern with a superior NRC rating for noise control. (See page 70 for acoustical information.) SECTION PROPERTIES (PER FT. OF WIDTH) Deck Gage Design Thickness In. Type B Weight —psf Type BI Weight —psi 1 In.• Sp In.' Sn • In? Ptd. Gaty. Ptd. Galt'. 22 .0295 1.70 1.80 1.80 1.90 .160 .191 .203 20 .0358 2.05 2.15 2.15 2.25 .208 .244 .258 18 .0474 2.70 2.80 2.80 2.90 .303 .335 .349 16 .0600 3.45 3.60 3.55 3.70 .403 .435 .442 UNIFORM TOTAL (DEAD & LIVE) LOAD —LBS. PER SQ. FT. • 7:0'''#Span::;r:: *Condition"?::: ,' ;.: Gage ,,..:.: Span, FL-In. °:5 -0 • 5 -6 • 6 -0 :' 6 -6 7 -0 7 -6 8 -0 8 -6 9 -0 9 -6 10 -0 ' Simple 22 94 73 59 48 41 35 20 119 92 73 60 50 42 37 18 169 130 102 82 68 57 , 49 42 37 16 169 133 106 87 73 62 53 46 41 ' 36 Two 22 108 89 75 64 55 48 42 37 20 138 114 96 81 70 61 54 48 42 38 18 186 154 129 110 95 83 73 64 57 52 47 16 195 164 139 120 105 92 82 73 65 59 Three or More 22 135 112 94 80 68 57 49 42 37 20 172 142 119 102 85 71 60 52 45 40 ' • 36' 18 192 162 138 119 99 83 71 61 54 ' 47 16 174 150 128 107 91 78 68 60 . DESIGN INFORMATIOIL. 1. Roof deck section properties calculated in accordance with the AISI "Specification for the Design of Cold- Formed Steel Structural Members." 2. Roof deck loads computed in accordance with the following SDI bending moment and deflection formulas. Bending Moment Deflection Simple 8 Two Span M = wi: Simple Span 6 = .013w14 8 El Three Span or More M = wl' Two Span 6 = .0054w1' 10 El Three Span 6 = .0069w1' El 3. Loads shown in tables are uniformly distributed total (dead plus live) loads in pounds per square foot. Loads in shaded SPECIFICATIONS 1. SCOPE This section shall include all materials, equipment and services necessary for the installation of steel roof deck in accordance with the contract specifications and draw- ings. Requirements for deck sup- ports, field painting, sumps, flashings, drains, collars, gutters, downspouts and other miscellaneous items are specified elsewhere as needed. 2. MATERIAL The steel roof deck shall be (specify type) as manufactured by Consolidated Systems, Inc. from steel sheets conforming to ASTM A611 or ASTM A446 or equal having a minimum yield strength of 33,000 psi. 3. DESIGN a. Section properties of the steel roof deck shall be computed in accordance with the AISI "Specification for the Design of Cold- Formed Steel Structural Members;" 1980 edition. b. The deck shall be capable of sup- porting a uniformly distributed total load of pounds per square foot without exceeding a unit stress of 20,000 psi and a uniformly distributed live load of pounds per square foot with the live load deflection not to exceed 1/240 of the span length center -lo- center of supports. c. Uniformly distributed loads shall be computed in accordance with the SDI bending moment and deflection formulas. d. Where possible, the steel roof deck shall extend over three or more spans. 4. COATING (select one) a. Prime Coating —Basic steel shall conform to ASTM A611 or equal. Prior to forming, the steel shall be thoroughly cleaned in a chemical bath, rinsed, phos- phatized, rinsed and dried. After drying, the surface shall be roller coated with a primer paint and areas are governed by live load deflection not in excess of L/240. The dead load included is 10 psf. All other loads are governed by the allowable flexural stress limit of 20,000 psi for a 33,000 psi minimum yield. 4. Loads which exceed 200 psf have been arbitrarily terminated based on practical design considerations. For loads in excess of 200 psf, contact CSI. 5. Span lengths are considered center -to- center spacing of supports. 6. Spans which extend beyond the heavy vertical line in the load tables exceed the "Recommended Maximum Spans for Construction and Maintenance Loads" shown on page 2. 7. Where heavy construction Toads or other unusual concentrated loads are anticipated during the lifetime of the deck, the specified live Toad must be increased to offset the effects of the abnormal concentrated loading. oven cured. The primer coat is intended to protect the steel for only a short period of exposure in ordinary atmospheric con- ditions and shall be considered an impermanent and pro-' visional coating. b. Galvanized —Basic steel, con- forming to ASTM A446 or equal, shall have received a coaling of zinc conforming to ASTM A525 or Federal Specification 00 -S -775 E. c. Galvanized- Painted — Galvanized steel shall be coated with one or more coats of siliconized polyes- ter or acrylic finish. (Type and color to be selected by specifier.) 5. ACCESSORIES Where shown on the plans, ridge and valley plates, cant strips, sump pans, drain plates and butt strips shall be furnished by Consolidated Systems, Inc. and attached directly to the steel deck to provide a finished surface for application of the insulation and roofing. 6. STORAGE The steel deck shall be stored a minimum of 6 inches off the ground with one end elevated a minimum of 2 inches higher than the other to • provide drainage. The deck shall be protected from the elements by a nonasphallic waterproof covering, ventilated to avoid condensation. 7. INSTALLATION The steel roof deck shall be erected and fastened directly through the bottom of the rib to all structural supports, including bearing walls, In accordance with Consolidated Systems, Inc. specifications and erection layouts. Fastening at supports shall be by welding or self - drilling or standard metal type screws of minimum size number 12. Welds shall be minimum 1/2 inch diameter puddle welds or elongated welds with an equal perimeter, Fillet welds, when used, shall be at feast 1 inch long. Weld metal shall penetrate all layers of deck material at end laps and side joints and shall have good fusion to the supporting members. Welding washers are not recommended for steel deck of 22 gage or heavier. Fastening at supports shall occur at all side laps plus a sufficient number of interior ribs to limit the spacing between adjacent points of attach- ment to 18 inches. For spans greater than 5 feet, side laps shall be fastened together at a maximum spacing of 3 feet center- to-center between sup- ports. End laps of sheets shall be a minimum of 2 inches, except cellular and Type 0 decks shall be butted, and shall occur over supports. Cutting openings through the deck • which are less than 16 square feet in area and all skew cutting, which are shown on the erection drawings, shall be performed In the field. Openings not shown on the erection drawings shall be cut and reinforced by the trades requiring the openings. Care should be exercised to avoid over- loading the supporting structural elements when placing bundles of steel deck or other construction loads on the roof. Prime painted steel roof deck is manufactured with a primer coat to give limited protection during transit or temporary storage time at the job site. No prime painted steel deck will resist adverse weather, humidity or handling conditions as well as a Iinish painted product. Even galvanized steel deck is subject to oxidation and discoloration and care should be exercised in job site storage. If prime painted deck is to be used as a finished product, touch up or field finish painting should be included in the specifications. G,2.b FRAMING PROPERTIES 13CD12F (DEPTH - CD - GAGE - W) Fy= Blank = C= t= W= D= m =2.5t= d =D -m= w =W =2m= c =C -2m= 50000 PSI 20.87500 IN 13.00000 IN 0.10460 IN 3.00000 IN 1.10590 IN 0.2615 IN 0.8444 IN 2.4770 IN 12.4770 IN COMPRESSION FLANGE: w = 2.477 w/t = 23.681 w/t < S AND w/t > S/3 =10.36 S= 1.28(E/Fy) ^0.5= * *OK ** Ia = 399t ^4([(w /t) /S)- .33) ^3 = 0.003842 D = 1.1059 n = 0.500 d = 0.8444 d/t = 8.073 d/t < 60 * *OK ** Is = d ^3t/12 = 0.005248 D/w = 0.446 0.8 >= D/w > 0.25 k = [4.82- 5(D /w))(Is /Ia) ^n +0.43 <= 5.25- 5(D /w) Is > Ia AND D/w < 0.8 THUS: STIFFENER NOT w/t = 23.681 < 90 * *OK ** 3.018 A SIMPLE 1 = 1.052 /k ^0.5x(w /t)x(f /E) ^0.5 = 0.590 SINCE 1 <= .673, b = w, FLANGE FULLY EFFECTIVE COMPRESSION STIFFENER: k = 0.43 d/t = 8.073 ASSUME f3 = 1 = 1.052 /k^0.5x(d /t)x(f3 /E) ^0.5 = 0.533 NOTE: f3 AND THUS 1 ARE ACTUALLY LESS SINCE 1 <= .673, d's = 'd = 0.8444 ds = d's(Is /Ia) <= d's = 0.8444 STIFFENER LIP FULLY EFFECTIVE WEB: f1 = (C /2- m) /(C /2)xFy = f2 = -f1 = y = f2 /f1 = -1.00 k = 4 +2(1- y) ^3 +2(1 -y) = 47988 -47988 24.00 h =C -2m= 12.477 h/t = 119.3 < 1 = 1.052 /k^0.5x(h /t)x(fl /E) ^0.5 = SINCE 1 > .673, p = (1- .22/1)/1 = be = ph = 9.505 b2 = be /2 = b1 = be/(3-y) = bl +b2 = 7.129 200 * *OK ** 1.033 0.762 4.753 2.376 h/2 = 6.239 (COMPRESSION PORTION) SINCE b1 + b2 > h /2, WEB FULLY EFFECTIVE PG. 7-1 r=2t g =,637r I. =.149r 3 =1.192t 31.09 EQ.B4 -1 B4.2a CASE II EQ.B4.2 -6 B1.1a3 LIP 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) 13CD12F (DEPTH - CD - GAGE - W) Blank = 20.87500 IN C= 13.00000 IN t= 0.10460 IN W= 3.00000 IN D= 1.10590 IN m =2.5t= 0.2615 IN d =D -m= 0.8444 IN w =W -2m= 2.4770 IN c =C -2m= 12.4770 IN Ix = (tc ^3)/12 = 16.931. +(wtA3)/6 = 0.000 +((C- t) ^2 *wt) /2 = 21.543 +(td ^3)/6 = 0.010 +((C- 5t- d)A2dt) /2 = 5.976 +4.768tA3 = 0.005 +(C- 2.452t)A2 *pi *tA2 = 5.582 50.048 IN ^4 PG. ZZ r=2t g -.637r 1 =.149r3 =1.192t NOTE:SINCE ALL ELEMENTS OF SECTION FULLY EFFECTIVE, Ix AT RIGHT CAN ALSO BE USED IN DEFLECTION CALCS. 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)A2 -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 = 248700 IN -LBS Wt= 7.61 LBS /FT BEARING CAPACITY AT ENDS Fyv = 50000 PSI = 1.459 = (t ^2) K(C3) (C4) (CT) (179 -.33 (c /t)) (1 +.01(w /t)) 1000 2198 LBS 5065 LBS K= C3= C4= CT= 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) = 0.1569 IN 1.515 0.830 0.925 1.000 Fy /33 1.33 -.33K 1.15- .15(1.5t/t) • ALLOWABLE STRESS (ksi) w 4n N 0, C",5_ 'O b t.3 CO tU CD cu C 0 y E ci PG. Z3 ..... UU r W n M r4 0 0QO CptOY.PY .4 N M Y N t- - t- h t- -4 .-4 M M •t m,,t-- b w V V V V V W r - W O 0 h h h h eo N .4 .• .,,,,, m YYYYY .4 N M V u m o o o H -1 .- 4 .. rI O ~ NNr. r1 YYYYa tO t'- a 0 m ca 00 m O 4 .4 N N whoOQ ooaio OC t-tt- Y'7-MM MMMMM a 7 D h e0 M Q .-+ N M OOOO1 ai Oc a Ov N .r . .-1 .4H .4N . q 1 'pNO ,0 .- /NMxtn .4 4 'Q' 4• N Yt .Cp 0O otD . r) tD hdp Of O .4 N M Y 41) V� Y Y to NN0NM YONOI -. O OO.c0 cop h 0041. 0 wit) CD Nw CD NK .4 N r.? -r tD wtDL%tD4 NN h emtse .-. t1 h 4 11) O ta tp W r- _ tL� C 1 N�O)0)Q1 ..4 4DYN N.•1. -4 4-4 ,1,4,..4.-4,4 .4NMV b ..4.- 0.4.4. -t .4 .4 N ..4 .•4 0.4 N40h NO)N4C) • N0000 .4 -4 .4 .4 .•4 0 -4000 .4.4.4.4N ..4 .4 ..4p4 .-4 .4 OMh. -.CD NOONN 00010)04 .-...4 .4N01.1.0 NNNNN .4 ..4 ..1 . 4 .4 M1D.I h• a Y NNOtM T O)O)toto 0 hIOO4O NNNGVM ..4 .4 .4 .4 .4 0 r- 411 Ot NU)? M.- CO4Cr.ato .4NM t» MMM .......... h 40aM N .00ON t0 cot- N 0t a 0 O (.)() ^ �� I• N0 (00..40(00 NN''NR N 1f� =03,000 .0.4 tN-•N., E 0000 .-4,4 .4 .4 {p wt.:iv..00m Ot0N0). CohhtD CD N .-t . 4 N .4 O TOMi OV)m ... .O CD MNY 1.-..4 .-4 . .1 .r m Om mm. pp ..4 (00 rr)C 041) YY 4MM .......... 00000 ..... NO(4)M MMNN.4 t� .00.0. .4 .4 _ N .4 t� itiaV C't.04N. ..... h%AM.40) 40404040 V IC 4044004400W4400 ttp� p 40).0'.1• h1D..{N. -4 t '4.'4,''Y 4040404004/) ..40040 Y r) O tph 4n a4MMM 00(01140 t1) pt-or-no N N•7 4'4')C'4,-40 {MppM'))pMM t0 (0 (0(' bCO ONu 0 c000t NNNNN 4'NNhh m.04tptflrM) 00e. MC') NNNNN Nh40h rm _ NYO)ZDM q 4040 NO) kg co t2c111O�)Cpyp 2,,ARR .41c NNNNN 0!fh4N O1 ww '400) c9I hot) NN.•4.ph -4,-4 NNCi N0 0MM000 Mtn.4. -40) t040h0), -4 .40.1.~4M4.4iN.4 t~")Nc')Mrt') NCON(M N O40.4M b .401') ..4 .451010+ 400 -0 0)0 010WM4 0)ID N-4h to'ONM mCONK a Nv v 44 h0.40M 10100)N4 OhYNtA t-g 11)01) t0 V 4V 0)0,00 jams Jo sapo.r6 II If Secondary Members' 11 !/r 121 to 200 �.' v "•) )- N°4oiwo ognmm mm.O wm gmmmn g g g g g .` .:.o tc .0 1c 1e a 1u to .; 1e 10 ..i .o rJmam nmmag ^"'"n W'' W0.0 If1 b 4010 .0p0 b b .0 10 1� n n f� .- r. .. 1� W .0 nm.1.pw .o u 1u le u ...NM."' ...... V a$.W-1.0.1 to a .3 .o a '''''"C" W W m 01 m.m1; ;;AM .o .v .e .; vi to O.ag.' '41'3X, 14 to to 10 .c .1i \t1^ W PA 6 (l. t1. ) H 44. v ^'14 N .m•4 0 0~..9 g!? .1 tl 0.412I2100 •0.0..0..of 0; of of pry1fA �O.1i 040.71{1 [A .0V1..110.001 .-1 .m,74'' wmy.pN-411.•�.f1.4 ...i .I r4•.1 n n Yl N W 00s010WO W a n..1•'1m O ry M M ,4 4 4 4 0 001 01 .7 W ..;m.4.;.; 1..�1�g h ::.O41ap3.4 V V PM ,• W W W V1 0��,4:.4r:.4 174NMM41101 QQ ON co m M M N • l'Ai MMNb .t1 Cp EO8 u. 7.w N 4'. v 1- �1 0 10..4 n b N Y l< .1 N I V .^'. .~.4 O 00.1 O 1 W W n n W b •4•h l.f Y. t.. .4.;,4 4010444 44444 N... . 10.E W0.0 ,,,,„„....„,,.....,,,,,.4, b 404010.,1. b bb.,N . wY1 Y 1 M a t, 10.1 • M N N .W..Q -.-. 44444.44444 .0.1^H,W . . 0 W ,„ n .. W 0.g, O 0.n......., 1 44,1..4 pl pt .N.-1.0•i•-1 .. m W n H �=,._,1;.„,,,,9. Tpm m. pm. pm 4 y V 'Z .- e.g00.01 m 000 m 000 4 00 1 0i F1 %E� N N Nro a m .m. N . WW - 1� g g 1� 4 fn g g mqaQ Q 47a 4 1 40 1..D •. b 41 0 40040 1.N Y V .tlfQ.?, r^. 44"-0 's" ' v1+ $ Main and Secondary Members Kt /r not ewer 120 I.. ,,gm � atm.. m Ngt-2Mm n n n n n .: tO b 1O lC Y1 YI Y1 4N1 ZrdM3m� ,711V.�.4 .W- . M 1u;4444 p VIZIMb'1.B >v . . 44.;r414 o•f°...°•1•gi.�4 46111MA .0(0n w ti .N.. ..... .`.y781o.°rM .i H �i .~•�...yyy1 v. .0...N'til"4•M+4 ..°�-4.mmtuim .y .1.t .c.t .pyli .W •'-1.�W. 4pi i' I,- 1w�.ZMMEA Vy010 mr.,~0 v .'1 m a nm4°. nvmm 0 v4:74 4".74".,751 W P:MT 4 14Dn A4OO'iv : MZMM u.Nileeu�i M.-4001n WO .bbn M T N.O•.M n.N..m..n r b r 1V O �nnn1S 4446 14 �ipnvl4M,70lmn0 NNmNN 6m; PinN N ^NN 0J .-.Nm.. N b.� W m. �.w,Myrf,M IV nniim n MMM F ld 0N��Ki NN mNmmn IpV NN N4 NN V N..1 4;.' 0 .' MN1NN 1� M I.I4Q.IM • �Np J 4. Ng; f.lmf.1 M WELDED STEEL TUBE INSTITUTE p6 .2.4 COLUMNS Fy= 46 ksi 5x5 1 R X R .r_ 1 Properties 1 Heavy line indicates Ki/r — 120. Values omitted for Mir > 200. Heavy tine Indicates XI /r = 120. Values omitted for XI /r > 200. 1- Square Structural 1 ubing TS 5 x 5 hllnt.rahln rnnrnntrir !nark in Line tp O V. to A O) b O • • • MY.1^• N t0 I 10.84 t2 M••••O. bM OAC pAMO.R OY9 W0000WA AAAt0 t0 t0 U'/tflCC CMMNN N ODtt M••••O. Wb In•er nee NN.•'•••••.•� .... Y9 . N A co n, co. C . . •� • ••• N • �.•••U/pM 01 1pNAM ODM 3lMA IhObN =000 01 Q.O OD A r-. lQ LL9 1n Qef OfA{!'!M�• ^A M M NNNNN z. N M - b �~ ao .0 t°On •r A R ••■ 00 C 0 to r■ to 0 0 M IO O) N t!) . O W) in Yl RC CM M NN .-,000)00 co Ab t0b C ON Y9 — t9 to N o co to C M CRC MM m MN N N N 0 0•.yW • • • • .O • 10 N ••r m •.+ f.% t0 i•f• N • N YtN 00R Of C0)MA•••• RAQINR b.'.01N 00 b A r••• lip btf)1f)CC mN.-• .•.O 01021`.0.04.0 A..AMt•S ARN00) b I) If/ C V Mf.)M M N N o N t0 M R rt. CW A M O.O•ti C S N N pd"1 n N INominal Size M c A IWeight per Foot .•I nit MRIli 1.0A02 tT0 ••••NMCIll .b.1- .- I••-.N NNNNN N CV rea A (In ?) (In.) (in.) Bending factor Multiply values by 10' 110(4e,A2 10 snIpe.1 03 laadsai 4pm 7X pa) 1.11 yl8ual annoaJ13 ( —, —� U .■ 5x5 1 I _ Properties _ I Heavy line indicates Ki/r — 120. Values omitted for Mir > 200. 1- Square Structural 1 ubing TS 5 x 5 hllnt.rahln rnnrnntrir !nark in Line tp O V. to A O) b O • • • MY.1^• N •b Q •-n tV M AlO•0. NO1 A- N Olin NOOU1.••A M .DC ON 010101 O.N b b b A A A tO b b tf) tnC C .. 1O N O1 At19M 000Ab �R mNN NN N N•ti•••• •••• ••. .7 O bye 01 tO 0 • • • • • V• A .•. N rn •• Cr. •� 01 ••,• A to M 0 V. ObNW 4010 01M CO bNbdb NN N N ..... M ..0001 0)00WInA ,0 MD KI 1fIR •••IAC. -+01 Cs Mr•••O X00 R Mm MN NNNNN •-• O tD •••• m '0•.7 I`00) b •"• yy C'V "' m r1 N .0 t°On •r A R ••■ 00 C 0 to r■ to 0 0 M IO O) N t!) . O W) in Yl RC CM M NN .-,000)00 co Ab t0b C ON Y9 — t9 to N o co to C M CRC MM m MN N N N 0 0•.yW • • • • .O • 10 N ••r m •.+ f.% t0 i•f• N • N YtN 00R Of C0)MA•••• RAQINR b.'.01N 00 b A r••• lip btf)1f)CC mN.-• .•.O 01021`.0.04.0 A..AMt•S ARN00) b I) If/ C V Mf.)M M N N o N t0 M R rt. CW A M O.O•ti C S N N pd"1 n N 02C O)MA .•.Ctp 0001 000OO) Atf)CR MM NN •• 0O100A Atp Y1CN .•.001 NNNNN NN.-t •ti •-■ - •••■ tO 01 M CO 01 01 1f1 N 0).o vr ODA tp b M)Y1R CR mmm ea A (in.') in') in.) Bending [ factor `Multiply [values by 106 Y N 0 IWall Thickness Weight per Foot NN MR Y9 toA co 0)0 .ti N M Rtf1 up r.. co010 •-. NM C4.0 'A000)O •-•N •••■ •- ..- ••-• —N NNNNN nit NNNm mm uoncJA8 to snipei 01 loadsaJ yum ?yt Taal ui ylBUal annoaN3 .■ i I S 1 9 i_ Ad 'Page 3 of 5 PG, Zs ER -5225 TABLE 2 —POWER BOLT (RAWL•BOLT) ANCHOR ALLOWABLE SPACING AND EDGE DISTANCED The listed values are the minimum distances required to obtain the load values listed in Thbie 1. E sr Embedment depth; D Anchor diameter. When adjacent anchors are different sizes or a mbedments. use largest and deepest values for D and E. 2The Gaud values are the minimum &stances at which the anchor can be set. when load values are adjusted appropriately. 3Load 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 u two edges, or spacing and edge; etc.) we calculated separately and multiplied. TABLE 3 —POWER STUD (RAWL-STUD) ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pountis)12.3.4 I1 4DR DIAMETER (Inaba) DISTANCE FOR FULL ANCHOR CAPACITY (CRITICAL DISTANCE)' DISTANCE FOR REDUCED ANCHOR CAPACITY (MINIMUM DISTANCE)2 REDUCTION FACTOR3 .5 —.- SPACING BETWEEN ANCHORS • •- •-4.0 E 2.0 E EDGE DISTANCE — TENSION LOADS 1213 5 D .7 EDGE DISTANCE — SHEAR LOADS 12 D 5 D 2,5 The listed values are the minimum distances required to obtain the load values listed in Thbie 1. E sr Embedment depth; D Anchor diameter. When adjacent anchors are different sizes or a mbedments. use largest and deepest values for D and E. 2The Gaud values are the minimum &stances at which the anchor can be set. when load values are adjusted appropriately. 3Load 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 u two edges, or spacing and edge; etc.) we calculated separately and multiplied. TABLE 3 —POWER STUD (RAWL-STUD) ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pountis)12.3.4 I1 4DR DIAMETER (Inaba) . EMBEDMENT DEPTH ' (tneh.t) INSTALLATION TORCUE (Ftt.bc) • REDUCTION FACTOR3 re■2000pal re.4000psI • re46000psi ... S Tension SMar Tension Sheer Tendon Sher 5 0 Wm 4 SD.IntD. Wimout4 SD.InsD. Wlth 4 SD.krsp.• ` WiVou1 aip.tnsD. Watt 4 ` SD.htsD. WI2 out4 SD.InsD. • 114- 1.1/6 • 8 • 310 155 396 300 - 180 ao5 435 Z. 215 405 2 a 475 235 105 520 • 260 405 525• 260 405 516' 1-546 35 • 460 240 890 760 380 940 760 360 940 3 35 • 1025 512 005 1505 755 940 1505 755 WO 1? 2.1/4 60 660 430 1635 1390 625 1700 1635 620 1700 4 60 1425 710 1635 2040 1020 ` 1700 250 1150 1700 546' 2-3/4 00 1560 765 2320 2075 1040 2975 2465 1235 2075 ' 5 90 2660 1330 2320 3125 1565 2975 4100 3050 2975 ' 314' 5.316 r 175 1055 930 3095 2165 1095 3765 3135 1565 3765 , 6 175 • 1660 930 7095 3115 1560 3765 5045 2520 3765 7/a' 5.715 250 1475 740 4490 3075 15.40 0040 4325 2160 6040 7 250 1605 000 1400 5110 2555 0040 7205 300 6040 1' 4-1/2 300 2105 1005 0005 3455 1730 7775 9250 4015 7773 8 500 5500 7795 eeos 6760 • 7360 T775 11,055 5525 7775 1.1/4' 6.1/2 450 3820 1910 10.205 0745 3370 10.235 9530 4615 10.205 - 10 450 5510 1255 10.205 13.070 • .0535 10.205 15.170 7585 10.205 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. IThe 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 are for anchors installed with spacing and edge distance in accordance with Table 4. 3These tension values are applicable only when the anchors are installed without special inspection as set forth in Section 17015 of the code. 4These tension values are applicable when the anchors are installed with special inspection as set forth in Section 17015 of the code. SThe allowable loads may not be increased for duration of loading such as for wind or seiimic Toads. TABLE 4 —POWER STUD (RAWLSTUD) ANCHOR ALLOWABLE SPACING AND EDGE DISTANCED • DISTANCE FOR FULL ANCHOR CAPACITY (CRITICAL DISTANCE DISTANCE FOR REDUCED ANCHOR CAPACITY (MINIMUM DISTANCE? • REDUCTION FACTOR3 SPACING BETWEEN ANCHORS 4.0 E 2.0 E S EDGE DISTANCE — TENSION LOADS 12 D 5 0 .75 EDGE DISTANCE — SHEAR LOADS 12 D 5 0 .35 1The listed values are the minimum distances required to obtain the load values listed in Table 3. E. Embedment depth; D s Anchor diameter. When adjacent anchors are different sizes or embedments. use largest and deepest values for D and E. 2Tbe listed values are the minimum distances at which the anchor can be set, when load values are adjusted appropriately. 3Lad values in Table 3 are multiplied by the appropriate reduction factor when anchors are installed at the minimum spacing or edge distance listed. Use linear interpolation fa 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. • :ore • •-• • 18715 East Valley Highway Kent, WA 98032-1241 (425) 656-4505 1-800-345-3226 FAX (425) 656-4503 SINCE 1972 Ken Nelsen City of Tukwila Department of Community Developement Tukwila, WA 98188 Dear Ken: This letter is to confirm our telephone conversation on February 19, 1999 concerning headroom for a mezzanine. You offered me a variance from 7'-0" to 6'-8" from top of deck on the mezzanine to the nearest object above the mezzanine. This allows us to move only one gas pipe instead of a myriad of piping. I am hoping that, as you review our plans, you will still feel that you can give us this variance. This letter is meant only to bring this clearance situation to your attention. Thank you for your services. Sincerely, Rich Fisher Territory Manager/Project Manager RECEIVED CITY OF TUKWILA APR 2 9 .1999 PERMIT CENTER Pcici svolq5 KENT • YAKIMA • PORTLAND • SPOKANE PRINTED ON RECYCLED PAPER _ ie;:•zo+�,�: ;yam a1+��' ' +vsx£tsl4s)he 'h Fi ^7 {[� , 47t i l �';'e : t: Ri`i` ¢ 7t;'b(r'j1 ' }� t viS��.�k2�= loJ�F.1ki'��rh {paC:.4,.....- `��.Geii N.A...J.YU:f:"a.rfn�LS' t ft PLAN REVIEW /ROUT SLIP r msoi Lout* oopi:ii XX' Original' Plan Submittal esponse: to Correction: Letter DEPARTMENTS: Buking Division RI Aux, 9- 1-qq (R�l Response to Incomplete Letter.: Revision `# After Permit. Is Issue No ePt._ Fire Prevention [J Planning Division ALOG 5 -?19 Structural Permit Coordinator 5411 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 5 -4 -99 Complete EZ Incomplete ri Not Applicable ri Comments: TUES/THURS ROUTING: Please Route No further Review Required Routed by Staff n (if routed by staff, make copy to master file and enter into Sierra) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 6-1 -99 Approved 1 1 Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved n Approved with Conditions n Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: WR•ROUTE.DOC 6/98 Fire Department Review Control #D99-0145 (510) May 7, 1999 John W. Rants, Mayor Thomas P. Keefe, Fire Chief ; Re: Pacific Orthopedics - 12870 Interurban Avenue 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. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) Extinguishers shall be 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) 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. Maintain fire extinguisher coverage throughout. 2. All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575.4439 City of f 7iukwila John W. Rants, Mayor Fire Department Page number 2 Thomas P. Keefe, Fire Chief review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1742) Maintain sprinkler coverage per N.F.P.A. 13. Addition /relocation of walls, closets or partitions may require relocating and /or adding sprinkler heads. Sprinkler protection shall be extended to all areas where required, including all enclosed areas, below obstructions and under overhangs greater than four feet wide. (NFPA 13 -4- 5.5.3.1) All sprinkler system plans, calculations and the contractors Materials and Test Certificates submitted to The Tukwila Fire Prevention Bureau must be stamped with the appropriate level of competency seal. (WAC 212 -80) 3. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) Each circuit breaker shall be legibly marked to indicate it's purpose. (NEC 110 -22) This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 5754439 The Tukwila Fire Prevention Bureau Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 .`. = a, i) • ' >. *7 ...— F. 7. :',1 1— 7:o . • '' , LI = = .2 = g' ..- . • . ..., .. . . • '0 ,- 0 • :-. r- "; . cr: .,.:.= 2 , . ,• 7:4 ' • : e-e-- • t.-4"4-'..".- tt...° P-- -0 Ln P„,, . ..• ." C. .,. —■ = . ^ , : = :44 = • g ..., ..": • E - ...., -. c, • = ,.... .., 3„-, . • ,..: ,...... .• ., .:_-• .17, ti ''.77. . - ,F. = 7. et: -4 * • . , • . a. ' - ' , . V. a' . : --, 9 s ..i .2 .a..: . , :12, ...- • .. :.2, al .F.; t. .7i ::, 1,. u:. 7-** ...- 7^.: ‘4 73 8 - E. - ,.5..9 • . 5." ex. :'; - ....= ... -.... t-.. - • e - .., :.-- - ...,:: - -* -- 1.-.., .-'' :T. 7:— . r•—• ... — . .1..:: , , , 6 . "Fs. c.. ..... = !, ..1 — — a- ,... ,:,.., ..:: . • ' C .;-* :, v.: > . , '7; •a . Ei Lr. 7-- r, • 7, ''4 t..., eq' = '= = ' . 1■1 r.:.-?. c....z :.:-.C.:-.......-.-- .st r4, r.; 0..) u • c 7., N ...... 71 ''.;•:' :..5 ,..., - c. U.' til001.::::' . :. te ': '; ., -A •. Y.: -,.. ..• 0 ..........;...,.;;:-... ,...-_-",.....::..,... •C) . >I • Cf) (fl . • ! *: • : : z , co • r10 0 CU"••■•••■ • .- ' ... -.,.. • .- . R M tv) 1 I • : 7 l' .: :.: . ' W 0 0 - :: . 7: ..•:., 7 ' • . ,s. , H .0 > 11 • , . ..:. 0 0 ri : • i ...: Ig 40 0 ct. 0 •• le DI • ! 'CV . E--.• • t-",;;: 1 c4 52 z'.. H 0 C:3 4 c13 *. • 7.5 • rwl t.) H '14 11-1 r% E-1 b . i'l ,:.) p... c.h Z 0 44 0 r% HM•HW.OHN wo UN L. .0 7 0 = 14.15-)152-11110 BUILDING #2 SD-3, SD-5, SD-7 / PARGAZ, SITE 0 IL - \, \ I , • ,._/ .,,' „-,-.■-, c ' \ ( \ \ \ - N. • \ \ .: 1 1, ?, \ 9 4 ...... \ .9 169.82 • E' '0 •. d ,\ --- ' \ i ( / < r• \ ...) /p,-- • \ •••••••••••••1011.1101 BUILDING # / • a' 4 a .0 BUILDING #1 SD-2, SD-4, SD-8 FaD DETAILS ON ROAnWAV SYSTEM 'TERM/ft SEE REFER TO MACKENZIE EMMEEENINO INC. eDiteblEile NO. ' "GIM "V 17, Iglif north 1 • t. E VICINITY MAP i : tiE that POF1100 Of Kilo 0000,0 013'toltilH 0. 00. 07, LEGAL DESCRIPTION: PA101L A: I beginning 0.1 • point on the Wortheest9r1Y . 20 7 15 of el. Sound Power N Light Company right uf way, weld point being Nort4„ No 22'29 Wes/ five the efhwee 0.-Ten hebh, Sections 14 and ' 15, • distance of 1,722.57 feet ...a.; 0. the Mirth Xone Grid System for the Stat. at Washington, wad point being also the Southwest corns: of that certoin tract of lend conveyed to Prank Nenaglia and Vittorio Damara', as reworded in Volume 1513 of Deads, peep 13, in King County Recording No. 2693164/ thereon North •11 West along said Northwesterly aergin 1,770.27 foot to the point of beginning, thence Korth 41 East 279.27 feet/ thanes North •1 West 45.00 feet; thence South 25 West 150.11 feet to the true point of beginning. PARCEI. St A non- otiose.r easaacnt for ingras and egress in and ecru. the fo deo bee . 'party: ' G r i t 7/, Leo' A., fir to and ?yin° Souti rly of a lino Planed . ipilowfi, Beginning a, o point on tilt Mori aaa t a rly lav■gln of the Puget hound Power Light :o. no- 4orti 2 2 . . , c26K West, f rm. the quarter corner betwoen Sections 14 ano 15, • distance of 1,722.57 feet based on the North tune La./kart Grid cyst. for the State of Washington, said point no begln,lno being el" the S.W. corner of that certain tract of land conva, - 4 to frank Ilenwilia and Vittorio Demarcki as recorded in Volum T13 of Deeds, Peg* , f nt Auditor of sing C,unte , Wash.-4ton. weds: tecurdimg h .0.3164, Saptonlb 15, 193, thence North 48 West along said Northeasterly wergin 1,570.27 feet, thence Worth 41 East 310.54 f sat tn.. North 11 Zest 20.0 fest to the ,... p, ire nf beginning of roe above mantioneed description thence along said doacriptiob line, North 111 West 595.37 foot Zo the Northeasterly margin of the Puget Sound Power 4 Light Co. right-of-way/ TOGETHER WITH • strip of land 16.0 feet in width extending from the sort Wester], , -ornar of the Own deacribed ei aaaa nt, North, only 109 be NorLia-sterly margin of the Puget Sound Pow Iigh e ishk-of-wa:• limaawa of 160.0 feet, more or lee., a re see g said qt. boing know, we 42nd Avonue EXCEPT any re tay. .ch may 1. witni., Pa..° A. Situate in the City of Tu101/.. County of King, State of Washington. 0 50 100 I SCALE: 1' : :(00; - 0' 200 400 's • LAP.' USE ,• • nt. 1 ; EAST - RANuFACTuRING I , LAL SOUTH - STATE HIGHWAY 997 AHD INTERURBAN Avfn. SOUTH WEST • STATE HIGHWA. PROPERTY: 550.005 LEGEND OF Cet...STPUC'' PHASE FUTZ;HE "; ST.PARATC PERMIT REQUIRED FOR: o MECHANICAL 5LI-EEECTRICAL o PLUMBING o GUIs LIMIT OF PHASE I DEVELOPMENT CT? °' APR 2 9 199 PERMIT CENTER i ' MINII 14, ISIS bow. ev IN LW Olt BM beesf(311 LP Az/solos GIN. 809. AK moos Vriq-01(45 �F \ 14' IV. • A 1 99.016.3 4 1b . aT rA . _> _ n Dclq-011-15 N li >at , A-✓O-ZE. OS& OE¢INCA, '.'CYO' pZ tC ' f IS , ._.TED Ar L oG = r STA ?�j+ .Z.(y,•® north KEY PLAN KEYNOTES / LEGEND 1. NATCNLINE 2. CENTERLINE OF DRIVE , 3. EDGE OF BUILDING 4. EXTRUDED CURB, SEE DETAIL 3 /4D S. LANDSCAPE ISLAND o- KEYNOTE PROPERTY LINE / MATCH LINE / D DRIVE -EN DOOR • DOCK•HIGH DOOR / ° C0. "'A <K!NZ`3 CNIsWCCBNG INC. � ! Smear 17P nvlrNrea. <LN(Ctl.'NL lA / 7RI I..r 6JT 15 LoY..�1 CD � AT 5'(REET STA 21+55.5 SITE DATA DEVELOPED AREA (APPROX.) BUILDING AREA PARKING STANDARD STALL COMPACT STALL HANDICAPPED TOTAL PARKING LANDSCAPED AREA (APPROX.) BLDG. '1F 1 / 212.540 S.F. 52,009 S.F. • NO SCALE G ,.j.1A 7. CO/WAFTS WALK RU DETAIL TAh G. 133317tAP PAIRING !TREE 1XtTM .X' -O' ACCESS ADJACENT 9. 51'OGTSA21 tAX AST. SEE Of- OLZ' .0A A °-LCD' P ia. QLITN,IDG PACE. O BUN-MI.6 1 iNI51DE FADE C9P &AL RA 151 SPACES ^ ( ,y4 AS SPA:'.' S !ID 2 SPAS 21 CE 'SIL AS 42 A., S.P. � JUN 3 1339 BU1L®4NG +1' SIT.E LAYOUT PLAN RECEIVED CITY OF TUHV APR 2919 PERMIT CENT ',EP J gr. IL r Z �. -J ge ge NNy v0 L si 4,3 O.NC,•' • JLMIG IA, 1S•11 1 PM LW OM A 7 YlM /IG OGM. REY. I6 ?mum ONM. Mt +GI AYWT Pa lift Q io•ID -0.O Wi . P4* RILL. PN R NAAN01. FOOTING SCHEDULE I MARK !LENGTH' WIDTH bEPTH REINFORCING CO REINFORCING (W) REMARKS [0 . - , .. ,..,- ......, . a'... ( ' f .■ . I , '4 4, - 7.0 r , . , „, ,,,- . •... , c t, ,,,,, .-.,...•Gr' ' ' ."`" • %. N' ,A ' '''' • ' ''4• ' id ....„. ,. s , - L f .: ;;; ( •4 .,4 CJI . .1 A I:' r ■ ■ rA' •, , g ,, c ,.• ....1„,:j.,/ k . , .t.e, ,„..„., , ,,... ... .: -. ,, .. , :r; ,.: ' r' , l. * 4 r,:••• - :, '. "- ''-. ' - 1. ...., • , • ',' ' p • sv 05)45 , ..,..'.1.c.. 'C CLINI1 TJ -C4 4: 0 . (e 4 4.0441, 'vas. 0G.T.N, 20 fah /L- .4 • C- fit • 3 0 r■ C. 1;1 C. m11. L" CE L NIF 0 ' r ..,..,_. i CD\ ED 1 4- - I— 1— 1 • , L:i , • , 0 0 0 0 F 1■■••■•••■114,09•11•A■11 •■■•••••■•■■ a mas•weetamass•■•■■•■•••ro •■•■••■•■•=ms s Nor e mow ■ sm.I Lai ID ITT Aft AN it= Ner T 444 -2" w 12/ 4 _J 4.41 TT' 1 I L Dqq-ol 45 • .7 8 F1 0 ••■■•• ••■■., ... (j) rt1 0 0 MOW 14. ISIS oRNI/NOR F14 LW IS IS NOW CT 6 4.4.M,44: 9 ' • 1 0 1 1 • ''l 2, 4 3 ; S, , 4 . 5 i 1 5 <2 0> ■ - ,. - t t G.P 4 (I) HAT'', 4 2..1%1 - '''••• q_ I ® 1 0 e" • 4 e I 4i22 0 0 0 0 8 o <5 o 4 0 0 0 0 0 BUILDING +1 FOUNDATION PLAN.' 1/18'11 "E • KEYNOTP9 0 1. EDGE OF SLAB/FACE OF MALL 2. CENTERLINE OF FOOTING 3, CONSTRUCTION JOINT 4. CONTROL JOINTS 5. 4° CONCRETE SLAB REINFORCED 2.0 ILO WWII 6. FILLER STRIP AT BUILDING PERIMETER 7. THICKENED SLAB EDGE POUR 4. 004 ..:C.. P 4,4 4 6 LEGEND KEYNOTES <> moo um LINES 0 rek9rwel rimu, SAWFAIrr SEINGIE L. LIME 3ut.‘ 3 039 SwF, A Cry' gal, APR 2 9 1999 PERMIT CENTER 11 TJ pgq-o iq5 N GENERAL NOTES 10 11 12 ' ; 13 14 19 BUILDING +1 ` FLOOR PLAN _ 1/16 1. EUILDDM TO RE GROUP. D DIVISION E OCCUPANCY 1. CONSTRUCTION TO DE TYPE v -R 1. SNIT DOORS FOR OFFICE AREA TO BE LOCATED IN COMPLIANCE BITM CODE REQUIREMENTS DURING TENANT IMPROVEMENT PHASE OF CONSTRUCTION LEGEND O O KEYNOTES COLUMN GRIT LINES REIrtTUS I 1. CENTERLINE OF COLUMN 2. EDGE OF SLAB 0, LINE OF PANEL ABOVE 4. DOWNSPOUT 4'..64' 5. to x 7 DOOR 6. ELECTRICAL ROOM 7. 9 x 10 OVERHEAD DOOR Cttr ,?, OOLIC 4144 xGRMR,) 8. 10 x 10 OVERHEAD 000R(TST' 4, DRIVe'M OOOKS.) 9. 4" CONC. SLAB REINFORCE° 2.9 x 2.9 ARM 10. COLUMN T.5. A. x m K 41. (TYP UNI2S5 CP .IO0CJ) 11. TRASH DUMPSTER LOCATION 12. CENTERLINE OF PANEL JOINT IT. COLUMN T5 b^ S 14 GOIJL. RGTANIIJV. 00) Q • cn • c w NU Z 0 Cr) , U) AN S IN. DDM IIIVIMYM N MI MR A RECEIVED CITY OF TUNWILA 1 "G 2.91999 PERMIT CENTER Y / PARGAS SITE pgs1-0145 40' RIVER ENVIRONMENT 200' URBAN ENVIRONMENT • 20H' URBAN ENVIRONMENT 40' RIVER ENVIRONMENT north SITE DATA SITE GROSS AREA SITE NET AREA BUILDING FOOTPRINT AREA BUILDING TOTAL AREA LANDSCAPED AREA PAVED AREA OF SITE COVERAGE (RY BUILDING, OF SITE COVERAGE BY LANDSCAPING OF SITE COVERAGE BY PAYING PARKING STALL TOTAL STANDARD STALLS COMPACT STALLS HANDICAP STALLS LEGEND 36.62 ACRES 35.74 ACRES 443,500 S.F. 493,050 S.F. 323,312 S.F. 628.350 S.F. 22.29 20.28 51.93 1.550 1,100 420 30 .."'vfi...a+K. LIMIT OF WORK IN FIRST PHASE :� LINE AT MEZZANINE FLOOR LEVEL 200' URBAN ENVIRONMENT 40' RIVEN ENVIRONMENT SITE DEVELOPMENT PLAN SCALE': 9• 1 900• — 0' JUN 3 RECEIVED CITY OF TUIONILA APR 291999 PERMIT CENTER 0 0 4 0 0 I r � V I- • 2 • Sr201., 2 ST 1-H0T9GI24 28 3 0 Tj°lQ -O��t� WITTCO 12856 V RIAZZ BRONTAPE 1 EC COMPANY 12866 IQ.2 (1 PACIFIC ORTHOPEDIC 1 2 8 7 0 o \ \\ \ __ \ �zz 1� 1D LEGEND • STOREFRONT MAN -DOOR • MAN -DOOR A DOCK HIGH DOOR 9' x 10' • DRIVE -IN DOOR 10' x 14' A DRIVE -IN DOOR 10' X 11' VACANT 12874- TA- I 0 10 32 40 ZDDE1.2, A.TIII11147:3 N B EGN 2 8 8 6 21 GCC — 1 0:Z4 t11 lII A JUN RE 2 IN CI'v F U clTV oP ulcw 3 193 APR 2 T 9 1999 PERMIT CENTER TENANT PLAN - GROUND FLOOR 3" , 11_1 11 -7 1/2" 3' EDGE 10 9 / EDGE 3478 -. 3478 -2 EDGE - El ' CLOSURE � n • L AM 10 -0" HIGH (NOTCH OUT FOR JOISTS) VIP BRIDGING lo EDGE EDGE A2 L 12' -1" CLEAR FROM FLOOR, 7' -5 15/16" ' 202 CLEAR FROM STAIR gir 3476 -2 ^EDGE EDGE __ B 1 ,. Q 7_9.. 11' -7 1/2" 3478 -2 \ C 19' -4 1/2" / 44 , 7 -2" y 7 -3" 1 , 4' -6 3/4" 4 3/4 KICKP LATE TSP. ALL SI 3478 -2 'AIL & KICKPLATE 49 / 1 1 1 3478-2 v a ro CLOSURE ROOF DECK SPAN 45 3478 -2 I I I I / 6' - 3/4" 6' -1 3/4" 7' -2" 19' -4 1/2" SYMBOLS De161-0114 13CD12F FRAMING SEE DETAIL - -- 3/4" BRIDGING CHANNEL • FRAMING SPLICE O JOIST SPACING • FIELD APPLIED HANGER INSERT THIS FRAMING INTO CORNER FIRST 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 •_ • SPECIFY PAINT. ALL STAIR RAILS �M1 PERIMETER RAILS SHALL RE SHOP COATED WITH ONE COAT 0 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 RISC STEEL CODES. COLUMNS ARE ANCHORED TO THE SLAB WITH (4) 1/2" DIAMETER RAWL STUD ANCHORS. THE SLAB'S ABILITY TO SUPPORT THE VERTICAL AND OVERTURNING LOADS FROM THE MEZZANINE COLUMNS IS NOT THE RESPONSIBILITY OF CUBIC DESIGNS. 4. FRAMING MEMBERS ARE 14 GAUGE OR HEAVIER COLD FORMED "C" CHANNELS MEETING ASTM A570 GRADE E, 50 KSI YIELD REQUIREMENTS AND ARE DESIGNED PER AISI STEEL CODES. FRAMING MEMBERS ARE CONNECTED TO THE COLUMNS VIA 3/4" DIAMETER BOLTS (SETS OF (4) BOLTS). 5. DEC11 MATERIAL IS 1 1/2 ", 20 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 - BAR GRATING (1 "xI /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 OPEN RISERS. STAIR RAILS AND PERIMETER RAILS CONSIST OF SQUARE TUBING AND ARE DESIGNED TO MEET STRENGTH, SIZE, AND OPENING REQUIREMENTS OF APPLICABLE CODES. PERIMETER RAILS ARE (3) LEVEL. 8. INSTALLATION OF ALL MEZZANINE COMPONENTS SHALL BE IN ACCORDANCE WITH INSTALLATION DRAWINGS AND MANUALS SUPPLIED BY CUBIC DESIGNS, INC. SCALE 1/4 " =1' A MEZZANINE SPECIFICATIONS 4 -14 REV NO DATE DATE 4 -5 -99 TYPICAL Fl FVAIQN FOR APPROVAL DESCRIPTION DRAWN BY JN CHECKED BY DRO JN BY CUSTOMER PACIFIC ORTHOPEDIC LOCATION SEATTLE, WA DISTRIBUTOR DACO DRAWING NUMBER 3478 -1 FOR FRAMING PROPERTIES FRAMING PLAN TOP OF STEEL= 121 3/4 * INDICATES 3/4"x15 "x15" BASEPLATE 1' / / I / / I SECTION B -B SOLID LINE INDICATES COLUMN TUBE EDGE BROKEN LINE INDICATES C OLUMN TUBE CENTERLINE 3 x,Q x]QPL. TYPICAL 001 IIMN TUBE DI r - 1 J DECK PLAN TOP OF ROOF DECK= 123 1/4" TOP OF PLYWOOD= 124" L J L ALTERNATE DIRECTION OF JOISTS SECTION A -A J ES) ECEIV 0 Cubic Designs mnc. CI Y p QF TV WI A 16770 WEST VICTOR ROAD API( 2 9 1999 NEW BERLIN, WI 53151 414 -789 -1966 800- 826 -7061 FAX: 414 - 78BR1MMT/9E JTER SIZE D (in) w (0) t (0) L (in) WI (U /') .iii-'0 Sc (In -MI 13CD12F 13" 3" 1290 1 11/32" 7.61 50.05 246,700 l._ COLUMN & CENTER COLUMN BASE Column Tube: TS _5_ "x _5_ ° x3/16" With _1/2 x 5_ "Lg. Rawl Stud Anch Column Tube: TS ___ "x ___ "x 1/4" With _ =_ "0 x __ =_ "Lg. Rawl Stud Anch.I Plate CORNER COLUMN 1 /4 "H. S.x 13" Plate F raming w/ mitered end 1/4" Cap Plate 1 /4 "H.S.x 13" 1/4" Cop Plate ti PERIMETER COLUMN 5 "x 5 "x3/16" Column -/ CENTERED BASE PLATE 5" 5"x3/16" Column DETAIL 3/4 "0 A307 Bolt & Nut (Typ) (Instoll per AISC 5 ecs) DETAIL \478 -2 3/4 "0 A307 Bolt & Nut (Typ) (Install per AISC Specs) 4 /4 1 /4 "H.S.x13" Plate 3/4 16ge Bridging Lap os shown or end cut d butt ends. FRAMING PROPERTIES - JOISTS & STRINGERS T L J 1 T 2 -14 ek 3 (Typ) (5o KSI held) HANGER - OPEN SIDE OF STRINGER BRIDGING TIP TYP I Dga Hanger welded to Open side of Stringer 1) DETAIL Joists (Typ) Attach Bridging row to bottom. of Joists of 42" to 60" centers as shown on framing plan. (Spode equally) I Note, (2) welds at 1" per side if framing is 6" deep. (3) welds at 1" per side p if framing is 9" 11" deep. 1/16 HANGER - CLOSED SIDE OF STRINGER type" Bee SECTION PROPERTIES: (Per Ft. of Width) 36" COVERAGE /8 Deck peeign TYPe B S 5I) Go9e iM1i lnneea weight Go p at n Ptd. 20 .0358 .0474 2.05 2.70 2.15 2.80 .208 .303 .244 .335 .258 .349 INSTALLATION: e Layout roof deck panels per deck plan o drawing. Note location drawing of d ck installation start point. Lay panels down with mole edge along starting border and female edge to open area. th panel • panel #1 (Below) in so ) that both f male edges from pons #1 0 #2 e • under the mole edges of adjacent p eels - n w the lop a n be adjusted p r the section below so that 6" cr is between deck rib centerlines a B e held. Hold this B" increment through t entire deck plan so plywood panels don't require cutting within the interior sea Female Edge" "Male Edge Position deck panel ends so the. all end -end laps are supported by a framing joist from below. Once deck panels are laid out with (I) kickplate leg under the deck, use 12 -14 x 3/4" Tek 3's to fasten deck to framing. Use 12 -24 x 1 1/4' Tek 5's along perimeter when fastening through deck, kickplate and framing. Use 12 -24 x 1 1/4" Tek 5's when fastening through intersection of four roof deck panels. When joists are spaced 30" or less (A) aped. place fasteners in every other valley and stagger pattern (see left pattern). Anew joists are paced 30" to 42" (B) apart, place fasteners in 2 out of 3 valleys and slogger pattern (see middle pattern). When joists are spaced 42" or more (C) apart, place fasteners in every valley (see right pattern). Shear capacity of 12 -14 x 3/4" Tek 3 = 1358# /fast. - diaphragm cop. BK by inspection. Pullout capacity of 12 - 14 x 3/4" Tek 3 = 551# /fast.- minimum uplift -OK by inspection. Valleys I 4 V;4 A B B \/ c Joist i ri nger .4.. l ' _ r . 12 -14 x 3/4" Tek 3 1 - 24 x 1 1 / Tek 5 Joist Centerlines PLYWOOD COVER Stagger plywood joints per layout shown at right. Butt sheets over deck ribs per section view shown at lower right. Gap sheets 1/8" along 4' sides and 1/16" along 8' sides for expansion. Fasten each full sheet with (20) 10 -16 x 1 13/16" Phillips Tek 3's per pattern shown at right. Outer Tek's should be 1 " -2" from edge. Note: (3) welds of 1" per side if framing is 6 ", 9 ", or 11" deep. TIP ROOF DECK 12ga Hanger welded to Solid side of Stringer DETAIL 6 „ "f DESIGN INFORMATION: 1. Roof deck section properties calculated in accordance with the A151 Specification for the Design of Cold- Formed Steel Structural Members 2. Roof deck lands simple a Two Span 1.1-51 /5 accordance in Th ree span or Mere m... w the following SDI Dl Simple SppnG- .013wl jEl bending moment and deflection w A_.ece4w1x /A=.0054.14/21 /armulas: 7hree Span or More 3. Loads are governed by a live load deflection n not in excess of L/240 and by a allowable flexural stress limit of 20.000 psi for a 33.000 psi minimum yield. r 4. Span lengths a nsidered center -to center spacing of supp 5. Where heavy construction loads or other unusual concentrated bade a anticipated during the lifetime of the deck. the specified live load must be increased to offset the effects of the abnormal concentrated boding. 6. The steel roof deck conforms to ARTS A611 with a yield strength = 33,000psi. - - 4 Poi DETAIL J 10- 2 1/2 "x 6 1/2" I Kinkplote 16 x 1 13/16" Tek 3 All Tek's must be into deck ribs. Shear capacity of 10 -16 x 1 13/16" Tek 3 = 1 266#/fast. Deck RI\ ) Pullout capacity of 10 -16 X 1 13/16" Tek 3 = 499 # /fast. Deck volley Capacities OK by inspection. 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 e 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. t I/O" x 1 I/O" x 1 TUBING 3 SIDES /e'w / Anchor base of stair with (2) 1/2 "0 Rawl Stud Anchors into slob. DETAIL 1 4 2 "x 1 1/2" 1 1 9 Roil Bracket KICKRLATE 11/2" x 1 I/O" x (4 GA. TUBING GA STAIR PLAN Bottom all of ube notched for rail bracket STAIR x 14 GA TUBING ttP 3/16 Position mitered corner of stair channel flush with top of mezzanine deck. Drill 9/16"0 holes through stair angles into e framing and fasten win (4) 1/21 bolts (Cr. 5) and w nuts. Section Through Center of Stair Use (4) 3/8"0 bolts per t Sad to install each tread to stair stringer. 1 t/5" SIDE MOUNTED RAIL DETAIL 1/ SIDES Insert plastic cap into I each Upright top o H.S. Tube 2 "x 2 "0 14ga ` 2 2,, Uprigh11 ��I H.S. Tube 1/, -- H.S. ts I Kickplale 1 Deck Framing � I Epg t5eor Upright f Opr. nd U Slee & mbly ith Rail I I Roil Upright Channel aright Chan el prig Channel 2 "x 2 "x 11ga Corner Post - ''I' 11N11/4 (drop into 2 1 /4 "x 2 1, x 12go sleeve welded to Blind Nut I column top) 4" Kickplate Deck `1140 H.S. x 6' wide Rail Upright Deep Leg Framing 1 Attach Rail Upright Deep Leg to framing. Fasten Rail Upright Channel to bottom of framing to secure Rail Upright. (2))12 -14 (2) Sides Drop Rail Horizontals (notches ' /3/4" Tek 3 DETAIL down) onto Rail Brackets. Bolt 11ga H.S. Rail thru Bracket, Rail Horizontal Upright Channel and Blind Nut within tube & Bottom SECTION CUSTOMER SCALE REV NO Cubic Designs fnc. DISTRIBUTOR DACO 16770 WEST VICTOR ROAD NEW BERLIN, WI 53151 414 - 789 -1966 800- 826 -7061 PACIFIC ORTHOPEDIC LOCATION SEATLE, WA DATE 4 -5 -99 DATE DESCRIPTION DRAWN BY JN (1` I� (1 ' ` /l l J UR 31999 -Fiiis5Z CHECKED BY DRO BY RECEIVED CITY OF TuEW1 APR 29 199 PERMIT CENTEI FAX: 414 -789 -1970 DRAWING NUMBER 3478 -2