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HomeMy WebLinkAboutPermit 6236 - Vulcan Products Company - MezzanineEastern Electric SETBACKS: N - S - E- W - FIRE PROTECTION: ❑Sprinklers ❑ Detectors ®wA 404 - 351 -2670 ADDRESS P.O. Box 105718 Atlanta GA CONDITIONS (other than those noted on or attached to permlt/plans) ZIP 30348 CONTRACTOR Northern Steel PHONE 575 -1671 ADDRESS 600 Andover Park East I hereby certify that I have read and :xamined this permit and know the same to be true and correct. All provisions of lay and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not pres I' : : live authority to violate or cancel the provisions of any other state or local laws regulating constru« • or the p rfor. anc • v o •'. I am authorized to sign for and obtain this building permit. _ IGNATURE: AMC! � 41 • LZ. �, PRINT NAME: � 4, 1 ,, — `� ZIP 98188 WA. ST. CONTRACTOR'S LICENSE # NORTHS *15307 EXP DATE 7 - 22 - 91 ARCHITECT PHONE ADDRESS ZIP TYPE OF CONST.: UBC EDITION (year) 1988 SETBACKS: N - S - E- W - FIRE PROTECTION: ❑Sprinklers ❑ Detectors ®wA UTILITY PERMI REQUIRED? ❑ ® No r Public Worksl Yes ZONING: BAR /LAND USE CONDITIONS? ❑ Yes n No CONDITIONS (other than those noted on or attached to permlt/plans) APPROVED FOR BUILDING ISSUANCE BY: ilk ,: r ` OFFICIAL DATE: _ C IMI I hereby certify that I have read and :xamined this permit and know the same to be true and correct. All provisions of lay and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not pres I' : : live authority to violate or cancel the provisions of any other state or local laws regulating constru« • or the p rfor. anc • v o •'. I am authorized to sign for and obtain this building permit. _ IGNATURE: AMC! � 41 • LZ. �, PRINT NAME: � 4, 1 ,, — `� DATE: 1. tJ COMPANY: A •, ,' /' ,' ' '- CITY OF TUKWILA Dept. of Community Development- Building Division 6300 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 BUILDING 1 _ ��� PERMIT NO. ��J DATE ISSUED: USE CERTIFICATE OF OCCUPANCY NO. � BUILDIEG PERMIT (POST WITH INSPECTION CARD AND PLANS IN A CONSPICUOUS LOCATION) BUILDING : PERMIT FEE PLAN.CHECK FEE 90.00.: 59.00 153.50 PLAN CHECK NO.: 90 - 334 i I'nO,II ( "1 It II OItr.1T\I ION - # T. I • • -I • 10831 E Mar•inal Wy S PROJECTNAME/TENANa Products Com•an ASSESSOR ACCOUNT # 032304 -9152 TYPE OF Li New Building • Addition It Tenant Improvement (commercial) f1 Demolition (building) • Grading/Fill WORK: ❑ Rack Storage ❑ Reroof ❑ Remodel (residential) ❑ Other: DESCRIBE WORK TO BE DONE: Construct Free standing mezzanine to support future modular in -plant office. 6,980.00 ('OUF COMP! FLOOR SQUARE FEET TOTAL OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD TOTAL SQUARE FEET TOTAL OCC. LOAD 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. DATE ISSUED: PERMIT NO. • CONTACTED Rt ,.` DATE READY ' g . 1.- 9 2 x V DATE NOTIFIED �. 4- G1 0 (init.) _. PERMIT EXPIRES NOTIFICATION 2nd NOTIFIC O l" 4- 0 BY: (Init.) AMOUNT OWING ( 4 .f5D 3RD NOTIFICATION BY: (init.) PLAN CHECK NUMBER fl . _ BUILDING PERMIT APPLICATION TRACKING SITE ADDRESS I0k5l INSTRUCTIONS TO STAFF PROJECT NAME u ((in _Trial BUILDING SQUARE FOOTAGE/OCCUPANCY INFORMATION (to be filled out by Plan Checker) REVIEW COMPLETED C nlaroitrw SUITE NO. • Contacts with applicants or requests for information should be summarized in writing by staff so that any time the status of the project may be ascertained. • Plan corrections shall be completed and approved prior to sending on to the next department. • Any conditions or requirements for the permit shall be noted on the plans or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. • Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N /A ". SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD TOTAL SQUARE FEET TOTAL OCCU- PANCY LOAD DEPARTMENTAL REVIEW "X" In box indicates which departments need to review the project. DE BUILDING - initial review VFIRE O PLANNING O PUBLIC /, WORK$ NSULTANT: Date Sent - lii#M N.. • Date Approved - (ROUTED) 3 INIT: INIT: FIRE PROTECTION: n Sprinklers L Detectors f N/A FIRE DEPT. LETTER DATED: 7 Z-T YU INSPECTOR: S ZONING: IBARILAND USE CONDITIONS? (Yes n No REFERENCE FILE NOS.: MINIMUM SETBACKS: N- S- UTILITY PERMITS REQUIRED? [ ) Yes [1 No E- W INIT: O OTHER INIT: BUILDING - final review �l ` � INIT: \ PUBLIC WORKS LETTER DATED: CITY OF TUKWILA Department of Community Development - Building Division 6300 SouthoentAr Boulevard, Tukwila WA 98188 (206) 431 -3670 APPI.ICATION /111/` ;I 'l F � I. ED OUT COMPLL 1EL•Y PLAN:; HE K :FEE UILDING PERMIT' •FEE UILDiNG SURCHARGE 4, �.�0 THER: PLAN CHECK NUMBER I SITE ADDRESS SUITE # VA UE OF C NSTRUCTI • N - $ /033/ C = _- • /V AR6' /Ai/7 (A)/0 y S S. ` c• - PROJECT NAME/TENANT ASSESS A OUNT # �/clz.. fri2ca1) v cg's o � M ?A iv (33r O %/52 J �.c_ . � TYPE OF U‘t5) _ New Building U Addition , T pant Improvement (commercial) _ a — n — molltinn (bu!!ding) WORK: U Rack Stogie 0 Reroof U Remodel (residential) 0 Other: DESCRIBE WORK 10 BE DONE: s ;e rte - 5 /V0//Ii /f6 ,//v //I/; 7v c r77 'vrI4€E' N000hi4 . -Z/(., '`.4/y ocF /G . BUILDING USE (office, warehouse, etc.) F OA/ 314 NATURE OF BUSINESS: WILL THERE BE A CHANGE IN USE? No ■ Yes IF YES, EXPLAIN: SQUARE FOOTAGE - Building: q 6 600 V Tenant Space ! Area of Construction: 9 S Q Fr. WILL THERE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? , Q No 0 Yes IF YES, EXPLAIN: PROPERTY OWNER P(;) /C) 7 1 c? *" ADDRESS 6a0 WA. ST. CONTRACTOR'S LICENSE # /1/0lQ7 /530 ARCHITECT ADDRESS CONTRACTOR ADDRESS ••••••--*/ PHONF�. 1 ` CITYIZI 9v b'': PHONE H EREBY C =FY JE AND ORK SIGNATU AUTHORIZED PRINT NAME AGENT RI:IiI.PIN(3 OWNER OR CONTACT PERSON ADDR E DATE APPLICATION ACCEPTED ( 7 7) ( I J 4 rt9.6 00 BUILDftL3 PERMIT APPLICATION TOTAL: G e c,Vl T 74 I �1 FYAMINE �: THi : tRAUCATJI N . WOW -TN OW .ry✓�.QD , PHO�Er4 3S /•,9G 0 ZIP PHONE - � . � l X67 I EXP. DATE p,� V PHONE � LIP APPLICATION SUBMITTAL In order to ensure that your application is accepted for plan review, please make sure to fill out the application completely and follow the plan submittal checklist on the reverse side of this form. Handouts are available at the Building counter which provide more detailed information on application and plan submittal requirements. Application and plans must be complete in order to be accepted for plan review. VALUATION OF CONSTRUCTION Valuation for new construction and additions are calculated by the Department of Community Development prior to application submittal. Contact V.: Pcimit Coordinator at 431.3670 prior to submitting application. In all cases, a valuation amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Building Division to comply with current fee schedules. 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. EXPIRATION OF PLAN RE;gIEW Applications for which no permit is issued within 180 days following the date of application shall expire. by limitations.. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon Nritten request by the applicant as defined in Section 304(d) of the Uniform Buiidinc ('ode (current edition). No appliica Lion shall be extended more than once. if you h &. ny queetIonQ Rbout our process or plan submittal requirements, please contact the Department of Community Development Buildlnc+ fliviskrn at 431 -3070. DATE APPLICATION EXPIRES X7 1 ... j COMMERCIAL NEW outiEncum. 6001014 hadiria permit applicadon Or* 0.(0 Assesso Accoun Nuitii,er.::: ' 2)•0 ......., ......'.... .:.stniO4 ,.. ipe#r.i.:A:::.. 4 l .„.:•,,„::„.,.. .. ,,, .. ,,......bil..w, ... ‘,„.:,.„,,,•,..„...:„„..„ ..'.....'''''''...iiiiu--•..-...-:•]:',,:'i:1:::::::::::::.:::::::::::.:::...,.::::.:i...: toei.s.,•,,,..,.,...i..... atior! , .13. 6° State :... to 00. '!: I .*:. " ,:isiimpi!c! ... 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Aitioiio.r.**4i::$4.°44;:....-... •••:#iiloii.J+4iiiii?!=iiiib.:,. ,. ..... . i.....,,.....,..„:,.,.,„....4,i **......iiI!.:.4. ..EZt°145ciei7. ::'Fi:".'"'"""''."'''''''''''''''...' • ..:Dimetlikin:t.ii,.':._ilik:.;::::::..., . .Tenant apaco•floor:014!)11:!hP„........! i ,i*:°C.:.:.:.....1:::$":::.:' ......:„.,:,•„:.....■).04. • ciisnensions:91.Y.sco:.01 rac sm Wand over) RESIDENTIAL ................................ ••••••:••••• • ••••':'•'••••:••••••': •••.•••••••••'•.' . . . . Comp permit application (on for each su Legal description Ai 4141' • licir'!kciOoun! Number Two sets (2) of wcdng 'dia*ingi;:::',1h,••:•‘,11;41... SUBMITTAL CHECKLIST 00.1.0q COMM RCIAL TENANT • IMPROVEMENTS ': mpleied buikng permit applit*tlon (or for each structure or • . . .0( vaton*A01)1#0.0 10901*.olS NOTE II any utiIvfyworkIa to be done end • pl ans moo! 0:5000 • . • • .. ... [J C'mp'tec' Ing permit ypl cation (on for eac .. nt . NYr.0. 9 .... ............................................................... oral belna Installed ......................................................................... atIv describing existing CLIENT: INDUSTRIAL STRUCTURES INC PROJECT: Vulcan Products - Seattle, Wa DATE; June 1990 ITEM Design Data Deck Joists Frames Lateral Base PL's / Ftgs. Handrails J A M E S T . P E L L O N Structural Engineer 26665 Seagull Way A105 Malibu, Ca 90265 STRUCTURAL CALCULATIONS INDEX S2332 EXP. 3.31913 l e OF CM.es DESIGN DATA CODES AND SPECIFICATIONS 1. Uniform Building Code, 1988 Edition 2. American. Iron and Steel Institute Specification for the Design of Cold- Formed Steel Structural Members, 1986 Edition . American Institute of Steel Construction Specification for the Design, Fabrication, and Erection of Structural Steel for Buildings MATERIALS 1. Cold- Formed Structural Steel: ASTM A446 -76, GR.D Fy= 50ksi 2. Formed Steel Deck: ASTM A446 -76, Grade A, Fy= 33ksi 3. Structural Steel Base Plates: ASTM A36, Fy= 36ksi 4. Concrete: Slab - 2000 psi Ftg. - n.a. . Reinforcing Steel: ASTM A615GR. . Design Soil Pressure: 1000 PSF DESIGN LOADS 1. Dead Load: 10 2. Live Load: 150 psf l`i'!'; ° "n�rait hx t�i ;S`�i�'9i. :t::• ;;'s .,....a a:e = 21 .6 ft kips. r= M 12 / 30 3 = 8.65. in. <. JOISTS Span =1.7,' Spacing 3: w ( D.L. + x Spacing = ( 6 +( 150 ) x Spacing =597 p1f 2 = w 'x 1 / 8 w x 1 / 2 5.0.k :. O.K. 9.72 in. O.K. sty ( 8 + 150 ) x Spacing = 1106 pif 2 M =: w : x :1 / g = 31.1 ft. kips Sr= M x 12 / 30 3 3 _. 12.4 in < 13.58 in O.K. R = wx l./ 2 = 8.3 k O. K. use 4: _ 5 /8' B USE C '16 'x 10 Ga • SAI: PLANE - Planar Frame and Truss Analysis Version 1,65 - 08/01/88 - C4,0 Copyright (C) 1986, Structural Analysis, Inc. Indialantic, FL 32903• (407) 727 -1562 Input data filename: VULCAN.DAT DATE: 6- 8 -1990 TIME: 8 :48 :59 PROJECT: VULCAN PRODUCTS FRAME ANALYSIS * ** GENERAL DATA A** Members: 12 Joints : 13 Load Cases: 3 Load Combinations: 1 Elasticity: 29000.0 ksi Structure: PLANE FRAME *t* JOINT DATA (feet) Aft JT X y 1 .000 .000 2 13.660 .000 3 35.320 .000 4 .000 3.050 5 13.660 3.050 6 35.320 3.050 7 .000 6.100 8 13.660 6.100 9 35.320 6.100 10 .000 9.150 11 13.660 9.150 12 18.660 9.150 13 35.320 9.150 t ** MEMBER DATA A ** MEM FM TO TY 1 1 4 2 2 5 3 3 6 4 4 7 5 5 8 6 6 9 7 7 10 8 8 11 9 9 13 10 10 11 11 11 12 12 12 13 E AREA sq in. 2.7400 2.7400 2.7400 2.7400 2.7400 2.7400 2.7400 2.7400 2.7400 3.2400 3.2400 3.2400 V INERTIA E LENGTH in * *4 ksi feet 20.000 29000.0 3.050 20,000 29000,0 3.050 20.000 29000.0 3.050 59.760 29000.0 '3.050 59.760 29000.0 3.050 59.760 29000.0 3.050 108.600 29000.0 3.050 108.600 29000.0 3.050 108.600 29000.0 3.050 108.600 29000.0 13.660 108.600 29000.0 5.000 108.600 29000,0 16.660 / 1 - 6 4- / z" G vcl 3 x 2, 7 �" ■n/ c ' -3 /343 Gb ~/ ,t D /�d S, .04 { ttttttttttttttttt #lf *tt *ft LOAD CASE # 1 ttttttttttttttttttttttt ttt MEMBER LOADS (UNIF -klf, CONC -kips) ttt TYPE MEM LOAD ALPHA BEGIN END UNIF 10 1.343 .00 .000 13.660 UNIF 11 1,106 .00 .000 5.000 UNIF 12 1.106 .00 .000 16.660 ttttttttttttttttttttttt it** LOAD CASE # 2 ttt ttftttttttttttttttttttt *** MEMBER LOADS (UNIF -kif, CONC -kips) ttt TYPE MEM LOAD ALPHA BEGIN UNIF 10 .060 .00 .000 UNIF 11 1.106 .00 .000 UNIF 12 1.106 .00 .000 ttttttttttttttttttttttt tit LOAD CASE # 3 ttt ttlttttttttttl *tttttttt ttt JOINT LOADS *** JT 10 11 13 JOINT # 1 LOAD CASE .1 :''y CASE 2 CASE . 3 ' COMB :1 MOMENT kip -ft .0000 .0000 .0000 tttttttttttttttttttttttt*it ttt LOAD COMBINATIONS ttt ttttttttt *ttttttt *ttttttttt PY kips. .000 .000 .000 PX kips .800 .800 ;800 END 13,660. 5.000 16.660 •750(CASE 1) + ,000(CASE 2) + ,750(CASE 3) ttt JOINT DEFORMATIONS *ft ROTATION (rad) VERT (in), HORIZ ;(in) ,00227- .0000 .0000 .00037 .0000 ' .0000 - .00370 .0000 .0000 - .00143 ,0000: .0000 LOAD CASE 1 CASE 2 CASE 3 COMB 1 JOINT, f LOAD CASE 1 CASE 2 CASE 3 COMB 1 JOINT I LOAD CASE 1 CASE 2. CASE 3 COMB 1 JOINT I 5 LOAD CASE 1 CASE 2 CASE 3 COMB 1 JOINT I LOAD . CASE 1 CASE 2 CASE 3 COMB 1 JOINT I LOAD CASE 1 CASE 2 CASE 3 COMB 1 JOINT I LOAD CASE 1 CASE 2' CASE 3 ROTATION (rad) .00348 .00590 -.00388 • - .00040 ROTATION,(rad) -.00352 - .00354 .00335 -.00687 ROTATION (rad .00116 ,00074 -.00273 .00157 ROTATION .00045. ,00126 ,00169 VERT (in) HORIZ (in) .0000 .0000 .0000 .0000 .0000 0000 .0000 .0000 VERT (in) HORIZ (in) .0000 .0000 .0000 .0000 .0000 .0000 .0000 .0000 VERT (in) HORIZ (in) -.0033 -.0695 .0007 -.0180 .0005 ' .1235 -.0028 .0540 ROTATION (rad) ..VERT (in) . HORIZ (in) ,00152 -.0113 -.1034 .00233 -.0072 -.1723 - .00279 -.0003 .1287 -.00127 -.0116 .0253 ROTATION (rad) VERT (in) HORIZ (in). .00045 -.0049 ,0914 - .00034 -.0049 .0905 - .00264 -.0002 ' .1138 - .00309 -.0051 .2052 ROTATION (rad) VERT (in) HORIZ (in) .00004 . -.0065 -.0938 .00111 ' .0014 -.0511 -.00176 .0010 .2077 - .00172 -.0056 .1140. VERT (in) HORIZ '(in) - .0226 -.1269 -.0144 -.1992 .0007 2128 COMB I JOINT. 0 9 - .00214 -.0233 .0859 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 .00263 -.0098 .0577 CASE 2 .00287 -.0099 .0507 CASE 3 - .00192 -.0003 ,1986 COMB 1 .00071 -.0101 .2564 JOINT 10 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 - .00098 -.0098 -,0779 CASE 2 .00145 .0022 - ,0976 CASE 3 -.00088 .0015 .2572 COMB' 1 - .00186 -.0083 .1793 JOINT # 11 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 - .00226 -,0339 -.0796 CASE .2 - .00454 -.0216 -.0971 CASE 3 - .00068 -.0010 .2572 COMB 1 - .00293 -.0349 .1776 JOINT i 12 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 .00774. -.3939 - .0813. CASE 2 - .00999 -.5174 -,0988 CASE 3 - .00048 -.0338 .2573 COMB 1 - .00822 -.4277 .1761 JOINT I 13 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 .00546 -.0147 -.0869 CASE 2 .00582 -.0148 - .1047. CASE 3 - .00127 - .0005 .2577 COMB 1 .00420 -.0152 .1708 *1* MEMBER FORCES * ** MEMBER # 1 MOM - Negative when clockwise (or causing top tension 81/10 point analysis) SHR - Positive when acting in the positive Y- direction AXIAL - Positive when acting in the positive X- direction LOAD S -MOM E -MOM S -SHR E -SHR S- AXIAL.; E -AXIAL (hip -ft) (hip -ft) (hips) (hips) (hips) (kips) CASE 1 .0000 - 2.9334 -.9618 .9618 : 7.1043 - 7,1043 CASE 2 .0000 .9769 .3203 - .3203. -1.5613 1.5613 CASE 3 .0000 2.5451 .8345 .8345 - 1.0708 1.0708 COMB 1 .0000 -.2912 -.0955 .0955 4.5251 - 4.5251. MEMBER U 2 LOAD S -MOM E -MOM S -SHR E -SHR S -AXIAL E -AXIAL (kip -ft) (kip -ft) (kips) (kips) (kips) (kips) CASE 1 .0000 - 5.1777 - 1.6976 1,6976 24.5234 - 24.5234 CASE 2 .0000 -9.4287 - 3.0914 3.0914 15,6019 - 15.6019 CASE 3 .0000 2.8950 .9492 -.9492 .7323 -.7323 COMB 1 .0000 - 1.7120 -.5613 .5613 18.9418 - 18.9418 MEMBER 1 3 LOAD S -MOM E -MOM S -SHR E -SHR S -AXIAL E -AXIAL (kip -ft) (kip -ft) (kips) (kips) -.,(kips) (kips) CASE 1 .0000 8.1111 2.6594 - 2.6594 10.6736 - 10.6736 CASE 2 .0000 8.4517 2.7711 - 2.7711 10.7349 - 10.7349 CASE 3 .0000 1.8799 .6164 -.6164 .3385 -.3385 COMB 1 .0000 7.4932 2.4568 - 2.4568 8,2591 - 8.2591 MEMBER U 4 LOAD S -MOM E -MOM S -SHR E -SHR S -AXIAL E -AXIAL (kip -ft) (kip -ft) (kips) (kips) (kips) (kips) CASE 1 2.9334 - 5.8669 -.9618 .9618 7.1043 - 7.1043 CASE 2 -.9769 1.9539 .3203 -.3203 - 1.5613 1.5613 CASE 3 - 2.5451 5.0903 .8345 -.8345 - 1.0708 1.0708 COMB 1 .2912 -.5824 -.0955 .0955 4.5251 - 4.5251 MEMBER i 5 LOAD S -MOM E -MOM S -SHR E -SHR S -AXIAL E -AXIAL (kip -ft) (kip -ft) (kips) (kips) (hips) (kips) CASE 1 5.1777 - 10.3553 - 1.6976 1.6976 24.5234 24,5234 CASE 2 9.4287 - 18.8574. - 3.0914 3.0914 15.6019 - 15.6019 CASE 3 - 2.8950 5.7900 .9492 -.9492 .7323 -.7323 COMB 1 1.7120 - 3.4240 -.5613 .5613 18.9418 - 18.9418 MEMBER I 6 LOAD S -MOM E -MOM S -SHR E -SHR S -AXIAL E -AXIAL (kip -ft) (kip -ft) (kips) (kips) (kips) (kips) CASE 1 - 8.1111 16.2222 2.6594 - 2.6594 10.6736 - 10.6736 CASE 2 - 8.4517 16.9035 2.7711 - 2.7711 10.7349 - 10.7349 CASE 3 - 1.8799 3.7598 .6164 -.6164 .3385 -.3385 COMB 1 - 7.4932 14.9865 2.4568 - 2,4568 8.2591 - 8.2591 MEMBER 1 7 LOAD S -MOM E -MOM S -SHR E -SHR S -AXIAL E -AXIAL CASE 1 (kip -ft) (kip -ft) (kips) (kips) (kips) (kips) 5.8669 - 8.8003 -.9618 .9618 7,1043 - 7.1043 CASE 2 - 1.9539 2.9308 .3203 -.3203 - 1.5613 1.5613 CASE 3 - 5.0903 7.6354 .8345 -.8345 - 1,0708 1,0708 COMB 1 .5824 -.8736 -.0955 .0955 4.5251 - 4.5251 MEMBER 8 8 LOAD S -MOM. E -MOM S -SHR (kip -ft) (kip -ft) (kips) `'CASE 1 .10.3553 '15.5330 . - 1,6976 E -SHR (kips) 1.6976 S -AXIAL (kips) 24,5234 E -AXIAL (kips) -24.5234 CASE '2 CASE 3 COMB 1 MEMBER 1 9 LOAD S -MOM E -MOM S -SHR E -SHR S -AXIAL E -AXIAL (kip -ft) (kip -ft) (kips) (kips) (kips) (kips) CASE 1 - 16,2222 24,3333 2.6594 - 2.6594 10.6736 - 10.6736 CASE 2 - 16,9034 25.3552 2.7711 - 2.7711 10.7349 - 10.7349 CASE 3 - 3,7599 5.6397 .6164 -.6164 .3385 -.3385 COMB 1 - 14.9865 22.4797 2.4568 - 2.4568 8.2591 - 8.2591 MEMBER 4 10 LOAD CASE 1 CASE 2 CASE 3 COMB 1 1/10 PT: 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1,0 CASE M: -8.80 -.35 5.60 9.04 9.97 8.40 4.32 -2,27 -11.36 -22.95 -37.05 1 V: 7.10 5.27 3,44 1,60 -.23 -2.07 -3.90 -5.74 -7.57 -9.41 -11.24 CASE M: 2.93 .74 -1.56 -3.97 -6.50 -9,13 -11.88 -14.74 -17.71 -20.80 -23.99 2 V: -1.56 -1.64 -1.73 -1.81 -1.89 -1.97 -2.05 -2.14 -2,22 -2.30 -2.38 CASE M: 7.64 6.17 4.71 3.25 1,78 .32 -1.14 -2.60 -4.07 -5,53 -6.99 3 V: -1,07 -1,07 -1.07 -1.07 -1,07 -1.07 -1.07 -1,07 -1,07 -1.07 -1.07 COMB M: -.87 4,37 7.73 9.21 8.82 6.54 2.38 -3.65 -11,57 -21.36 -33.03 1 V: 4,53 3.15 1.77 .40 -.98 -2.35 -3,73 -5,11 -6.48 -7.86 -9.23 MEMBER # 11 LOAD CASE 1 CASE 2 CASE 3 COMB 1 1/10 PT: 0.0 0,1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1,0 CASE H: -52,59 -46.08 -39.86 -33.91 -28,23 -22.84 -17,72 -12.87 -8.31 -4.01 .00 1 V: 13.28 12.73 12.18 11.62 11.07 10.52 9.96 9.41 8.86 8.31 7,75 CASE H: -52.28 -45.81 -39.61 -33.69 -28.05 -22.68 -17.59 -12.78 -8.24 -3,98 .00 2 V: 13.22 12.67 12.12 11.56 11.01 10.46 9.90 9,35 8.80 8.24 7.69 CASE M: 1.69 1.52 1.35 1.18 1.02 .85 .68 .51 .34 .17 .00 3 V: -,34 -,34 -.34 -.34 -.34 -.34 -.34 -.34 -.34 -.34 -.34 COMB M: -38.17 -33.42 -28.88 -24.54 -20.41 -16.49 -12.78 -9.27 -5.98 -2.88 .00 1 V: 9.71 9.29 8,88 8.46 8.05 7,63 7.22 6.80 6.39 5.98 5.56 MEMBER # 12 LOAD CASE 1 CASE 2 CASE 3 • 18.8574 - 28.2860 - 3.0914 3,0914 15.6019 - 15.6019 - 5.7900 8.6849 .9492 -.9492 .7323 -.7323 3.4240 - 5.1360 -.5613 .5613 18.9418 - 18.9418 S -MOM E -MOM S -SHR (kip -ft) (kip -ft) (kips) 8.8003 - 37.0540 7.1043 - 2.9308 - 23.9942 - 1,5613. - 7.6354 - 6.9923 - 1.0708 .8736 - 33.0347 4.5251 S -MOM E -MOM S -SHR (kip -ft) (kip -ft) (kips) 52.5870 .0000 13.2824 52.2803 .0000 13.2211 - 1.6926 .0000 -.3385 38.1708 .0000 9,7079 S -MOM E -MOM S -SHR (kip -ft) (kip -ft) (kips) .0000 - 24.3333 7.7524 .0000 - 25.3552 7.6911 .0000 -5.6397 -.3385 E -SHR S -AXIAL E -AXIAL (kips) (kips) (kips) 11.2410 .9618 -.9618 2,3809 -.3203 .3203 1.0708 -.0345 .0345 9.2339 .6955 -.6955 E -SHR S -AXIAL E -AXIAL (kips) (kips) (kips) - 7.7524 2.6594 - 2.6594 - 7.6911 2.7711 - 2.7711 .3385 -.1837 .1837 - 5.5604 1.8568 - 1.8568 E -SHR S -AXIAL E -AXIAL (kips) '(kips) (hips) 10.6736 2.6594 - 2.6594 10.7349 2.7711 - 2.7711 .3385 -.1836 .1836 /0 COMB 1 ' .0000 -22.4798 5.5604 8.2591 1.8568 -1.8568 1/10 PT;: 0.0 0.1 0.2 0,3 0.4 0.5 0.6 0.7 0.8 0,9 1.0 CASE M: .00 11,38 19.69 24,93 2.7.10 26.21 22.24 15.20 5.09 -8.09 24.33. 1 V: 7.75 5.91 4.07 2;22 .38 -1.46 -3.30 -5.15 -6.99 -8.83 -10.61 CASE M: .00 11.28 19.49 24.63 26.70 25.69 21.62 14.48 4.27 -9.01 25,36 2 V: 1.69 5.85 4.01 2.16 .32 -1.52 -3.36 -5.21 -7.05, -8.89 10.13 CASE M: .00 -.56 -1.13 -1,69 -2.26 -2.82 -3.38 -3.95 -4.51 -5.08 -5.64 3 V: -.34 -.34 -.34 -.34 -.34 -.34 -.34 -.34 -.34 -.34 -.34 COMB M: .00 . 8.11 13.92 17.43 18.64 17.54 14,14 8.44. .43 -9.87 22,48 1 V; 5.56 4.18 .2.80 1.41 .03 -1.35 -2.73 -4.11 -5.50 -6.88 -8.26 *'* RESTRAINING FORCES AT SUPPORTS: * ** JOINT 8 LOAD CASE 1 CASE 2 CASE 3 COMB 1 JOINT I LOAD CASE 1 CASE 2 CASE 3 COMB 1 MOMENT (kip -ft) RY (kips) RX (kips) .000 7.104 ..962 .000 1.561 -.320 .000 -1.071 -.834 .000. 4.525 .095 MOMENT (kip -ft) RY (kips) RX (kips) .000 24.523 1.698 ,000 15.602 3,091 .000 .732 -.949 .000 18.942 .561 .. MOMENT (kip -ft) RY (kips) RX (kips) .000 10.674 -2.659 .000 • 10.735 - 2.771 .000 .339 .616 ,000 8.259 -2,457 8sec JOINT # LOAD CASE 1 CASE 2 CASE 3 COMB 1 End of PLANE Elapsed Times 0 min FRAME: GIRDER M 46.1 ft -kips @ face' of int. col Sr = M x; 12 / 30 3 = 18.4. in < 20:5 o. k. w/ reinf. M = 25.4 ft -kips @- ext: col 3 Sr 10.2 'in` < 13. O. K. •,. M = 27.1 ft -kips 3 , Sr _ 10.8 in 13.58 O. K. Use ` C '16" x` 3.5" : x 10 Ga. ,COLUMN (exterior) .h = 9' -2" P = 10. 5 kips M = 25.4 ft -kips Tapered Column - Max . Stress @ .67h M @ = 16.9 ft -kips Section Properties: 2 A = ,2.74 in 3 K= 2:0 Sx = 9.69 in fa / Fa + Cm' x fb < I:. 0 1 - fa ./ F' =.76 < 1.0 : O.K. Use 16" x`10" " Ga'. Tapered- Col :GIRDER COLUMN MAIN FRAME - LATERAL transverse dir. Seismic Zone 3 V Z I C w / Rw Z _ , 3 I . _ 1, 0 C 2.75 Rw = . 6 W = ( w d.l.+ w l.l./ 4) x Trib.`Area _ ( 10 + 150/4 ) x 17 x 19 15.3 Kips V = .138.x'W = .:2..1 Kips V / Col. = V /2 = 1.1 Kips/ Col. M col. = V x h 10..1 ft-kips = Mgird 9.69 in r = 4.67 in K1 / r = 47 Fa = 24.8 ksi F'e. =67.6 ksi Fb 30 M @ 2/3H = 6.7. fb = 8.4 ksi fa =21 / A = 7.7 ksi .85 fb Use 16" x10 Ga. Use C 16'x 3:5 x 12` MOMENT CONNECTION - GIRDER TO COLUMN 8 3 '/ 4 " DIAM. A449 HIGH STRENGTH BOLTS CIRCULAR BOLT PATTERN Fv = 18 ksi x .4418 = 7.95 kips GOVERNS Fp = 3 x 50 x .75 x .0747 =8.4 kips V allow. = 8 x 7.95 = 63.6 kips per bm. M allow. 8 x Fv x Diam. / ( 2 x 12 ) = 8 x 7.95 x diam. / 24 Combined Loading V = 10.5 kips M = 25.4 ft kips V / V allow. M / M allow. < 1.0 10.5 /( 63.6) + 25.4 /(' 30.5 .9 <: 1.33 O. K. 1 1 . 5 " .:DIAM. "PATTERN DIAM. H.S.B. Check Bending of Slab Fsoi l • •2 M = .144 x b / 1/2 f = 1.6 ( F'c ) 80 psi ct - d ) ./ 2 -, ',23"' Slab thickness t = 6" Assumed :fixed one end', pinned other 21 Kips F'c = 2500 psi USE 9" Sq. x: 3/4" THK.. at 2 center columns, 1/2" thick at rest BASE PLATE perimeter col. /7 ANCHOR BOLTS: /4" Di am. Red Head Wedge Anchors, 3.25" Embed. No Special Inspection Req'd. ICBO No 1372 Good for 2 x 2525 = 5050 in 2000 . psi concrete r*`{ii.uri. d...n.n .,.±.. .ti v. -ri Atf%': r:Y.n• :.2`. M allow. = 3.78 x.20 / 12 = 6.3 ft- kips 4' 0" wide w = (10 + 100 ) x 2 220.pif i 1/2 max ( "6:3 x 8 / .220 ): 15.1' a L L ECT20N PFzciPERT= BASED UPON'FORHULAE FROM THE AISI COLD FORMED PART III, SECTION 2, 2,.1 , 2 (SEPTEMBER 1980 ED.) STEEL VALUES GIVEN F DESIGN )MANUAL, OR EFFECTIVE SECTION ALLOWABLE WEB SHEAR , MOMENT ALL LIPS STIFFENING ,' AND ALLOWABLE BENDING OF INERTIA, ALL BEND RADAII EOUALITO / � TO ONE INCH MOMENT TO 9/322• SIZE 16 x 3 K 1 0 , X 12 , 1 . 4 0 1 )4-4* x 10 H: 12 1S x 4 x 10 H 12 sr 3 x 10 k: 12 x 14 10 x 3 x , 10 •12 • x , 14 9 x 4 x 10 N 12 x 14 . GA Sx, Eff lx (1r,'•3) Val] (ire ^4) (Kips) Mall ( Ft - Kips) 10', 19. '67 1 r8 9.7Z 7.27 73 3.76 6.89 S. 42 3. 47 4. 86 3.85 2. 79 2.05 195. 70 1 0.30 108. E.;' 7 7.80 3 6.30 2B. 70. 1 9.80 31.00 24. `, o 17. 10 19. 40 1•S. 40 11.20 8.72 • 12.90 6.07' 19. 60 9. 75 3. 54 19. 60 10. 80 3. 94 19.60 11. 00 4.44 e.e7 48. 93 33. 95 24. 30 18. 18 14. 33 9. 40 17. 22 13.5 8. 60 12.15 9.63 6.98 S. 13 • SECTION FROPERT I ES FROM PROGRAM "PROF" BASED UPON FORMULAE FROM THE AISI COLD FOFMEI) STEEL DESIGN MANUAL. PART Ill , SECTION 2.2.1.2 is SEPTEMPER 19E0 ED.) VALUES GIVEN FOR EFFECTIVE SECTION MODULUS. MOMENT OF INERTIA. AND " ) ALLOWABLE BENDING MOMENT. ALL STIFFENING LIPS EOUAL TO 1 ". FRAME SIZES, ONLY! .SIZE SINGLE FRAMES 20 x 4-1/2 x 10 16 x 3-1/2 x 10 3.24 K 12 2. 57 15 x 4 x 10 3.24 x 12 2.53 12 !r 3-1/2 x 10 x 12 DOUBLE FRAMES! 16 x 3 -1/2 x 10 K 12 ,A - 'Btam Ix - Beam A -.Col Ix -- Col GA ( n''•2) (I n ^•4) t 1 n ^ 2) (r4) 20 x 4 -1/2 x 10 6.10 15 x 4 x 10 6.4E x 12 5.06 12 x 3 -1/2 x 10 .3.40 K 12 4.22 I t A at 2/3 Co 1 u,nn Ha i iht ! Ef i*' t 1 v. D Franc♦ Size t'Ga ! 2/3 Haight 20.00 10 16.00 10 12 15. 00 12.00 ;,.1 4.05 195. .. 70 108.60 77. 60 102.30 73.SO 2.70 56.0Z 2. 1 1 43.80 5.4E 5.06 15.00 217.20 155.60 204.60 10.60 112.00 67.60 12.33 2.74 10 11.67 2.79 2.74. 2.15 2.79 ' '2.1S '2.3E • 1.87 391.40 6.74 5.4E 4.30 ' 5.5E 4.3E 4.7E . 3.74 , A IZ D' Sx -a1 i' t D 2. 15 3.37 14.63 2.1.E 3.37 109.73 9.69 7.51 "y 9.74 7.64 59. 76 46.31 56. 62 44.57 3 3. 54 26.49 219.45 • 119.51 92. 62 113.63 S .13 67.09 52. 97 t t 0.11 109.73 59:76 . 46.31 56. E2 44.57 10 9. 67 2. 36 6. 94 33. 54 '12 1.87 5.4E 26.49 CITY OF TUKWILA Bu Department 63 thcenter Boulevard Tukw , WA 98188 (206) 431 -3670 Type of Inspection Site Address Requestor Special Instructions Inspection Results /Comme ts: l / ) 7)— , Inspector ' /l —c,..e INSPEC 1 N ECORD PERMIT # Date f7 Date Wanted G °� �(.J Project v e a") Phone # o 'er ` 33`t 2-- Date J/ .- ?10..-- 9CD cnnslv.vR t, V; k1 .,C4NWeihaliCrMOWa'Y+Y. s',', V tt .S7• CITY OF TUKWILA Building *went 6300 South :r Boulevard Tukwila, W 1 8188 (206) 431 -3670 Type of Inspection TIWAk Inspector /..1-40. Pe," Y( ill,• �S".!' a'l w:!' C, st:.' �: re:- a, r; 7: wsxv. 7r.. ts�rxt.,.: ati:Ino };,1.'ea,rt:rr„]m!:t:;xer tsr: �Mw+. r.. �, �a, x. x,. tw: nwno,. �..,. �.: x...., xr: we> vsraa:. u,: : o: s., x�xtvr: xiUltvSri: �' tri .!'.:A(;�:F."'�.ti3k:�4��'4;?�i Inspection Results /Comments: 65/- 4,0z. 2 INSPECTI N RECORD 'VAPH PERMIT # tp23te 1T ' e Date !(- Ar' ow .(70551 J7 Date Wanted ii 2'8 - '`70 • p•m• Site Address (c( M O/ VF�I JNVC ` S ' Project Vp t&4-- VIrtiC fiA " Requestor Phone # X 35 . _ 3$6/ 3 Special Instructions Date Inspector CITY OF TUKWILA Building 0 rtment 6300 Soutt er Boulev Tukwila, W 98188 (206) 431 -3670 rd rrs !.i.v.m1:',e..: tv.tk?XtnaiYfi'!2tTo!:ie 7;,'.rctn. 1, w, ro z. Y; miet ,t4''pra:v'+','.'4;kazigl?. ml.f.w fvt f INSPECTI N RECORD ma ., - '1 e is ,trc1 e, 1 Gw iG PERMIT # Date Type of Inspection ' ---1/6_:( f'N De Wante 1 / — 5 —50 Site Address J 60a7 � PI^•ject ,) fi Requestor Phone # 7 • Date /1 J p.m• Special Instructions /J Inspection Results /Comments: ! `/d, */,frryz,_c.a `� . .- ' j1 1LA City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575-4404 Project Name /X.,/ (_' - ,D - _' 4/0/4 Address re r-3 /` - . A4 ..., . .y Suite # /Retain current inspection schedule _ Needs shift inspection / Approved without correction notice Approved with correction notice issued Sprinklers: A, Fire Alarm: Hood & Duct: /V Halon: // Monitor: , +1 Pre - Fire: Permits: Authorized Signature TUKWILA FIRS DEPARTMENT FINAL APPROVAL FORM Control No. Permit No. x.54 Date Gary L. VanDusen, Mayor FINALAPP.FRM T.F.D. Form F.P. 85 r •. "X" REQUIRED INSPECTIONS PHONE DATE APPROVED APPROVED INSPECT. INITIALS DATE(S) CORRECTION NOTICE ISSUED 1 Footings 431 -3670 2 Foundation 431 -3670 3 Slab and/or Slab Insulation 431 -3670 4 Shear Wall Nailing 431 -3670 5 Roof Sheathing Nailing 431 -3670 6 Masonry Chimney 431 -3670 X 7 Framing 431 -3670 8 Insulation 431 -3670 9 Suspended Ceiling 431 -3670 10 Wall Board Fastening 431 -3670 11 12 13 X 14 FIRE FINAL Insp: 575 -4407 15 PLANNING FINAL 431 -3670 16 PUBLIC WORKS FINAL 431 -3670 X 17 BUILDING FINAL 431 -3670 IVVft`IVIIII %A r 11..111111111 t INSPECiON RECORD (Post with Building Permit in conspicuous place) - -s Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 SITE ADDRESS: 10831 E Marginal Wy S SUITE NO.: BUILDING PERMIT NO. (._6(35(., DATE ISSUED: 1 _ PROJECT: Vulcan Products Company CALL FOR INSPECTIONS AT LEAST 24 HOURS IN ADVANCE OTHER AGENCIES: (INSPECTOR COMMENT SECTION ON REVERSE) INSPECTION PROCEDURES AND REQUIREMENTS All approved plans and permits shall be maintained available on the site in the same location. 1. FOOTING - When survey stakes and forms are set and rebar is tied in place. 2. FOUNDATION - When forms and rebar are in place. 3. SLAB - If structural slab or if underslab insulation is required. 4. SHEARWALL NAILING - Prior to cover. 5. ROOF SHEATHING NAILING - Prior to cover. 6. MASONRY CHIMNEY - Approximately midpoint. 7, FRAMING - After rough -in inspections such as mechanical, plumbing, gas piping, electrical and fire stopping Is in place. 8. INSULATION - After framing approval, but before installation of wallboard. Baffles must be installed to keep attic ventilation points clear. 9. SUSPENDED CEILING - Fasten diffusers, lights and seismic bracing. 10. WALL BOARD FASTENING - Prior to taping (see UBC Chap. 47 and Table 47G). 11. 12. 13. 14. FINAL FIRE INSPECTION - Contact Fire Department for their requirements. 15. FINAL PLANNING INSPECTION - Contact Planning Department for their requirements. 16. FINAL PUBLIC WORKS INSPECTION - Contact Public Works Department for their requirements. 17. FINAL BUILDING INSPECTION - When all work, corrections, reports and other inspections are complete. Plumbing (including gas piping) — King County Health Department — 296 -4732 Electrical — Washington State Department of Labor and Industries - 277 -7272 A preconstruction meeting with the Building Inspector may be scheduled prior to starting the job by contacting the Department of Community Development, Building Division at 431 -3670. Although not required, a meeting of this type can often eliminate problems, delays and misunderstandings as the project progresses. 05/17/90 Plan Check #90 -334: Vulcan Products Inc. 10831 E Marginal Wy S THE FOLLOWING COMMENTS APPLY TO AND BECOME 4 OTHE APPROVED PLANS UNDER TUKWILA BUILDING PERMIT NUMBER l ▪ No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division. ▪ All permits, inspection records, and approved plans shall be posted at the job site prior to the start of any construction. 3. Any exposed insulations backing material to have Flame Spread Rating of 25 or less, and material shall bear identification showing the fire performance rating thereof. . All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1988 Edition), Uniform Mechanical Code (1988 Edition), Washington State Energy Code (1989 Edition), and Washington State Regulations for Barrier Free Facility (1989 Edition). ▪ Validity of Permit. The issuance of a permit or approval of plans, specifications and computations shall not be construed to be a permit for , or an . approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. No permit presuming to give authority or violate or cancel the provisions of this code shall be valid. "X" REQUIRED INSPECTIONS 1 Footings 2 Foundation 3 Slab and/or Slab Insulation 4 Shear Wall Nailing 5 Roof Sheathing Nailing 6 Masonry Chimney X 7 Framing 8 Insulation 9 Suspended Ceiling 10 Wall Board Fastening 11 12 13 x14 FIRE FINAL Insp: 15 PLANNING FINAL 16 PUBLIC WORKS FINAL X17 BUILDING FINAL PLAN CHECK NUMBER C ie" 33 ( PROJECT: \IULCAU CitIZUCTS THE FOLLOWING COMMENTS APPLY TO AN 99ECOME PART OF THE APPROVED PLANS UNDER TUKWILA BUILDING PERMIT NUMBERWL Jf «No CCCJJJ changes will be made to the plans unless approved by the ��� and the Tukwila Building Division, O Plumbing permit shall be obtained through the King County Health Department and plumbing will be inspected by that agency, including all gas piping (296 - 4732). Electrical permit shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be Inspected by that agency (872- 6363). O All mechanical work shall be under separate permit through the City of Tukwila. All permits, inspection records, and approved plans shall be ww posted at the job site prior to the start of any construction. (6 When special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name and permit number of the project being inspected. O All structural concrete to be special inspected (Sec. 306, UGC). O All structural welding to be done by W.A.B.O. certified welder and special inspected (Sec. 306, UGC). O 9 All high - strength bolting to be special inspected (Sec. 306, UGC). 10 Any new ceiling grid and light fixture installation is required to meet lateral bracing requirements for Seismic Zone 3. 11 Partition walls attached to ceiling grid must be laterally braced if over eight (8) feet in length. 12 Readily accessible access to roof counted equipment is required. 13 Engineereed truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of a Washington State Professional Engineer. ice Any exposed insulations backing material to have Flame Spread Rating of 25 or less, and material shall bear identification showing the fire performance rating thereof. 10 Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with recommendations given in the soils report prior to final inspection (see attached procedure.), 16 A statement from the roofing contractor verifying fire retardancy of roo Will be required prior to final inspection (see attached procedure). l iglir All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1908 Edition), Uniform Mechanical Code (1908 Edition), Washignton State Energy Code (1989 Edition), and Washington Stae Regulations for Barrier Free Facility (1989 Edition). O All food preparation establishments must have King County Health Department sign -off prior to opening or doing any food processing. Arrangements for final Health Department inspection should be made by calling King County Health Department, 296 -4787, at least three working days prior to desire inspection date. On work requiring Health Department approval, it is the contractor's responsibility to have a set of plans approved by that agency on the job site. O Fire retardant treated wood shall have a flame spread of not over 25. All materials shall bear identification showing the fire performance rating thereof. Such identification shall be issued by an approved agency having a service for inspection at the factory. O Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. O All spray applied fireproofing as required by U.B.C. Standard No. 43-8, shall be special inspected. 22 All wood to remain in placed concrete shall be treated wood. 23 All structural masonry shall be special inspected per U.B.C. Section 306 (a) 7. Validity of Permit. The issuance of a permit or approval of plans, specifications and computations shall not be construed to be a permit for , or an approval of, any violation of any of the provisions of this code or of any other ordinance of the Jurisdiction. No permit presuming to give authority or violate or cancel the provisions of this code shall be valid. CLIENT: INDUSTRIAL STRUCTURES INC PROJECT: Vulcan Products - Seattle, Wa DATE; June 1990 Design Data Deck Joists Frames Lateral Base PL's / Ftgs. Handrails Stairs J A M E S T . P E L L O N . Structural Engineer 26665 Seagull Way A105 Malibu, Ca 90265 STRUCTURAL CALCULATIONS INDEX. .•�- ( . 52332 EXP. 3.3193 SHEET 5 15 5 - 15 16 -: 1 n. a , DESIGN DATA CODES AND SPECIFICATIONS 1. Uniform Building Code, 1988 Edition . American Iron and Steel Institute Specification for the Design of Cold - Formed Steel Structural. Members, 1986 Edition . American Institute of Steel Construction Specification for the Design, Fabrication, and Erection of Structural Steel for Buildings MATERIALS 1. Cold - Formed Structural Steel: ASTM A446 -76, GR.D Fy= 50ksi 2. Formed Steel Deck: ASTM A446 -76, Grade A, Fy= 33ksi 3. Structural Steel Base Plates: ASTM A36, Fy= 36ksi Concrete: Slab - 2000 psi Ftg. - n.a. Reinforcing Steel: ASTM A61.5 GR. Design Soil Pressure: 1000 PSF DESIGN LOADS 1. Dead Load: 10 psf 2. Live Load: 150 psf • STEEL DECK Span =4 max. w = D.L. + L.L. = 4 + 150 = 154 psf Design for 2 -Span Condition 2 M = w 1 / 8 308' #' / ft Sr = M x 12 / 20,000 3 3 .185 in / ft < .206 in / ft O.K. USE 1.5" x 22 Ga. "B" Deck Sr= 21.6 ft. kips M'x 12 / 30 3' 8.65 in <. R = w.x 1 /.2 = 5.0 k O.K. Span =17' -0" Spacing = 3.8' w = ( D.L. + L.L.) x Spacing = ( 6 + 150 ) x Spacing =597 plf 2 M= w x 1/ 8 �:: ?:= �, "r -n5 -. f,:,•„ _,b'ts;,%&.. zits ;;�:::,ti;5... `'a JOISTS Beam at stair Span = 15' -0" Spacing = 7' w = ( D.L. +L.L.) x Spacing = ( 8 + 150 ) x Spacing =1106 plf 2 M = w x 1 /.8 31.1 ft. kips Sr= M x 12 / 30 3 3 = 12.4 in < 13.58 in O.K. USE C ..16 'x 10. G 8.3 k O.K. use 4 ,- 5/8"' . B. Input data filename: VULCAN.DAT DATE: 6- 8 -1990 TIME: 8:48:59 fps GENERAL DATA * ** Members: 12 Joints : 13 Load Cases: 3 Load Combinations: 1 Elasticity: 29000.0 ksi Structure: PLANE FRAME * ** JOINT DATA (feet) * ** JT X y 1 .000 .000 2 13.660 .000 3 35.320 .000 4 .000 3.050 5 13.660 3.050 6 35.320 3.050 7 .000 6.100 8 13,660 6.100 9 35.320 6.100 10 .000 9.150 11 13.660 9.150 12 18.660 9.150 13 35.320 9.150 * ** MEMBER DATA *** SAI: PLANE - Planar Frame and Truss Analysis Version 1.65 - 08/01/88 - C4.0 Copyright (C) 1986, Structural Analysis, Inc. Indialantic, FL 32903• (407) 727 -1562 PROJECT: VULCAN PRODUCTS FRAME ANALYSIS VH MEM FM TO TY E AREA INERTIA E LENGTH sq in, in * *4 ksi feet 1 1 4 2.7400 20.000 29000.0 3.050 2 2 5 2.7400 20.000 29000.0 3.050 3 3 6 2.7400 20.000 29000.0 3.050 4 4 7 2.7400 59.760 29000.0 3.050 5 5 8 2.7400 59.760 29000.0 3,050 6 6 9 2.7400 59.760 29000.0 3.050 7 7 10 2.7400 108.600 29000.0 3.050 8 8 11 2.7400 108.600 29000.0 3.050 9 9 13 2.7400 108.600 29000.0 3.050 10 10 11 3.2400 108.600 29000.0 13.660 11 11 12 3.2400 108.600 29000.0 5.000 12 12 13 3.2400 108.600 29000.0 16,660 LJZ (?5 / 2) S / 34.3� Gc3' i t JZ � /- _erg l *V/ Z/ G \x/ , 3 X 2, 7 5 t■/ 0 f /6 d 9S• ZS x545 11AA1AlA*1*AAAIA*AA*1*1 111 LOAD CASE # 1 AA1 11AAA*1AA111AAAAA1111AA AlA MEMBER LOADS (UNIF -klf, CONC -kips) *** TYPE MEN LOAD ALPHA BEGIN END UNIF 10 1,343 .00 .000 13.660 UNIF 11 1.106 .00 .000 5.000 UNIF 12 1.106 .00 .000 16.660 AAA *A11AA11A11AA1111AIA *A* LOAD CASE f 2 AAA *11*AlAAA1*11A1A11A1111 **A MEMBER LOADS (UNIF -kif, CONC -kips) AAA TYPE HEM LOAD ALPHA BEGIN END UNIF 10 .060 .00 .000 13.660 UNIF 11 1.106 .00 .000 5.000 UNIF 12 1.106 .00 .000 16.660 1 A1A111AlAA *AAAAAA **A11 111 LOAD CASE 3 X11 A1AA1AA1AA11Af1A1AA1AA1 AlA JOINT LOADS AAA JT MOMENT PY PX kip -ft kips kips 10 .0000 .000 .800 11 .0000 .000 .800 13 .0000 .000 .800 1 AAAAA11AA *AA**AAA11A *AAAA1 AAA LOAD COMBINATIONS 11! 1AAAA1A1111AAA11AAA11A1A1AA 1 = + .750(CASE 1) + .000(CASE 2) + .750(CASE 3) JOINT . f .1 LOAD .ROTATION (rad). VERT (in) • HORIZ (in) CASE '1 :.00221 , 0000 .0000 CASE 2 .00037: .0000 .0000 CASE :3 - ,00370 • .0000, •.0000 COMB 1 - ,00143 . , 0000 ,0000 111 JOINT DEFORMATIONS *A* JOINT if LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 .00348 .0000 .0000 CASE 2 .00590. .0000 .0000 CASE 3 -.00388 .0000 .0000 COMB 1 • -.00040 .0000 .0000 JOINT 0 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 - ,00352 .0000 .0000 CASE 2 -.00354 .0000 ,0000 CASE '3 -,00335 .0000 .0000 COMB 1 - .00687 .0000 .0000 JOINT I 4 ....LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE .1 .00116 -.0033 -.0695 CASE 2 .00074 .0007 ' -.0180 CASE 3 -.00273 .0005 • .1235 COMB 1 - .00157 -.0028 .0540 JOINT I LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 ,00152. -.0113 -.1034 CASE 2 .00233 -.0072 -.1723 CASE 3 - .00279. -.0003 .1287 COMB 1 -.00127 -.0116 .0253 JOINT I 6 LOAD , ROTATION (rad). VERT (in) HORIZ (in) CASE 1 -.00045 - .0049. .0914. CASE 2 - .00034 -.0049 .0905 CASE 3 - .00264 -.0002 ,1138. COMB, 1 - .00309 -.0051 .2052 JOINT i 7 LOAD ROTATION (rad) VERT (in). HORIZ (in) CASE 1 .00004 -.0065 -.0938 CASE 2 .00111 .0014 -.0511 CASE 3 - .00176 .0010 .2077 COMB 1 - ,00172 -.0056 .1140 JOINT I LOAD ROTATION (rad), VERT (in) HORIZ (in) ;ASE 1 ,00045 -,0226 ,1269 ;ASE 2 .00126 -.0144 -,1992 ;ASE 3 .00169 -.0007 .2128 COMB I - ,00214 -,0233 .0859 JOINT,1 LOAD ROTATION (rad) VERT (in) HORIZ CASE 1 .00263 -.0098 .0577 CASE 2 .00287 -.0099 .0507 CASE 3 -.00192 -.0003 .1986 COMB 1 .00071 -.0101 .2564 JOINT 1 10 LOAD ROTATION,(rad) VERT (in) HORIZ (in) CASE 1 -.00098 -.0098 - ,0779 CASE 2 .00145 .0022 -.0976 CASE 3 -.00088 .0015 .2572 COMB' 1 -.00186 -.0083 .1793 JOINT f 11 LOAD ROTATION (rad) VERT (in) JIORIZ (in) CASE 1 -.00226 -.0339 -.0796 CASE 2 - ,00454, -.0216 -.0971 CASE. 3 -.00068 -.0010 .2572 COMB 1 -.00293 -.0349 .1776 JOINT 6 12 LOAD ROTATION (rad) VERT (in) . HORIZ (in) CASE 1 -.00774 -.3939 -.0813 CASE 2 -.00999 -.5174 -.0988 CASE 3 -.00048 -.0338 .2573 COMB 1 - .00822 -.4277 ,1761 JOINT f 13 LOAD ROTATION (rad) VERT (in) HORIZ (in) CASE 1 .00546 .0147 -.0869 CASE 2 .00582 -.0148 -.1047 CASE 3 -.00127 -.0005 .2577 COMB 1 .00420 -.0152 .1708 chi MEMBER FORCES ttt MEMBER 4 LOAD S -MOM E -MOM S -SHR ' E -SHR (kip -ft) .(kip -ft) (kips). (kip CASE 1 .0000 2 - 2,9334 -,9618 ,9618 CASE 2 .0000. . ;9,769 ,3203' -.3203 CASE 3 ,0000 2,5451 .8345 -,8345 ;COMB 1 ;0000 -;2912 0955 ,0955 MOM - Negative when clockwise (or causing top tension @1 /10 point analysis) SHR - Positive when acting in the positive Y- direction AXIAL - Positive when acting in the positive X- direction S- AXIAL E -AXIAL (kips) (kips) 7.1043 -7.1043 - 1.5613 1,5613 10708: • 1,0708, 0251 - 4.5251 CASE 1 CASE 2 CASE 3 COMB 1 MEMBER I 3 MEMBER 1 2 LOAD S -MOM E -MOM S -SHR E -SHR S -AXIAL E -AXIAL (kip -ft) (kip -ft) (kips) (kips) • (kips) (kips) .0000 - 5,1777 1,6976 1,6976 24.5234 - 24.5234 .0000 -9.4287 -3,0914 3.0914 15,6019 15.6019 .0000 2.8950 .9492 -.9492 .7323 -.7323 .0000 - 1.7120 -.5613 .5613 18.9418 - 18.9418 LOAD S -MOM E -MOM S -SHR E-SHR S -AXIAL E- AXIAL (kip -ft) (kip -ft) (kips) (kips) (kips) (kips) CASE 1 .0000 8,1111 2.6594 -2.6594 10.6736 - 10.6736 CASE 2 .0000 8.4517 2.7711 - 2,7711 10,7349 - 10.7349 CASE 3 .0000 1.8799 .6164 -.6164 .3385 -.3385 COMB 1 .0000 7.4932 2,4568 - 2.4568 8,2591 - 8.2591 4EMBER U 4 LOAD S -MOM E -MOM S -SHR E -SHR S -AXIAL E -AXIAL (kip -ft) (kip -ft) (kips) (kips) (kips) (kips) :ASE 1 2.9334 -5.8669 -.9618 .9618 7.1043 -7.1043 ;ASE 2 -.9769 1.9539 .3203. -.3203 - 1.5613 1.5613 ;ASE 3 - 2,5451 5.0903 .8345 - .8345 - 1.0708 1.0708 ;OMB 1 .2912 -.5824 -.0955 .0955 4.5251 - 4.5251 IEMBER # 5 LOAD S -MOM E -MOM S -SHR E -SHR S -AXIAL E- AXIAL (kip -ft) (kip -ft) (kips) (kips) (kips) (kips) ASE 1 5.1777 - 10.3553 - 1.6976 1,6976 24.5234 - 24.5234 ASE 2 9.4287 -18.8574 - 3.0914 3.0914 15.6019 - 15.6019 ASE 3 - 2,8950 5.7900 .9492 -.9492 .7323 - .7323. OMB 1 1.7120 3,4240. -.5613 .5613 18.9418 -18,9418 EMBER 11 LOAD S -MOM E -MOM S -SHR E -SHR S -AXIAL E- AXIAL` (kip -ft) (kip -ft) (kips) (kips) (kips) (kips) hSE 1 - 8.1111 16.2222 2.6594 - 2.6594 10.6736 • ' - 10.6736 hSE 2 - 8.4517 .16.9035 2.7711 -2.7711 10.7349 -10.7349 hSE 3 - 1.8799 3,7598 .6164 . -.6164 ' . -.3385 He - 7.4932 14,9865 2,4568 - 2.4568 8.2591 - 8.2591 IMBER 1 7 LOAD S -MOM E -MOM S -SHR E -SHR S -AXIAL E -AXIAL ' (kip -ft) . (kip -ft) (kips) (kips) (hips) (kips). SE 1 5.8669 - 8,8003 -.9618 .9618 7.1043 -7.1043 SE 2 -1,9539 . . 2.9308 .3203 -.3203 . - 1,5613 1.5613 SE 3 - 5,0903 .. 7.6354 .8345 .8345 -1.0708 1.0708 iMB. 1 .5824 . -.8736 . -.0955 4955 4.5251 - 4.5251 AMBER I LOAD S -MOM E -MOM S -SHR E -SHR S -AXIAL E- AXIAL (kip -ft) (kip -ft) (hips) (hips) (kips) (kips) 6E .1 10.3553 ,15.5330 1.6976 1,6976, 24.5234 24.5234 CASE '2 CASE 3 COMB 1 t 18.8574 - 28.2860 - 3.0914 3.0914 15.6019 - 15.6019 - 5.7900 8.6849 .9492 -.9492 .7323 -.7323 3.4240 - 5.1360 -.5613 .5613 18.9418 - 18.9418 MEMBER # . 9 LOAD S -MOM E -MOM S -SHR E -SHR S -AXIAL E -AXIAL (kip -ft) (kip -ft) (kips) (kips) (kips) (kips) CASE 1 - 16.2222 24,3333 2.6594 - 2.6594 10.6736 - 10.6736 CASE 2 - 16,9034 25.3552 2.7711 - 2.7711 10,7349 - 10.7349 CASE 3 - 3.7599 5.6397 .6164 -.6164 .3385 -.3385 COMB 1 - 14,9865 22,4797 2.4568 - 2.4568 8.2591 - 8.2591 MEMBER # 10 LOAD S -MOM E -MOM S -SHR E -SHR S -AXIAL E -AXIAL (kip -ft) (kip -ft) (kips) (kips) (kips) (kips) CASE 1 8.8003 - 37,0540 7,1043 11,2410 .9618 - .9618. CASE 2 - 2,9308 - 23.9942 - 1.5613 2.3809 -.3203 .3203 CASE 3 - 7.6354 - 6.9923 - 1.0708 1.0708 -.0345 .0345 Y COMB 1 .8736 - 33.0347 4.5251 9.2339 .6955 -.6955 1/10 PT; 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 CASE M: -8.80 -.35 5.60 9.04 9,97 8.40 4.32 -2.27 -11.36 - 22.95 -37.05 1 V: 7.10 5.27 3,44 1.60 -.23 -2.07 -3.90 -5,74 -7.57 -9.41 -11.24 CASE M; 2.93 .74 -1.56 -3.97 -6.50 -9.13 -11,88 -14.74 -17.71 -20.80 -23.99 2 V: -1.56 -1.64 -1.73 -1.81 -1.89 -1.97 -2.05 - 2.14 -2.22 -2.30 -2.38 CASE M: 7.64 6.17 4.71 3.25 1.78 .32 -1.14 -2.60 -4.07 -5.53 -6.99 3 V: -1.07 -1.07 -1.07 -1.07 -1.07 -1,07 -1,07 -1.07 -1.07 -1,07 -1.07 COMB M: -.87 4,37 7.73 9.21 8,82 6.54 2.38 -3,65 -11.57 -21,36 -33.03 1 V: 4,53 3.15 1,77 .40 -.98 -2.35 -3.73 -5,11 -6.48 -7.86 -9.23 MEMBER # 11 LOAD S -MOM E -MOM S -SHR E -SHR S- AXIAL E -AXIAL (kip -ft) (kip -ft) (kips) (kips) (kips) (kips) CASE 1 52.5870 .0000 13.2824 - 7.7524 2.6594 2,6594 CASE 2 52.2803 .0000 13.2211 - 7.6911 2.7711 - 2.7711 CASE 3 - 1.6926 .0000 -,3385 .3385 -.1837 .1837 COMB 1 38.1708 .0000 9.7079 - 5.5604 1.8568 - 1.8568 1/10 PT: 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1,0 CASE M; -52,59 -46.08 -39.86 -33.91 -28.23 -22.84 -17,72 -12.87 -8.31 -4.01 .00 1 V: 13,28 12.73 12.18 11.62 11,07 10.52 9.96 9.41 8,86 8.31 7.75 CASE M; -52.28 -45.81 -39.61 -33.69 -28.05 -22.68 -17.59 -12.78 -8.24 -3.98 .00 2 V: 13.22 12.67 12.12 11.56 11.01 10,46 9.90 9,35 8,80 8.24 7.69 CASE M; 1.69 1.52 1.35 1,18 1.02 .85 .68 .51 .34 .17 .00 3 V: -.34 -.34 -.34 -.34 -.34 -.34 -.34 -.34 -.34 -.34 -.34 COMB M; -38.17 -33.42 -28.88 -24.54 -20.41 -16.49 -12.78 -9,27 -5.98 -2.88 .00 1 V: 9.71 9.29 8.88 8.46 8.05 7.63 7.22 6.80 6.39 5,98 5.56 MEMBER # 12 LOAD S -MOM E -MOM S -SHR E -SHR S -AXIAL E -AXIAL (kip -ft) (kip -ft) (kips) (kips) (kips) (kips) CASE 1 .0000 - 24.3333 7.7524 10.6736 2.6594 - 2.6594 CASE 2 .0000 - 25,3552 7.6911 10.7349 2.7711 - 2,7711 CASE 3 .0000 - 5.6397 -.3385 .3385 -.1836 ;1836 /0 `C0MB 1' .0000 - 22.4798 5.5604 8.2591 1.8568 - 1.8568 1/10 PT: 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 CASE M: .00 11.38 19.69 24.93 2.7.10 26.21 22.24 15.20 5.09 -8,09 -24.33 1 V: 7,75 5.91 4,07 2.22 .38 -1.46 -3.30 -5.15 -6.99 -8.83 -10.67 CASE N: .00 11.28 19.49 24.63 26.70 25.69 21.62 14.48 4.27 -9.01 -25,36 2 V: 7.69 5.85 4.01, 2.16 .32 -1.52 -3.36 ' -5.21 -7.05 -8.89 -10.73 CASE M: ' .00 -.56 -1.13 -1.69 -2.26 -2.82 -3.38 -3,95 -4.51 -5.08 -5.64 3 V: -.34 -.34 -.34 -.34 -.34 -.34 -.34 -.34 -.34 -.34 -.34 COMB M: .00 8.11 13,92 17.43 .18.64 17.54 14.14 v 8;44 '.43 -9.87 22.48 1, V: 5.56 4.18 2.80 1.41 .03 -1.35 -2.73. -4.11. -5.50, -6.88 -8.26 * ** RESTRAINING FORCES'AT SUPPORTS * ** MOMENT (kip -ft) RY (kips) . RX (kips) .000 ' ' . 7.109 .962 .000 -1.561 - .320 .000 1.071 -.834 .000 4.525 ' .095 MOMENT (kip-ft) ' RY, (kips) ' ' RX (kips) .000 24.523 1.698 .000 15,602. 3.091 .000 .732 -.949 000 ' 18,942 .561 MOMENT (kip -ft) RY (kips) RX (kips); .000; 10,674.. 2.659 ,000 10.735 -2,771 .000. .339 -.616 .000 ' 8.259 ' -2.457 0 in 8 sec JOINT LOAD. CASE 1 CASE 2 CASE 3 COMB 1 JOINT I LOAD CASE 1 CASE 2 CASE 3 COMB 1 JOINT I LOAD CASE 1 CASE 2 CASE 3 COMB 1 End of PLANE Elapsed Time: .FRAME GIRDER.:: 2.74 in 3 x =.9.69 in Tapered Column - Max. Stress . @;.67h M @ 67h = 16.9 ft- kips Section Properties: 2 = 4.67 . in K l / r 4 7 Fa = 24.8 ksi F'e =67.6 ksi Fb = 30 k s: fa = P / A = 3.8 ksi fb = M:' x 12 / Sx = 20.9 ksi Cm = 85 fa / Fa + Cm x fb 1 ( 1 - fa / F'e ) F '. .15+ .63 .78 << 1.0 p K Use 16" x 10` Ga.' Tapered "Col . MAIN FRAME LATERAL transverse dir.. Seismic Zone 3 V= Z I C W/ Rw _ ( wd.l. + w 1.1,/.4 ( 10 + 150/4 ) x 17 x 19 =15.3 Kips .138 W = 2.1 Kips V`/ Col. = V /2 = 1.1 Kips / Col. M col. •= V xh = 10.1 ft -kips = Mgird GI_RDER COLUMN Sr = M x 12 / 30 x 1.33 3 = 3.0 in < 9.7 Use C 16 x'3.5 x 12 q a. A = 2.74 in S . = 9.69 in r _ . 4.67 .in Kl / r = 47 Fa = 24.8 ksi F'e =67.6 ksi Fb = 30 M @ 2/3H = 6.7 fb = 8.4 ksi fa =21 / A = 7.7 ksi 85 fb fa. Fa •+ (1- fa /F'e)Fb = .31 + .27 = .58 < 1.33 O.K. Use 16" x 10 Ga. MOMENT CONNECTION - GIRDER TO COLUMN' 8 - 3 / 4 " DIAM. A449 HIGH STRENGTH BOLTS CIRCULAR BOLT PATTERN Fv = 18 ksi x .4418 = 7.95 kips GOVERNS Fp = 3 x 50 x .75 x .0747 = 8.4 kips V allow. = 8 x 7.95 = 63.6 kips per bm. M allow. 8 x Fv x Diam. / ( 2 x 12 ) 8 x 7.95 x diam. / 24 M= 25.4 ft. kips ;: 11.5" DIAM. PATTERN DIAM. H.S.B. F'c = 2000psi M = 459 "# M all. = f x ct CONCRETE SLAB @ perimeter col. Check slab for column load ^d__,i_ Slab thickness I . . 1 i t = 6" IP v I I It I I ////\ \W////\ \. \\ / / / / \ \\\/ / / / \ \ /// I I ^I b - 1 : 1 i I' Check Bending of Slab Fsoil 2 M = 144 x b / (.Assumed fixed one end, pinned other ) / 2 =; 23" Fsoil = 1000psf T.A. = 8.5 x 19 162 s.f. j 6 = - .480 "# > 459 O.K. 4 :.t =72 ; kips a : , USE' 6" CONC. SLAB . w/ ` 9 " ' Sa base PL . Use .,9" Sq. fp = P ./ Area _ .259 ksi BASE PLATE perimeter col = P / .45 F' c P = 21 Kips F' c = 2500 psi 4.5" = 2 x' m ( f p / Fy ) .'76" USE '9" S4. x. 3/4." THK. at 2 center columns 1/21 thick at ' rest ANCHOR BOLTS ICHO No. 1372 Good :for �. tz�t�d'�+.���i'u'q'"":eys� �7; >`g 2 3/4'! Diam Red Head Wedge Anchors, 3.25" Embed. No Special Inspection.Req!d M allow. = 3.78 x 20 / = 6.3 ft- kips 4' 0 Wide w (10 + 100 ) x 2 220 plf 1/2 1 max ( 6 3 x 8 / .220 ) 15.1' COLD- OR1".115r72) 'TELL S. CTSC]N F'Ft072'FRT . BASED UPON': FOR)iULAF_ , PART III FROM THE AISI COLD FORMED STEEL DESIGN • VALUES , SECTION 2.•2 (SEPTEMBER ,1980 MANUAL, GIVEN FOR EFFECTIVE , ED.) ALLOWABLE FOR E SECTION MODULUS ALL LIPS SHEAR,' AND ALLOWABLE M OMENT OF INERTIA, STIFFENING LIPS EQUAL BENDING MOMENT ALL BEND RADA /I EQUAL TO ONE INCH TO •9/32• 10 SIZE :'U x 4'S x 1 0 % 19. 10 12 x 3+y x 10 •ie k 14 9 )4 4 x 10, N 12 GA SH+ Eff Ix (1r.'.3) (ip-1 ^4) unll Mr]1 (Kips) (Ft -Kips) 195.70 1 0.36 1'3. n8 7.27 73 3.76 6.89 Z. 42 3.47 9. 7 108. 60 77. 80 3 6.30 29. 19.80 3 1.00 24. 50 17. 10 19.40 1.5. 40 11. 20 8. 72 • 12.90 6. 07' 19. 6C► 9.75 3. 54 19.60 10.60 3.94 19.60 11.00 4. 44 e.27 48. 93 • 33. 95 24. 30 18.18 14. 33 9. 40 17.22 13.5; H. 60 12. 15 9. 63 6.98 5. 13 SECTION PROPERTIES FROM rROORcM ''PROF" BASED UPON FORMULAE FROM THE AISI COLD FORMED STEEL DESIGN MANUAL. PART III, SECTION 2.2.1.2 ESEPTEMBER 19E0 ED.) vALUES GIVEN FOR EFFECTIVE SECTION MODULUS. MOMENT OF INERTIA, AND • ALLOW'ABLE BENDING MOMENT. ALL STIFFENING LIPS EQUAL TO 1 ". FRAME SIZES, ONLY: ••SIZE SINGLE FRAMES: 20 K 4 -1/2 x 10 16 x 3-1/2 x .1 0 3.24 x 12 2.53 15 K 4 x 10 3.24 x 12 •2.53 12 x 3 -1/2 x 10 x 12 DOUBLE FRAMES= 20 x 4 -1/2 x 10 - 'Beam Ix - Beam A -.Col Ix - Col GA (In "'2) (In . 4) (in "'4) 1S x 3 - 1/2 x 10 6.4E x 12 15 x 4 x 10 6.4E 204.60 x 12 5.06 147.60 12 x 3 -1/2 K 10 x 12 Frani* Size. L'Ga ' 20.00 10 16.00 10 12 15.00 10 12; 00 10 '12 4.05 195.70 10 .3. 60 77.80 10Z.30 73.E0 2.70 56.00 2.11 43.80 8.10 391.40 5.06 5. 40 4.22 217.20 155.60 112. 00 87.60 Edi.e'tIv. D , 4 2/3 Nt i •ht A • 0' . ' Sx -^ti.' ! D t 0 0.4 4 15.00 3.37 12.33 11.E7 9.67 2.74 9.69 2.15 7.51 2.79 9. 2. 1E 7. 64 23E 1.87 3.37 109.73 2.74. 2. 15 2.79 ' '2.1e 2.3E 1.87 5.4e 4.3E ' 5.5E 4.36 4.7E 3.74 E. 94 5.45 59.76 46.31 56.82 44.57 ' 33.54 26. 49 6.74 219.45 119.51 92. 62 .1 113. 63 Ey. 13 67. 09 52. 97 14,63 109.73 59:76' 9 : 76 ' 46.31 SC. E2 44.57 33.54 26.49 Fire Department Review Control Number 90 -334 (513) Re: Vulcan Products - 10831 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. 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, 10 B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) (UFC 10 -1 (3 -1)) 2. Extinguishers shall be installed on the hangers or in the brackets supplied, mounted in cabinets or set on shelves (NFPA 10, 1 -6.6), and shall be installed so that the top of the extinguisher is not more than 5 feet above the floor. (NFPA 10, 1 -6.6) (UFC 10.301) 3. 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 10.301) 4. Exit hardware and marking must meet the requirements of Uniform Fire Code Sections 12.104 & 10.402(a). Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. (UFC 12.104b) 5. All required occupancy separations, area separation walls, and draft -stop partitions shall be maintained and City�uf Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575-4404 Gary L. VanDusen, Mayor August 29, 1990 Page number City of Tukwila cc: T.F.D. file ncd FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 shall be properly repaired, restored or replaced when damaged, altered breached, penetrated, removed or improperly installed. (UFC 10.401) This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. Yours truly, The Tukwila Fire Prevention Bureau Gary L VanDusen, Mayor Plan Review PROJECT \JU Lc N ADDRESS to s 3 DATE 8 -17 -'D OCCUPANCY GROUP TYPE OF CONSTRUCTION FLOOR AREA OCCUPANT LOAD EXITING REQUIREMENTS NOTES: r PROT) CTS . N C. • E" . MAR \c,3AL V3 N c LOCATION ON PROPERTY ay0__ �at� M"D1..dM or WcaP BUILDING HT. / NO. STORIES Ocx-u poemt.y s 1.1C) DGG. u n A A.S L h AAe' c.-r u a DETAILED REQUIREMENTS r,', OCCUPANCY. G TYPE OF CONSTRUCTION PART V, CHAPTER 23, U.B.C. W.S.E.C., CHAPTER 51 -10, W.A.C. S`T CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT an* t Pci - 1JBW Ma -z.7- A Y.1 I tJ Gam' _ PLAN CHECK NUMBER 90 -334_ 5_ prepared by: , RTHERN STEEL DIVISION OF INCE HOLDINGS, LTD. 800 ANDOVER PARK EAST, SEATTLE, WASHINGTON 98188 (208) 575.1871 otv Alfr'd i/J4 MATERIAL HANDLING & STORAGE PRODUCTS I nu L201TJItiIi Sr oe_rt.litc: I TO PMR•L 1 1 , Aft INtJYWM MOOJLnpt _ / '—) ' Or�ri�c e 0 QW M 1 LJsUc.r 2•2.— (0 is 1 \61 P et\rej k ‘3 G '( r" iclt #Tl t s∎N N u AV` e.,7 1 v 4 Z M Sc-M... Z. X45" -0 2cv 2- 1 -1 ? 1 - • • • ?. • 1 u ni :.".:4;411 • HENGES MANUFACTURING Modular In Plant Offices i'rit HIN; .cfn fik).i(1 mr )63(),1:3 Call Toll Free 800-325-1008 , Henges in -plant office systems are durable. Heavy -duty aluminum extrusions are used throughout for strength. Panels are low maintenance vinyl finished hardboard on solid polystyrene cores. All windows are tempered ' safety glass. Doors feature commercial hardware and t'.•: pair of 4'.? x 4 hinges, fully mortised in steel reinforced frames. Various panel constructions offer you your choice of sound reduction, temperature control and fire resistance. All Henges systems feature proven panel finishes and construction details designed to combine good looks with years of dependable service. Here are three good solutions to your need for flexible, expandable office space. 175 SERIES w Fast, Efficient and Affordable Sound absorbing thermally efficient 13/4" wall thickness. Light weight, minimum number of parts and fittings. easy to read shop drawings and detailed illustrated instruc- tions make for easy installation. Each connecting post may also be used as a utility raceway, allowing maximum flexibility for location of electrical power. A wide variety of prefin- ished panel types make for easy selection and simple maintenance. Henges offers ten day shipment on many models. 300 SERIES Thick 3" Wall Panels Provide Superior Thermal and Acoustical Properties Individual panels can be removed without disturbing adjacent panels. Each connecting post is a vertical wiring chase and can serve as an area for concealed structural components used in two story or load bearing roof systems. Components of the 300 system are preassembled, factory cut to size and ready for fast installation using simple hand tools. The 300 system is ideal for heavier load bearing conditions and two - story applications. 350 SERIES • • • Tough Steel Construction, Maximum Material Flexibility and Non - Combustible A heavy duty 31/2" thick cavity wall construction provides easy access from either side for plumbing and electrical. The tough 1 /2" vinyl clad gypsum, special Duradex' or factory finished steel clad panels are applied to a steel framework for easy removal and access to the 21/2" cavity at any time from either side. The Henges 350 series is non - combustible and, like all Henges systems, uses high- est quality commercial grade component materials throughout. It is the system of choice for extra protection and durability. Circle Reader's Service No. 325 1y, ica l • Op erations centers • Supervisory personnel offices • Lunch or break areas • Quality control centers �,ations • Equipment enclosures • Clean rooms • Parts storage • First aid stations • Computer rooms • Conference rooms Preassembled Buildings Henges factory assem- bled buildings use the sturdiest structural members in the industry for maximum strength and durability. Portable and cost effective, Henges assembled build- ings can be built in a size and finish to suit your needs. Available for both interior and exterior applications, Henges assembled buildings arrive complete and can be fully opera- tional in less than one hour after delivery. Bullet Resistance Safelife bullet resistant buildings and components are custom made to meet your specific requirements for space, function and appearance. Henges Safelife buildings have been Independently tested and are state department approved for HPR (high power rifle, NATO 5.56 and 7.62 MM) applications. FREE: Henges Engineering Data Manual Here's a simple way to identify the things you should include in office space planning. This practical guide is loaded with valuable easy to read information on adding or remodeling interior plant offices. Call today for your free copyl 800- 325 -1008. Circle Reader's Service No. 325 °MOM 01 El • Interior Partitions Flex Design demountable interior partition systems from Henges let you avoid the time and expense of redoing conventional drywall with every organiza- tional move. All Flex Design systems are manufactured for durability, low maintenance and long lasting appearance. Superior construction details give you long service even with repeated change. Select rail, cornice or ceiling height parti- tions appropriate to your needs for visual and acoustical privacy. Ask your Henges representative for more details on Flex Design — the wall systems that never become obsolete. NEW Take The Grand Tour Watch an actual in -plant office installation and get a better look at Henges in this short informative video tape. Call 800 - 325 -1008 today for details. FROM NORTHERN STEEL.SER. Th a Retardant 8.17.1990 8138 P. 2 Fire codes differ greatly from one area of the country to the next. However, the general rule is that demountable wall systems are required to be fire retardant, i.e., they will bfirn, but not immediately upon exposure to flame. lame ame, surface film will burn r hour. i is sIew Cher che•rt ti Al tim for occuup nts to vaca e e area. Because of this characteristic and the fact that these are demountable (nut permanent construction) buildings, sprinkler systems are usually not required given that the warehouse in which the unit ie installed is equipped with a sprinkler systp� (wh cove _buirldi.egl-r -- --� other option for fire retardance is Henges "High Performance" system, ustilizing panels constructed of 1/2" vinyl covered gypsum with a pcalystyrrane core and a ,tnet dour. This system is rated, U.G. Class A noncombustible, i,e., it simply will not burn. The panels may eventually ...Belt or dlsintigrate in the heat, but they will not ignite and burn. "'r..r..�r... re A third description in dgarifng'TTFe 'rnWdance is "one -Hour Fire Wa111 ". This is described just for the Sake of Aduoation, should you run into this situation in the fULurv: A "l -Hour Fire Wall" is a specially assembled all (usually utilizing metal studs with tie) (2) layers of 5/8" sire rated gypsum per side of wall, .hip-lapped, taped, and :;e4l:d at the maw). This type wall is not demountable. tp,mast. areas of the nt for a "1 Hour Fire Wall" app AS on y 't: permanent construction. Since demountable modular watt Systeme do rest provide air tight joints and utilize aluminum trim*, they can/do not meet the requircarn.,rnt.s for a "1 -Hour Fire" rating. Therefore, modular wall systems are usually required to be eoncomhus.t.ible. ''Walls which utilize aluminum extrusions as structural members will not meet. U.L. require. ments for a "1 our Fire Wall" rating. ROWAN: Several competitors utilize 5/8" Type X gypsum which is rated for use in "1 Hour Fire Walls" to imply that they are providing a "1-Hour Fire Wall. Iit. CF: NE 6. CITY O t Ulf-A.1/1(A t\1JG 1 ' 1990 • PERMIT CENTER FROM NORTHERN STEEL.SEA. DATE: TO: FROM: RTHERN STEEL 8.17.1990 8138 800 ANDOVER PAM EAST, SEATTLE, WASHINGTON 98188 (2081 5764871 Facsimile: (206) 575 -8506 FAX COVER SHEET MESSAGE: ---‘02/.90 . -- 33Y r ; •' 1990 11 , ( :LN:EE ATTENTION: FACSIMILE NUMBER: "tr $41, Q'ge doe-A 4 o ,lla�I RECEPTION CONFIRMATIQN; , box t o left ��ct � � S. W IF x the eft is checked, pleasA sign in space provided below and fax as reception motion back to this office at (206) 575 -8506. RECEIVED BY: This transmission contains pages, including this cover sheet. If you experience any problems with this transmittal, please contact Northern Steel at (telephone number) (206) 575 -1671. Thank You! P. 1 �v� • Industrial Structures Post Office Box 60 Carpinteria, CA 93013 800 - 235 -6915 805- -684 -8322 805 - 566 - 6608 1-1/4" x .031 JOIST BRIDGING, TYP. @ THIRD POINTS, TYP. EA. BAY, SEE DETAIL —PAK J 0 _ N 0 5-10 S3 —6 (174 ") 43' -3 (519 ") FRAME FRAME 15' -7" (180 ") MAX STAIR 38' -0 (456 ") DECK FRAMING SINGLE 16" FRAME REFER TO E193 —S3,S4 FOR DETAILS SIDE ELEVATION 111 11 11 I 0 ,a THS INCH 1 2 3 22' -11 (275 ") Nn �4 u1 T S uPaNCtr of ME24W • NE ts: MOtQLA of'Fit F‘NAI.. FILE COPY i understand that the Plan Check approvals are subject to errors and omissions and approval of ize the viotat of any , l ' r �:. ` - of coo- v 'u iwVio does n , uthc ed de or or s copy of ap plans adopt toe By Date Permit No. 11111111111111111111511111111111111111111 111111II111111II1 . l1111111111111L11i111 111 X11 11p111111 1 4 6 7 8 9 10 11 MADE INOERMANY 12 0 z W NOT FOZ 0 0) 0 z Q 0 z 0 W 0 0 1 co N a- R 0 J 0 w a a :: U 00 W N = � 0 ZO a z �W o W O O 0 • F 4 > J W o W O p W 0 i -a o II 0 J a W 5 LL; 0 o z w 0 z z 0 Z Z YF Z 0 v) w0_ ova a V) O � Z a. CC CL -oocx O 0 oa Z ZZ z Q U D CD c� `— x (e) `J — -- PLATFORM —PAK DECKING 22 GA., TYP. � � ; ,7 CiG.: ' Q iT :iA. o 'ii co u • Industrial Structures Post Office Box 60 Carpinteria, CA 93013 800 - 235 -6915 805- -684 -8322 805 - 566 - 6608 1-1/4" x .031 JOIST BRIDGING, TYP. @ THIRD POINTS, TYP. EA. BAY, SEE DETAIL —PAK J 0 _ N 0 5-10 S3 —6 (174 ") 43' -3 (519 ") FRAME FRAME 15' -7" (180 ") MAX STAIR 38' -0 (456 ") DECK FRAMING SINGLE 16" FRAME REFER TO E193 —S3,S4 FOR DETAILS SIDE ELEVATION 111 11 11 I 0 ,a THS INCH 1 2 3 22' -11 (275 ") Nn �4 u1 T S uPaNCtr of ME24W • NE ts: MOtQLA of'Fit F‘NAI.. FILE COPY i understand that the Plan Check approvals are subject to errors and omissions and approval of ize the viotat of any , l ' r �:. ` - of coo- v 'u iwVio does n , uthc ed de or or s copy of ap plans adopt toe By Date Permit No. 11111111111111111111511111111111111111111 111111II111111II1 . l1111111111111L11i111 111 X11 11p111111 1 4 6 7 8 9 10 11 MADE INOERMANY 12 0 z W NOT FOZ 0 0) 0 z Q 0 z 0 W 0 0 1 co N a- R 0 J 0 w a a :: U 00 W N = � 0 ZO a z �W o W O O 0 • F 4 > J W o W O p W 0 i -a o II 0 J a W 5 LL; 0 o z w 0 z z 0 Z Z YF Z 0 v) w0_ ova a V) O � Z a. CC CL -oocx O 0 oa Z ZZ z Q U D BASE PLATE SCHEDULE SYM. QUAN. SIZE O ( 5 , 9 x 9 1 / 2 " .. © (2) 9 x 9 x 3/4" O. (1) 6x10x3/8 ,LS /X,. _;..^d. kxurY...�..d A,.��i c. �'j. � ,. ....�.., ^..'S:,..s.�d , L .: �fLx .:..;�',• k -.. r r.. ,.:�i .�. .. :. _.e�.tr. Industrial Strictures Post Office Box,. 60 Carpinteria, 'CA 93013 Telephone: - 800 -235 f 915 (In Calif.) 805-6647:8322 FAX 805 -'566- 6608 1 9 FRAME OUTLINE --/ 5 (63 ") 43' -3 (519 ") 4 i 2 1 3'__4 (16Q ") 4-1/2 ANCHOR BOLT LAYOUT 4-1/2" 3/4" EXPANSION ANCHORS (TYP.) (RED HEAD WS3442 OR EQUAL) 4-1/2 --\ f \ 6 IIIIIIIII11111111111111111111111111111111111111111111 111111111111111111111111 11 MADE IN GERMANY 12 16 TNS INCH 0 1 2 . 3 4 5 6 7 8 9 10 o w Z a W p V) a Z tJ z a o . z o a ° a" za Q � 2U=WJ LP La i " CL o ,U; Z �} w O1. co z z 0 z y. -- w ,8 Li m. U ce CD o 0 tL a I-0< Z : ww a: x : Q ooa CL 000 ►— . ; sikl' i iiit? . , NERAL NOTES �.,.,. . �_ / 16 x 3 -1/2" END BEAM OR END STRUT 15 X 15 TO 5 x 5 x 3 CORNER COLUMN TAPERED COLUMN ' BASE THE INFORMATION CONTAINED HEREIN IS THE PROPRIETARY PROPERTY OF INDUSTRIAL STRUCTURES INC.. THE POSSESSOR AGREES TO THE FOLLOWING: TO MAINTAIN THIS DOCUMENT IN CONFIDENCE. NOT TO REPRODUCE OR COPY IT. NOT TO REVEAL OR PUBLISH IT IN WHOLE OR IN PART. PLATE 1 . ALL PRIMARY AND SECONDARY FRAMING MEMBERS ARE FABRICATED FROM ASTM A446 -75 GRADE D MATERIAL, (FY = KSI, MIN.) AND ARE G60 GALVANIZED. 2 USE EIGHT (8) 3/40 BOLTS (ASTM A449, GR. 5 ; FU = 120 KSI, MINIMUN). INSTALL 'KITH DOUBLE WASHERS; ONE EACH BENEATH BOTH NUT AND BOLT HEAD. THE MAXIMUM BEARING CAPACITY AT II IE LIGHT GAGE MATERIAL IS 8.88 KIPS. THE SHEAR CAPACITY WITH THREADS INCLUDED IN THE SHEAR PLANE IS 9.01 KIPS AND DOES NOT GOVERN DESIGN. BECAUSE THIS IS A BEARING CONNECTION AND THREADS ARE, NOT REQUIRED BY DESIGN, TO BE EXCLUDED FROM THE SHEAR PLANE, HIGH STRENGTH BOLTING SPECIAL INSPECTION IS NOT REQUIRED. " 3 USE SIX (6) 3/4"0 BOLTS, PER ABOVE SPECIFICATION AT ALL BEAM FIELD SPLICES, WHERE OCCURS. EACH BEAM FIELD BEAM SPLICE REQUIRES (2) TWO PLATES PER WEB, ONE EACH SIDE. INSTALL (4) FOUR PLATES TOTAL AT DOUBLE INTERIOR BEAM FIELD SPLICES. .` 4 ALL OTHER BOLTED CONNECTIONS USE 5/8 "0 A307 MACHINE BOLTS. TYPICAL BOLT SPACING IS 4" AND TYPICAL EDGE AND DISTANCE USED IS 1-1/2", UNLESS OTHERWISE NOTED. 5 ALL STRUCTURAL MEMBERS ARE COLD FORMED PER AISI SPECIFICATIONS AND ARE FABRICATED AND WELDED ACCORDING TO AISI PROCEDURES. 6 ALL MATERIALS ARE FABRICATED BY CITY OF LOS ANGELES APPROVED FABRICATOR #1102. 7 ALL FRAME AND JOIST SIZES SHOWN ARE THE NOMINAL SIZE DIMENSIONS. REFER TO THE SECTION PROPERTY IN THE DESIGN CALCULATIONS FOR ACTUAL MEMBER DIMENSIONS AND GEOMETRIC PROPERTIES. ALL COLUMNS ARE FABRICATED WITH A SHOP WELDED BASE PLATE. LOOSE BASE PLATES WITH ALLIGNMENT HOLES, MAY BE USED IN LIEU OF FOOTINGS, AS REQUIRED FOR COLUMN REACTION LOADS. REFER TO THE ANCHOR BOLT LAYOUT PLAN FOR SIZE AND LOCATION ( EXPANSION EXPANSION ANCHORS (3/4"0, "RED HEAD" WS3442, OR EQUAL PER ICBO REPORT NO. 1372) SHALL BE SUPPLIED BY THE ERECTOR. 3/4" ANCHOR BOLTS CAST INTO CONCRETE FOOTINGS, SPACED PER THE ANCHOR BOLT LAYUOT, MAY BE USED IN LIEU OF THE EXPANSION ANCHORS. _ , SEE ANCHOR BOLT LAYOUT SE ANCHORS 11 iI I ! i I- ... : ... � • ELEV @ BASE I I OF COLUMN u �/ ASE PL R BOLTS CORNER 5E = N 1 i • _ END BEAM OR END STRUT 0 1 •• � ` o o ° ° 11 - /2 "0 BOLT CIRCLE W/ (8) 3/4 "0 " x 1 1/2 A449 GRD 5 BOLTS, TYP. EACH FACE •� J r - I •, HOP PLATE v m !I, i Q ° o o o o I , CORNERS L �. _ v .� 8 06 /C L/9 E193S3 -10 j I Wd QUOTE: 25487 SECTION CO BASE ® FRAME OUTLINE � TYP. CORNER COLUMN, OF COLUMN ' CORNER COLUMN TOP CONDITION CORNER COLUMN 1 fidNl 311.4 OV3 DRAWN BY 0334331.33 SINGLE INTERIOR COLUMN 16 x END BEAM OR END STRUT 16 x SCALE: NONE DEALER: NORTHERN STEEL SHOP WELDED TO BASE PLATE BASEPLATE SECURE COLUMN BASE PLATE W/ 2 - 3/4 DIA ANCHORS (OR EQUIVALENT) / _ (SINGLE / ELEV ®BASE II I OF COLUMN u u 7 ® A. BOLT C.L. END BEAM OR END STRUT 3 - 1 2 111 W/ 2 - 7/8 DIA HOLES FOR 3/4 DIA ANCHOR BOLTS o o o ^ ° / 11 - 1 "0 x 1 1/2" A449 GRD 5 BOLTS, TYP. , ,,�,�.� ;l 0 2t1b'C3 N`d l LIVE LOAD = 150 CUSTOMER VULCAN PRODUCTS SEATTLE WA. o ' ) o o o 1 SECTION tt. , i_ CORNERS , SINGLE COLUMN, TYP. o - 1/8 r 2 \ 3 © BASE \ FRAME OUTLINE OF COLUMN J SINGLE COLUMN AT BASE 4 - SINGLE COLUMN TOP PLAN © BEAM 1 x 3-1/2" SI NGLE BEAM x 3 -t /2" [ 15 x 12 GA. STRUT ---\ [ 16 x 10 -- — — — GA BEAM . 1_ I 11v STRUT / JOIST ; 6 X 16 to 5 x 5 x 3 -1 /2" 16 X 16 to 5 x 5 x 3 -1/2" CORNER COLUMN rREINFORCING PLATES AT ' JOIST CLIP, TYP. I . ° ! . 0° Industrial Structures Post Office Box 60 Carpinteria, CA 93013 Telephone: 800- 235 -6915 (In Calif.) 805 - 684• -8322 FAX 805-566-6608 3 x 3 x 13 x 10 GA. CLIP SEE BELOW o C BOTH FLANGES, TYPICAL (AS REQUIRED, SEE PLAN) REFER TO PLAN FOR TYPICAL JOIST 3 (8) 5/8 "93 x 1-1/2" I.? ' - ‘) 1yy 1� 3 1 1 6 -`.. x 3 -1 /2" PLAN VIEW ( CONT END BEAM x 3-1/ SINGLE BEAM (JCS) JOIST CLIP 3 x 3 x 6x 10 GA., TYP. W/ (4) 5/8 "0 x 1 1/4" M.B. N� . . `' 0` v\51Ok � 1t� ai ! v " ' 4- ... as "' " + ge �---� : � e• ; a M M r`f SECTION @ BEAM L..., f f i i O o ° � � - . - - . * : i 07 — of 1-3/4" " N , /p ..:. < = 3 x 3 ° A { = * y � / hIo\ a ?' '' - �4 x 13 x 10 GA. CLIP SHEET: J08: E 1 93 REINF PLATES SECTION '4 BEAM S 3 \3R9 G 0 JOIST TO END BEAM • ® CONTINUOUS BEAM AT END COLUMN CLIP DETAIL I III II' I I1i111���1' �I� 'II�'Ilililllf '�IIII'III'l;lL� 111111III111' {'1' 111'1' X11 I1III1Ii111i1111111ll lai111111 X11 111111 i1LLIII1I1I . 1 . IIIL1 . 111111111111111I1 0 16THSINCH 1 2 . 3 4 5 6 7 8 9 10 11 MADEIHammo' 12 N(iTF! Tf the. mirrnfi ImnA Anri mnnt is Iao r1nmr thorn thi J r REFER TO PLAN FOR TYPICAL DECK JOISTS (SEE PLAN FOR SPACING) • JOISTS MUST BE INSTALLED AS SHOWN, WITH THE OPEN SIDES FACING IN OPPOSITE DIRECTIONS FOR ALTERNATING JOISTS BASE ANGLE DECKING, TYPICAL. REFER TO FRAMING PLAN I FOR DECK TYPE IF SUPPUED. FOR DECK FASTENING NOTES AND DETAILS. 12" MAX. BETWEEN RAILS JOIST BRIDGING CONNECTION DETAIL 1 1/4 x 0.031 STEEL STRAP BRIDGING. SECURE W/ #12 x 3/4 TEK AT EACH JOIST, INTERIOR AND END STRUT. BRIDGING MUST TERMINATE ON A STRUT. PROVIDE A MIN 3/4 END DISTANCE AT END CONNECTION. 0 TREAD 11" X 2 -3/4" TREAD (NON -SKID) HOLE FOR HANDRAIL POSTS 10" X 3 - 1/2" X 14 GA. STRINGER 4 "X4 "X12GA. X 7" L BASE ANGLE 1 -1/2 "0 PIPE (TYP.) 11" TREAD MIN. 10" X 2-1/4" TREAD X 8" LONG TREAD #95 BASE FITTING W/ 5/16 "0 M. BOLT (TYP.) X 3 -1/2" X 14 GA. STRINGER ANCHOR W/ 1/2 "0 X '2 -3/4" MIN. RED HEAD OR EQUAL, EA. SIDE. BASE ® TOP ANGLE 1 -1/4" X .031 BRACING END STRUT OR INTERIOR STRUT ATTACH BRIDGING TO TOP UP OF STRUT WITH #12 x 3/4 TEK � ANCHOR TO TOP _ OF LANDING OR MEZZ. EA. SIDE W/ 3/8 "0 X 1 - 1/2" BOLTS. '- 4 "X8 "X 10 GA. X 4' -0 LONG TOP CONNECTOR 3/8 "93 X 1" TREAD BOLTS: BOLTS TO 2 X 2 X 14 GA ANGLE KNOCK- DOWN 7°11 STAIR a r' PLAN @ BEAM ( 3/4 END DIST AT BRIDGING TEK FASTENER (BCP) BEAM CONNECTION PLATE (ONE EA SIDE OF WEB) W/ 6 — 3/4 19 0 : x 1 1/2" A449 GRD 5 BOLTS (BCP) EACH SIDE OF WEB END BEAM FIELD SPLICE ■asrwoMIls.. ■1• SECTION © BEAM DECKING LAYOUT - PLATFORM -PAK PROVIDE #12 x 3/4 TEK FASTENERS TO PARALLEL BEAMS AT 12 INCHES O.C. PLATFORM —PAK FORMED STEEL DECKING (1 1/2 INCH NET DEPTH) (PROVIDE (1) -- 3/4 TEK FASTENER AT EACH DECK VALLEY TO FRAMING MEMBER BELOW DECK JOIST, TYPICAL END BEAM, TYPICAL 7 INCH NET COVERAGE TYPICAL PER SHEET FLUSH END OF DECKING AT EDGE OF STRUT :;LAP END SHEETS TO FLUSH AT FRAME OUTLINE Industrial Structures Post Office Box 60 Carpinteria, CA 93013 Telephone: 800 -235 -6915 (In Calif.) 805- 684 -8322 FAX 805-568-8608 ilk, AP �III�IIIIIII�IIIII� '�I�'II�'�I�II �I�I�l�l� 1��t�I�I ,IIIiI�i�I�III�i,IJIr'i'j i jl i'1Ir ll�l�l�lll�l�l�III I�l�I I�I!'i' I���I�III�I���II� IJI��I��1 IIIIII111111111111 111111111III111111111111iI - 0 16THSINCH 1 2 3 4 5 6 7 8 9 10 11 AlADE1NGERMANY 12 IS