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Home My WebLink About31700 GRAPE ST_ 2077 (58)31700 GRAPE STREET 2077 27/30 WAL -MART 00 SEIZMIC PROJECT WAL -MART #2077 Imo, FOR SHEET NO. OF MATERIAL HANDLING ENGINEERING 6 gg--Tgvg- TEL: (918) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE 14180 -1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2312(g) OF THE 1988 U.B.C. EU= LOADED TOTAL SHEAR 300 lb. Mot Vtrans * ht 300 " 66 19800 In.lb. 4. Mst Wp " d/2 101 1250 ' 18 /2 11250 In.lb. 60# Puplift 1= (Mot - Mst) /d 475 lb. <- CRITICAL 80# TOP SHELF LOADED 80# SHEAR 60 Ib. Mot Vtop " h 1s * - 60 ' 126 7560 In.lb. Mst Wp ' d/2 250 ' 18/2 2250 In.lb. Puplift 1(Mot - Mst) /d 2951b. L,S- 1 ea. 1/2 x 2 -1/4 MIN. EMBDMNT. MIN. EMBED. ANCHOR. CAPACITY OF 112 x 2 -1/4 MIN. EMBDMNT. = 550 lb. PULLOUT & 1500 lb. SHEAR COMBINED S'I-RESS1 = 475 / 550 + 150 / 1500 = 0.96 COMBINED STRESS?- = 295 / 550 + 30 / 1500 = 0.66 SEIZMIC PROiECT A AST # 2O%% - FOR YYAL MAC I SHEET H0. 7 OF MATERIAL HANDLING ENGINEERING P.T. TEL: (816) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY - DATE 14180.1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 BASE PLATE WILL BE ANALY7ED WITH THE RECTANGULAR STRESS RESULTING' FROM THE VERTICAL LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY). THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE 1) MOMENT CAPACITY OF THE BASE PLATE, 2) MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3) Vh/2 (FULL FIXITY), Mb IS THE SMALLEST VALUE OBTAINED FROM THE 3 CRITERIA ABOVE. Pcol = 1850 lb. B = 2 in, D = 1.75 in. t = .1196 in. b = 1.75 In. bl = .125 in. P/A = Pcol /(D *B) = 528.5 psi. Mbase = WI ^2/2 = I ^2 /2(fa) Mbase = 4.1 in.lb. Sbase = 1 *t ^216 = 0.002 in A3 Fbase = .75Fy " 1.33 = 36000 psi. fb /Fb = Mbase/(Sbase'Fbase) = 0.048 SEIZMIC PRaecr WAL -MART #2077 FOR SHEET NO. OF MATERIAL HANDLING ENGINEERING TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE 141804 UVE OAK AVENUE • BALDWIN PARK • CA 91706 THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING. Pmax = 1.4 DEAD LOAD + 1.7 LIVE LOAD Pmax = 1.4 " Pcol + 1.7 * (Mot/d) 2,920 lb. Fpunct = 2 *sgrt(Pc) = 89.4 psi. Apunct = [(w +t/2) +(d +t /2))'2 *t = 62.0 In A2 fv /Fv = Pmax/(Apunct *Fpunct) = 0.53 k) SLAB TENSION b .- B - Asoil = Pmax/(1.33 * fsoil) = 2.19 ft. ^2 315 In A2 L L = sgrt(Asoil) = 17.8 in. B = sgrt(w "d) + t = 5.9 in. b = (L -B)/2 = 5.9 In. BASE PLAT.E Mconc = wb ^2/2 = (1.33'fsoil'b ^2)/(144 "2) w = 2 in 163.6 In.lb. Scone = 1't ^2/6 = 2.67 in. ^3 d =1.75 in. Fconc = 50 *sgrt(Pc) = 201.25 psi. fb /Fb = Mconc /(Sconc'Fconc) = 0.30 t = 4 in. Tc = 2000 psi. SO L fs = 1000 psf. 4 c?.roe -' YiYas( r.+ .. ac+ + M+ eexr- ,-- -ne•.cd c,er-l w.w*:_ a r«•; °.:.xc.- wn c?1:+-. - :- I rRO nra7 kaw. •rP"°` .. - _ a :- ia.i....uv:a: ._.z. _..:...2_,._.t..::abL lc..e.. kr.avr,=_,...c, _ -. ,- , • - .:.. _....... . ,..,,.. _( .. ,. _. .- .__._ ._ «. ,.... ,. ...,. .- ......_. ,. .. ._ . .. - .... .....- .- nom . ._. ,....,wa - sf 7l'tl1I BC6B't' An rnm AVS21G MA Im in.. oc;. ;, r SEIZMIC PROJECT WAL -MART #2077 FOR WAL -MART INC SHEET NO. 27 5 MATERIAL HANDLING ENGINEERING P'T" 6-0 TEL' (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE - 1 141801 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 VtH I UHNIN(a :SYNUIGA I t UOIE -Z ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2312(8) OF THE 1988 U.B.C. FULLY LOADED TOTAL SHEAR = 1050 lb. Mot = Vtrans * ht 21 Of 1050 * 63 66780 in.lb. I • Mst = EWp " d/2 5000 " 47 /2 117500 in.lb. 2y Puplift 1= (Mot - Mst) /d 19' Puplift <= 0 NO UPLIFT 210 TOP SHELF LOADED 4I• 21# SHEAR = 210 lb. Mot = Vtop " h 4r4 210 " 120 25200 in.lb. Mst = Wp * d/2 1000 * 47/2 23500 in.lb. Puplift = 1(Mot - Mst) /d 36 lb. <- CRITICAL USE 2 ea. 1/2 x 2 -1/4 MIN. EMBDMNT. MIN. EMBED. ANCHOR. CAPACITY OF 1/2 x 2 -1/4 MIN. EMBDMNT. = 550 lb. PULLOUT & 1500 lb. SHEAR COMBINED STRESS1 = 0 / 1100 + 525 / 3000 = 0.18 COMBINED STRSSS2 = 36 11100 + 105 / 3000 = 0.07 SEIZMIC PROJECT WAL -MART #2077 kftft1, FOR SHEET N0. OF MATERIAL HANDLING ENGINEERING P.T. 6- 09 j 9 TEL (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE 141801 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 Y BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY). THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE 1) MOMENT CAPACITY OF THE BASE PLATE, 2) MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3) VIV2 (FULL FIXITY). Mb IS THE SMALLEST VALUE OBTAINED FROM THE 3 CRITERIA ABOVE. Pcol = 4045 lb. B = 4 in. D = 3 in. t = .375 in. b = 3 in. bl =.5 in. P/A = Pcol /(D "B) = 337.1 psi. Mbase = wl ^2/2 = I"2/2(fa) Mbase = 42.1 in.lb. Sbase = 1 *t ^2/6 = 0.023 In A3 Fbase = .75Fy * 1.33 = 36000 psi. fb /Fb = Mbase /(Sbase *Fbase) = 0.050 SEIZMIC PROJECT WAL -MART #2077 INC FoR SHEET N0. OF MATERIAL HANDLING ENGINEERING P. . TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE 141801 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTINu. a) PUNCTURE Pmax = 1.4 DEAD LOAD + 1.7 LIVE LOAD Pmax = 1.4 * Pcol + 1.7 * (MoVd) 6,090 lb. Fpunct = 2 "sgrt(fc) = 89.4 psi. Apunct = [(w +t /2) +(d +t /2)) "2 *t = 88.0 In. "2 fv /Fv = Pmax/(Apunct *Fpunct) = 0.77 b) SLAB TENSION Asoil = Pmax/(1.33 " fsoil) = 4.57 ft. "2 658 in. ^2 L = sgrt(Asoil) = 25.6 in. B = sgrt(w *d) + t = 7.5 in. b = (L -B)/2 = 9.1 in. Mconc = wb ^2/2 = (1.33 *fsoil *b "2)/(144 *2) 382.7 in.lb. Sconc = 1 "t ^2/6 = 2.67 in. "3 Fconc = 50 *sgrt(fc) = 201.25 psi. fb /Fb = Mconc /(Sconc *Fconc) = 0.71 L BASE PLATE w = 4 in. d =3in. QQNQEIm t = 4 In. fc = 2000 psi. B-QL fs = 1000 psf. 4- SEIZMIG PROJECT_ WAL- MART #2077 FOR SHEET N0. bb MATERIAL HANDLING ENGINEERING _ _ _. OF - - TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE 14180 -1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 LIVE LOAD PER SHELF (BASED ON CLIENT SUPPLIED DATA) = wLL. DEAD LOAD PER SHELF = wDL. SEISMIC SHEAR BASED ON SEC. 23.12(8) THE U.B.C. = V. WHERE V- ZICPWp. SEISMIC ZONE = 4 Z =.4 1 =1 Cp = .75 (213Cp for GROUND LEVEL INSTALLATION; Wp = wLL + wDL wDL = 50 lb. SINGLE FACE UNITS. LONGITUDINAL & TRANSVERSE DIRECTION Vlong .4 • 1 • .75 • (2/3) " ( 3750 + 150 ) Vlong = 780 lb. Vtrans = Vlong TOTAL FRAME LOAD = 3,900 lb. lu - 96" 280# 52' 260 260# LNI SEIZMIG PROJECT WAL -MART #2077 INC FOR SHEET N0. OF MATERIAL HANDLING ENGINEERING F.I. - TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE 14180.1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT MID - HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE PROVIDES ONLY PARTIAL FDQTY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE.(OR ATTHE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT). Vlong = 2 • Vcol = 780 lb. P2 Vcol = 390 lb. F 1 = 130 lb. 11n. Col. C"du F 2 = 130 lb. F1 F 3 = 130 lb. e- 58 in. BASE ASSUMED PINNED. Mbase = 0 in.lb. Mupper + Mlower = Mconn'R' + Mconn'U Mconn'R' = Mconn'U Mconn " 2 = Mupper + Mlower Mconn = [Mupper + Mlower) /2 RESULTING FORCES ON COLUMN SECTION AXIAL LOAD Mconn 1 1950 22620 14640 2 1300 4160 4240 3 650 1820 wAxlltt xrr in way coL w dab. r -v Mop"a Mcom -a- M love r"w Mhue SEIZMIC PROJECT WAL -MART #2077 FOR _ --- SHEET NO. OF__ , v MATERIAL HANDLING ENGINEERING - TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE 14180.1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 COLUMN IS ANALYZED PER AISI COLD - FORMED STEEL DESIGN MANUAL. Pmax = 1,950 lb. Mmax = 22,620 in.ib. KxIX/rx = 1.2 • 58 / 1.251 = 55.6 <- GOVERNS Kyly /ry = .8 • 52 / .8354 = 49.8 Cc = (21rA2E /Fy)A.5 107.0 SINCE b/r <= Cc, Fa = .522Fy - [(kl /r•Fy)/1494)A2 22,633 psi. fa = Pmax/Area 3,137 psi. fb = Mmax/Sx 33,119 psi. fa/Fa = 0.14 < =.15 fa/Fa +fb /Fb <= 1.33 Fb = .6 -Fy = 30,000 psi. fb /Fb = 1.10 COMBINED STRESS =1.24 A B I I'- C SECTION PROPERTIES A - 3- B = 2.25" C - .385" D . 0" E = 0" Wt. - 0# t1 = .0747" t2 - 0" Area - 6216 "A2 Ix - .9374 "A4 ly - .4339 "A4 Sx = .683 "A3 Sy - .3153 "A3 rx = 1.251 "A2 ry = .8354 "A2 j l r SEIZMIC PROJECT WAL -MART #2077 RTC FOR 30 SHEET N0. OF MATERIAL HANDLING ENGINEERING - TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE 14180.1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 X75 6(0151 MIGU I I LIVE LOAD PER SHELF (BASED ON CLIENT SUPPLIED DATA) - wLL. DEAD LOAD PER SHELF = wDL. SEISMIC SHEAR BASED ON SEC. 23 -12(g) THE U.B.C. = V. WHERE V -ZICPWp. SEISMIC ZONE = 4 Z =.4 250 1b. 60# 5 I =1 o• Cp = .75 (2/3Cp for GROUND LEVEL INSTALLATION) 250 1b. 6011 Wp = wLL + wDL 4 o• wDL = 50 lb. 11 " 250 1b. e SINGLE FACE UNITS. 250 1b. 6 1 LONGITUDINAL & TRANSVERSE DIRECTION Vlong = .4 ' 1 ' .75 ' (2/3) ' ( 1250 + 250) '- 72" lu = 72" Vlong = 300 lb. Vtrans = Vlong 60# a• 60 #0 60 # F6O# TOTAL FRAME LOAD = 1,500 lb. I II-- 18.4 SEIZMIC PROJECT WAL -MART #2077 1NC FOR SHEET N0. OF MATERIAL HANDLING ENGINEERING TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE 14180 -1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLE7(URE OF THE COLUMNS ASSUMED AT MID - HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE.(OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT). Vlong = 2 ' Vcol = 300 lb. Vcol = 150 lb. F 1 = 30 lb. F 2 = 30 lb. F 3 = 30 lb. F 4 = 30 lb. F 5 = 30 lb. BASE ASSUMED PINNED. Mbase = 0 In.ib. Mupper + Mlower = Mconn'R' + Mconn'U Mconn'R' = Mconn'12 t Mconn ' 2 = Mupper + Mlower 1 Mconn = [Mupper + Mlowerl /2 M Iowa RESULTING FORCES ON COLUMNFCESONQQWMN SECTION AXIAL LOAD Moonn Mba• 1 750 600 • 1387 2 600 1800 1762 3 450 1350 1312 4 300 900 862 5 150 450 SEIZMIC PROJECT WAL -MART #2077 SHEET N0. OF MATERIAL HANDLING ENGINEERING 6-09 199- TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE 141804 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 COLUMN IS ANALYZED PER AISI COLD- FORMED STEEL DESIGN MANUAL. Pmax = 600 lb. Mmax = 1,800 in.ib. Kxlx/rx = 1.2 ' 30 / .7251 = 49.6 Kyly /ry = .8 ' 44 / .6505 = 54.1 <- GOVERNS Cc = (27rA2E /Fy)A.5 107.0 SINCE KI /r <. Cc, Fa = .522Fy - [(kl /r'Fy) /1494IA2 22,820 psi. fa = Pmax/Area 1,364 psi. fb = Mmax/Sx 6,810 psi. fa/Fa = 0.06 < =.15 fa/Fa +fb /Fb <= 1.33 Fb = .6'Fy = 30,000 psi. fb /Fb = 0.23 COMBINED STRESS = 0.29 A o o B L J -i I- C SECTION PROPERTIES A - 1.75" B 1.75' C =.4" D =0' E = 0" Wt. = 0# 11 - .074r iz - 0" Area - .4399 "A2 Ix - .2313 "A4 ly - .1862'A4 Sx - .2643 "A3 Sy = .188 "A3 rx - .7251 "A2 ry = .8505 "A2 a SEIZMIC PROJECT WAL -MART #2077 kftftftRTC. FOR SHEET NO. OF MATERIAL HANDLING ENGINEERING TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE 14180 -1 UVE OAK AVENUE + BALDWIN PARK • CA 91706 Mweld =PL /4 130x51/4 13 1658 "# fb /Fb = M /Sy x Fb 1658/(.353 x 30000) 0.16 < 1.33 THEREFORE OK SINCE STRESS RATIO IS MINIMAL OTHER COLUMNS ASSUMED OKAY. 3' N t -12GA. Sy =0.353 In A3 SEIZMIC PROJECr WAL -MART #2077 INC. FOR SHEET N0. OF MATERIAL HANDLING ENGINEERING TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE_ 14180 -1 UVE OAK AVENUE • BALDWIN PARK + CA 91706 BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPAGTY TO STABUZE THE SYSTEM, ALTHOUGH IT DOES NOT PROVIDE 100% FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING THEY HAVE PINNED ENDS. FOR THE COMPUTATION OF BEAM TO COL MOMENT CAPACITY, THE PARTIAL FIXITY OF THE BEAM,(ASSUMED AT AN ARBITRARY 25% OF THE FIXED END MOMENT OR 2,000 in.lb. WHICH EVER IS SMALLER) WILL BE ADDED. lact = 96.0 in. 2,5• Imax = 11950 + 1200(M1 /M2)]b /Fy 1.75• —+ SINCE M1 /M2 = 1.0 Imax = 3150 "b /Fy = 158 In. 1.825' SINCE Imax > lact Fb = .66Fy = 33,000 psi. MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON 4.5' 1) BENDING CAPACITY M = Sx" Fb = wl ^2/8 t - .0747 in. 328681n.lb. CAPACITY = 2(8 "MA) = 54781b. Sx - 0.996 In A3 2) MAXIMUM ALLOWABLE DEFLECTION (U180). Ix = 2.250 In. ^4 A = 5wl^4/384EI CAPACITY = 2((384EI)/(E-;'180 "I ^2)] = 61451b. MAXIMUM STATIC LOAD PER LEVEL IS 5,478 lb. AL BLE AND ACTUAL BENDING MOMENT AT EACH LEVEL. Mstatic = wl "2/8 = LIVE.LOAD'U(2'8) Mallow(static) - Sx ' Fb Mimpact = 1.125'Mstatic Mallow(seismic) = 1.33 • Sx • Fb Mseismic = Mconn (SEE LONG. ANALYSIS) LEVEL Mstatic Mimpact Mallow Mseismic Mallow RESULT 1.125 Matatic (static) (seismic) 1 7500 8437 32868 14640 43824 GOOD 2 7500 8437 32868 4240 43824 GOOD 3 7500 8437 32868 2160 43824 GOOD a oi J O! Vp SEIZMIC PROJECT WAL -MART #2077 INC FOR 44 S6 SHEET NO. OF MATERIAL HANDLING ENGINEERING TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE 141804 LIVE OAK AVENUE + BALDWIN PARK + CA 91706 Mconn = (Mlower + Mupper) /2 + Mend CAPACITY OF CONNECTOR a) SHEAR CAPACITY OF TAB AREA = .1793 X 1 = .1793 in ^2 Fv = 20000 psi MCC Pmax = AREA x Fv r 1793 x 20000 = 3586 # MOMENT CAPACITY OF CONNECTOR Mcap. = Pmax X D 3586 X 4 14,344 in.lb. Mcap. seis.= Mcap, x 1.333 = 19125 "# Mupper t 1 Mlower r 11 A t Y: r p• a y. Y4 i I r 11 A t Y: r p• a y. Y4 SEIZMIC PROJECT _ M RT #2077 MA RT AVC. FOR SHEET N0. OF MATERIAL HANDLING ENGINEERING TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE 141804 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 QW BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THE SYSTEM, ALTHOUGH IT DOES NOT PROVIDE 100% FLXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMINn THEY HAVE PINNED ENDS. FOR THE COMPUTATION OF BEAM TO COL MOMENT CAPACITY, THE PARTIAL FD(TTY OF THE BEAM,(ASSUMED AT AN ARBITRARY 25% OF THE FIXED END MOMENT OF, 2,000 In.lb. WHICH EVER IS SMALLER) WILL BE ADDED. lact = 72.0 in. Imax = 11950 + 1200(M1 /M2)jb /Fy SINCE M1 /M2 = 1.0 23132" TImax = 3150'b/Fy = 94 in. L_ SINCE Imax > lact Fb = .66Fy = 33,000 psi. 2 -7/d• MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON 1) BENDING CAPACITY 23%37. M = Sx' Fb = wlA2/8 185461n.lb. k 41-174" CAPACITY = 2(8'MA) = 41211b. Sx = 0.562 in.0-3 2) MAXIMUM ALLOWABLE DEFLECTION (U180). Ix = 1.010 In.A4 A = 5WIA4/384EI CAPACITY = 2[(384EI)/(5 "180'IA2)] = 49041b. MAXIMUM STATIC LOAD PER LEVEL IS 4,121 ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL. lb. Mstatic - wI4218 = LIVE.LOAD'U(2.8) Mallow(static) - Sx ' Fb Mimpact • 1.125'Mstatic Mallow(selsmic) = 1.33 ' Sx ' Fb Mseismic = Mconn (SEE LONG. ANALYSIS) LEVEL Mstatic Mimpact Mallow Mseismic Mallow RESULT 1.125 Mstadc (static) seismic) 1 1125 1265 18545 1387 24727 GOOD 2 1125 1265 18545 1762 24727 GOOD 3 1125 1265 18545 1312 24727 GOOD 4 1125 1265 18545 862 24727 GOOD 5 . 1125 1265 18545 412 24727 GOOD SEIZMIC PROJECT WAL -MART #2077 lam, FOR SHEET N0. OF MATERIAL HANDLING ENGINEERING P.T. b-U9-19 j TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE- 14180.1 UVE OAK AVENUE • BALDNAN PARK • CA 91706 BEAM TO COLUMN CONNECTION Mconn = (Mlower + Mupper)/2 + Mend CAPACITY OF CONNECTOR MCC a) SHEAR CAPACITY OF TAB AREA = .1196 X .625 = .07475 inA2 Fv = 18000 psi Pmax = AREA x Fv 07475 x 18000 - 1257# MOMENT CAPACITY OF pONNECTQR Mcap. = P1 X 2 X 1.333 1257 X 2 X 1.333 3,352 in.lb. Mupper 1e—\ 1 Mlower F- 4d:* T rooSEIZMIC PROJECT WAL -MART #2077 FORINC SHEET N0. OF MATERIAL HANDLING ENGINEERING TEL: (818) 962-1162 • FAX: (818) 962-1279 CALWATED BY P.T. DATE — 14180-1 UVE OAK AVENUE • BALDWIN PARK • CA 91706 IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND COMPRESSION. IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE ON THE DIAGONAL MEMBER AS R WILL GOVERN. DIAGONAL BRACING: COMPRESSION MEMBER L diag. = [(L- 6)112 +(D- 2'Bcol)A2]A.5 39.8 Vdiag = Vtrans ' Ldiag. / D 664# kl /rmin = ( 1 ' 39.8 ] / .3228 123.4 Fa = (12aA2Ej /(23(kl /r)A2] 9798 psi. fa/Fa =Vdiag /(Area'Fa) 0.42 DI= 39.8" 7 L= 44" D= 18'A DIAGONAL AND HORIZONTAL BRACING w-- Area= .161 "A2 rmin- .3228 " H t= .0598 W= 6125 H =1" y 9 c r is i p`S7 1F( r y+