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Report (57) ZU?2OI z-t--OO l oS5 BY C. OHANIAN RAdK DEOIGN & ENGINEERING do. DATE. 7-29-14 412 WENT BROADWAY, NUITE 204 SHEET NO 1 GLENDALE, dA. 91204 JOB NO.. RD-17486 SUBJECT TEL:(818)240-3810 FAX:(818)240-3813 9205 S w Sreenbs-g STRUCTURAL CALCULATIONS OF RECEIVED STORAGE SHELVING FOR: AUG 6 2014 CITY OF TIGARD L E S SCHWAB TIRE CENTER BUILDING DIVISION 9385 SW GREENBURG ROAD TIGARD, OR. 97223 c PROS, 18445PE PER OSSC 2014 EDITION OREGON 4f4Y 14 50 4RHlKN�P' . SHELVING CAPACITY: EXP. 12-31 -14 200 # / LEVEL TIRE STORAGE (TRK., PASS. & COMM.) 150 # / LEVEL © PARTS STORAGE 50 PSF CATWALK LIVE LOAD 125 PSF PLATFORM LIVE LOAD CALCS. 1 THRU 10 DRAWINGS: RD-17486 BY G. OHANIAN RACK DESIGN Sc ENGINEERING CO. DATE . 7-29-14 412 WEST BROADWAY, SUITE 204 SHEET NO 2 cLENDALE, CA. 91204 JOB NO.. RD-17486 SUBJECT TEL:(818)240-3810 FAX:(818)240-3813 i 6o L 6o 60• TDR II II: II 11 II M—W M�--.4-44 01 co _. r-, :+I M II-0 M II II _II II_ N M ,— —�. in . s_ lillii 10 :C:',- HIM11101 NI- -II 1■11� :— I 1L —IIII- in ln d TRK, PASS. & COMM. PASS. & COMM. PARTS SHLVING 15" 72" 15'• 18••15•• 60" 15•' 18•,151•• 48" 18° IDRF�1 p$ 1 , ;)F, : TIP SA-225-72" m ra. SA-225-48 = r DRS-AC-L-R J DRS-AC-L = 1 (HANDRAIL) (HANDRAIL) O DT DT o . ao o DT DT TRK. PASS. & COMM. PASS. & COMM. PASS. & COMM. PARTS SIDE VIEW BY G. OHANIAN RACK DE$K4N & ENOINEERINGt CO. DATE 7-29-14 412 WEST BROADWAY, SUITE 204 SHEET NO. (#LENDALE, dA. 91204 JOB NO.. RD-17486 SUBJECT TEL:(818)240-3810 FAX:(818)240-3813 60' 15" 72" 15" 18',15" 72" 15" iPRF. 1GRRI flT DRR� �DRB9 II II DOUBLE DOUBLE !� TOP TIE TOP TIE TDR DT �� a = - _ _ .: a M �II1 _ DT _ 12'-0" HIGH SHELVING SIDE VIEW - "TDR" OR "ORB" BEAM "DRBZ" BEAM 200 # / LEVEL 150 # / LEVEL 100 # / BEAM 75 # / BEAM 1 3/32" \ \ mi Ili SX=.13 M x - - - x Sx=.11 x- - - - x F 36 KSI. N Fy=36 KSI. N - iii y \ 1I1I II 14 GA, 14 GA, M= 60"x.075K = .75"K M= 60"x.1 O K = .75"K 8 8 "K S R= .5fi"K= .03<.11 5R= '22 _- .03<.13 22 By G. OHANIAN RAdK DEOI N & EN( INEERINd do. DATE. 7-29-14 412 WEOT BROADWAY, QUITE 204 SHEET NO. 4 G1LENDALE, dA. 91204 JOB NO RD-1 7486 SUBJECT TEL:(818)240-3810 FAX:(818)240-3813 SEISMIC DESIGN V= R x4 xW OSSC 2014 AND RMI SPECS. S0s =13 (USGS WEB SITE, "SITE CLASS D") 1=1 NO PUBLIC ACCESS R=6 W=D.L.+ 3 SHELF LOAD LOAD PER COLUMN 200 # / LEVEL 5'x3.5'x60Ps1 1000; DECK LOAD LOAD PER COL. = 14')- 1(=.4 K 2 COL. P=.1 0L+(1 K+.4K)X.75=1.1 K W=.10L+ +(.4Kx.67) = .59 K LONGIT. SEISMIC V= .05K BASE SHEAR PER COL. .02 K .3 •K PASS & COM SHELVING .015 K 3 -K 5 •K 200 # / LEVEL -v M K 5'x3.5'x6d'5 1000 DECK LOAD _ 01 5 •K 1 1•K LOAD PER COL. = 5x•2 =.5 csi 2 cm . .005 K P=.10L+(1K +.59 X.75 =1.2K 1.1 K 1.1•K W=.10L+±+(.5Kx.67)_ .68 K V= .06K BASE SHEAR PER COL. _ 1.1•K .2 -K K 0 M = 34"x.06K = 1 •K .05 COL. 2 PARTS SHELVING 150 # / LEVEL 5'x2'x60Ps 600 f DECK LOAD - LOAD PER COL. = 8x•15K =.6 K 2 COL. P=.1 DL+(.6K+.6K)x.75 =1.0K W=.1 DL+—.6 +(.61(x.67) = .65 K V= .06K BASE SHEAR PER COL. MCOL= 20"X06 K= 6•K BY G. OHANIAN RAdK DEOI( N & ENGtINEERINGt do. DATE. 7-29-14 412 WEOT BROADWAY, QUITE 204 SHEET NO 5 LENDALE, CA. 91204 JOB NO.. RD-17486 SUBJECT TEL:(818)240-3810 FAX:(818)240-3813 COLUMN ANALYSIS t/4k FY=36 Ksi \ �I( t=.075" A=.32 1<.L_ 1 = 127 Fe- KL E2= 18 Ac= /Fy/Fe = 1.4 x - '03 11 Im�n=.15 rx ; - - - x Mn=Se.Fy=3.9 A� Ksi __J �_ Smin=•11 Fn=Fy( .658 ) = 15.5 Xc<1.5 I I I rmin=.64 _1,1 4" If Pn=Fn .Ae = 4.9 K COMBINED STRESS RATIO Pex-7r2r E.lx-6.6 C2c-1.8 ®c•P+f2b.Cmx.M =.97<1 (KL)2 Pn Mn.ax � P = 1]b=1.67 ax=1-Pex .70 Cmx=.85 BASE 1/4" PLATE T = 0 1 2" 2" 1 5 1/4" ANCHOR SHEAR = .06 2 K = .03 K 1 2" 2" 1 11111111111111 : O O (2)-3/8"0 ANCHORS PER BASE PL., 2" EMB. O I O >) 0 0 M HILTI KWIK BOLT-TZ ESR-1917 (., isi_j bin_ SPECIAL INSPECTION IS REQUIRED MOMENT AT BEAM CONNECTION "TDR" BEAM — N _1.1+1.1 = 1.1 "K 4 4 CONN.— 2 V RivEr= '25 2 x3'14 x80x.4=1.5 K 1'4\ —°1 P It =\ ___Ii Le jr Ma = 1.5Kx1.5"x1.33=3.0 K 4 4 CONN .25"0 RIVET n "APIA" COLUMN F 80KSI �f Y — BY G. OHANIAN RAdK DEOIUN & EN( INEERIN(d d0. DATE. 7-29-14 412 WEf T BROADWAY, SUITE 204 SHEET NO. 6 (#LENDALE, dA. 91204 JOB NO RD-17486 SUBJECT. TEL:(818)240-3810 FAX:(818)240-3813 3"x2"x11GA. DECK SUPPORT BEAM 2" SHELF LOAD=150 ` J LOAD FROM DECK=9001 =.12" ;•, 11 GA. Sx=.90 M = 60"x(.90K+.15K) = 7.8"K Fy=36 KSI. — 8 S - 22 K = .36<.90 3"x2"x13GA. DECK SUPPORT BEAM I =1.19 6 x3.3'x(50+10)-1200 13 cti Sx-.8 M = 72"X1.2 K = 11"K Fy=36 KSI. 8 K S. _ 22 = .5<.8 BAR GRATING W= 3.5'x1'x(50+10)PSF 210 11— M= 40"x.21 K =1.1 K 12" WIDE PANEL 8 S =.2 SR = 1.1 = .05<.2 3 22 h� /16^ i BY G. GHANIAN RAdK DE�11( N & EN( INEERINc d0. DATE. 7-29-14 412 WEFT BROADWAY, OUITE 204 SHEET NO 7 LENDALE, dA. 91204 JOB NO.. RD-17486 SUBJECT TEL:(818)240-3810 FAX:(818)240-3813 20'—O" 20'—O" 20'—O" 48" r 48" 1 48" 48" f 48" 1 48" f 48" r 48" t 48" r 48" I 48" f 48" f 48" f 48" t 48" i W10x12 I 1 I wlolclz I 1 I I W1O'd2 I 1 I — - �_ _._, 0 S NI 2I O NI NI tail _ e csi 2 x I MN*� ' in i t 3 I 3 il; lis;s .ak a ` NI w1ox12 W10x12 W10x12 TS 5"x5"x3/16" COLUMN BAR GRATING W/ 12"x12"x5/8 B.PL. TYP. FRAMING PLAN W/ #12 TEKS SCREW 0 12"o.c. AT EVERY SUPPORT -• U U U U -- U U U U -• U U U U •: oco I t am Co ELEVATION TS-5"x2"x12 GA. JOIST W10x12 BEAM I x=53.8 Ix=3.2 Sx=10.9 FY=50KSI. x- - - - -x Sx=1.3 t=.105" KSI. Fy=50 20'x3.5'x(125+10)PSF-9450# l N= 240"x9.45 K 8 = 283"K 1 2" SR= 283"K= 9.45<10.9 7'x4'x(125+10)PSF 3800 # 0 - 5xWxL3 = 1 < 240 = 1" 384xIx xE 240 M= 80"x3.8 K = 38"K 8 SR 38"K- 1.26<1.3 A = 5xWxL3 = .27" < 80 =.33" . 384xIx xE 240 BY G. OHANIAN RAdK DEOI N & EN(IINEERINC do. DATE 7-29-14 412 WEOT BROADWAY, OUTTE 204 SHEET NO. 8 (#LENDALE, dA. 91204 JOB NO.. RD-17486 SUBJECT TEL:(818)240-3810 FAX:(818)240-3813 LOAD PER COLUMN LONGIT. SEISMIC P=20 x3.5'x.125 PSF K=8.7 K .36 35.31K W=.7D.L 4.7= 2.8 K LL v= .73x1x2.8K= .36K BASE SHEAR PER COL. 4x1.4 o) .36K 0 TS 5"x5"x3/16" COLUMN F 42 KSI KI = 2x98 = 100 Fe= 7T2xE —29 Y= r 1.96 op )2 Ag=3.3 Ob=1.67 Z=5.89 Oc=1.67 Mn=ZxFy =247 Fe>.44Fy=18 Mc= = 148 Fcr=Fy(.658FY/Fe) =23 KSI r=1.96 Pn=Fcr•Ag = 75 K P Pn _ 243 — 45 K COMBINED STRESS RATIO ° — fh — 1.67 — Pc = 45 = .19>.2 Pr +(9 x Mr )<1 c c .19 +(9 8 x154 .g)= .40<1 BASE PLATE 12"x12"x5/8" ANCH. TENSION = 0 BASE PLATE ANCHOR SHEAR = •46 = .09 K • .♦ N (4)-5/8"0 ANCHORS PER BASE PL., 3 1/2" EMB. 1111ii11111 HILTI KWIK BOLT—TZ ESR-1917 SPECIAL INSPECTION IS REQUIRED BY G. OHANIAN RAdK DEOI(1N & ENdINEERIN( d0. DATE. 7-29-14 412 WEOT BROADWAY, QUITE 204 SHEET NO 9 c.LENDALE, dA. 91204 JOB NO.. RD-17486 SUBJECT TEL:(818)240-3810 FAX:(818)240-3813 BEAM TO COLUMN CONN. M = 35.3"K CONN 1/2"o A-325 BOLT PO =4.4K Ma=4.4 Kx2 x6"=53 >35.3"K BOLTS 1" 2"1" 1" 1" 2"1" 1" ----7—ri: —17A1 (--- I 35.3"K :ME f !i1 17.6 K it �l I O o 17.6"K AI i 1.5" W10x12 _ W10x12 W10x12 WT 5x9.5 WT 5x9.5 41/2"x41/2•)(1/4" ,I j1 1/2"0 H.S. WIZ BOLTS 41/2"x41/2"x1/4" ,I el 1/2"O H.S. WIZ BOLTS GUSSET PL. & NUTS GUSSET PL. & NUTS L-5"x 5"x3/:" L-5"x5"x3/:" 4.5" WIDE 4.5" WIDE 35.3"K 35.3"K CHECK SLAB 8000 = 8.7 °' 8.7x 144=1252 °" 8700 1 5" CONCRETE SLAB � 2000 PSI. CONC. V 1252 =35° 1000 PSF. SOIL 2 M- (-1- 1 ' X 1000 2 x12 = 3375"# a. , • ' , 5= 12x52 = 50 6 8.5" 9" 17.5" 17.5" - 3375 = 67 < 1.6 2500 = 80 50 35" BY G. OHANIAN RAdK DENIG1N & EN( INEERINd do. DATE. 7-29-14 412 WET BROADWAY, OU1TE 204 SHEET NO. 10 ( LENDALE, dA. 91204 JOB NO. RD-17486 SUBJECT TEL:(818)240-3810 FAX:(818)240-3813 STAIRS AND RAILING DESIGN LOADS: STAIRS: 100 PSF UNIFORM LOAD 300 # CONCENTRATED LOAD TREAD CONCENT. LOAD M= '3x36 4 = 27-# N\ FY=36 M 81.3-# � t=14 GA. � S =.30 KSI. UNIFORM LOAD = .1 x3 2 x 12 = 12" S R= 21- 22 .1 2 2 3/8" STRINGER 12'-0" SPAN Sx=4.1 KSI. en. Fy=36 L.L.=100x = 150 2 STRINGERS #/Ft. 12 GA. D.L.=15 M= .165x122x12 = 36"K S = 36 = 1.6<4.1 8 R RAILING POST 200 # POINT LOAD M=.20x34"=6.8"K S R- 27 = .25 1 1/2"O 13GA. PIPE OK. S=.25 RAILS 5'-O" SPAN Max. M= .2 8 0" = 1.5"K S R-- 27 = .05 1 1/2"0x 13GA. PIPE OK. S=.25