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HomeMy WebLinkAbout31700 GRAPE ST_ 2077 (57)31700 GRAPE STREET 2077 26/30 WAL -MART SEIZMIC PROJECT WAL- MART #2077 i FOR SHEET NO. OF MATERIAL HANDLING ENGINEERING - - - iTEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE I14180 -1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 RID -U -RAK 4 SPECIFICATION 4' MAIN STEEL 50000 PSI BASE PLATE STEEL 36000 PSI ANCHOR - WEDGE TYPE 1/2 x 2.1/4 MIN. EMBE MNT. FLOOR SLAB 4" X 2000 PSI. REINFORCED 120' SOIL BEARING PRESSURE 1000 PSF SEISMIC ZONE 4. TYPE - SINGLE ROW UNITS. BASE SHEAR FORMULA - ZICPWP lb. 4`-- 96" •--- SFC M AXIAI F[VWW RwvjFMT lu e 96 " cceu •Ar&AL*k r 2' 2' 44-4 1 1,950 lb. 2,340 In.lb. In.lb. -standard coon. 2 8,140 In.lb. 1,300 I 11 0 In.lb. standard conn. 3 lb 7,750 In.lb. 850 . 1,55860 In.lb. standard conn. 2,030 KID. standard conn. RID -U -RAK 4 DESIGN LOAD = 1250# BASE PLATE COLUMN BEAM I 3X2- 1 /4X14GA. f 5 X 3.75 X .25 COLUMN STRESS -0.67 4.1/2 x 2.1/2 x 14 ga. BASE PINNED ANCHOR - WEDGE TYPE 1/2 x 2 -1/4 MIN. EMB 9 BASE PINNED MAX LOAD/LEVEL = 5,478 lb. 1,250 lb. 260# BEAM IS O.K. OVERTURNING BRACING SLAB & SOIL HORIZONTAL f DIAGONAL f ANCHOR STRESS -0.26 2. 718X1- 1/8X14GA. 2- 718X1- 1/8X14GA. PUNCT. STRESS =0.55 OF ANCHORS - 1 STRESS a 0.15 STRESS= 0.58 BENDING STRESS =0.48 SEIZMIC PROJECT WAL -MART #2077 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 RID -U -RAK 5 SPECIFICATION MAIN STEEL 50000 Ki BASE PLATE STEEL 36000 PSI ANCHOR - WEDGE TYPE 1/2 x 2.1/4 MIN. EMB 9 MN FLOOR SLAB 4" X 2000 PSI. REINFORCED 120" SOIL BEARING PRESSURE 1000 PSF SEISMIC ZONE 4. TYPE = SINGLE ROW UNITS. BASE SHEAR FORMULA = ZICpWp 4`- 96" 1 = 96" SFlTYYJ AXIAI F{1Finx IVAnYupNT Meu UflUMT r 1 2 2,800 lb. 3,120 In.lb. 8,7101,950 b. 7,800 In.lb. In.lb. -standard coon. 3 l l 7,2301,300 b. 4,180 In.lb. In.lb. <- standard Conn. 4 850 lb. 2,800 In.lb. 4,830 In.lb. -standard conn. 2,550 In.lb. <- standard conn. RID -U -RAK 5 DESIGN LOAD = 1250# BASE PLATE COLUMN BEAM I 3X2- 1 /4X14GA. 5 X 3.75 X .25 COLUMN STRESS x.52 4 -1/2 x 2.1/2 x 14 ga. BASE PINNED ANCHOR - WEDGE TYPE 1/2 x 2 -1/4 MIN. EMB 9 MNT. MAX LOAD/LEVEL = 5,478 lb. 1,250 lb. 260# BEAM IS O.K. OVERTURNING BRACING SOIL I HORIZONTAL f DIAGONAL f SLAB ANCHOR STRESS 0.35 2 -7 /8X1- 1 /8X14GA. 2 -7 /8X1- 1 /BX14GA. PUNCT. STRESS =0.68 OF ANCHORS = 1 STRESS= 0.20 STRESS - 0.78 BENDING STRESS -0.67 rooSEIZMIC PROJECT WAL -MART #2077 IkC FOR SHEET N0. OF MATERIAL HANDLING ENGINEERING TEL- 962 -1162 • FAX: 962 -1279 CALCULATED BY DATE - L - - 141804 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 AID -U -RAK 6 2,600 lb. 3,120 In.lb. 8,7101,950 lb. 7,800 In.lb. In.lb. -standard conn. 3 7,4901,300 I 4,880 In.lb. In.lb. -standard conn. SPECIFICATION MAIN STEEL 50000 PSI lb 4,760850 . 2,340 In.lb. In.lb. -- standard conn. 2,420 1,250 lb. 280# BASE PLATE COLUMN BEAM f BASE PLATE STEEL 36000 PSI 3X2- 1 /014GA. e. 5 X 3.75 X .25 COLUMN STRESS =0.52 2' BASE PINNED ANCHOR - WEDGE TYPE 1/2 x 2 -1/4 MIN. EMB 9 MNT. MAX LOAD/LEVEL - 5,478 lb. 1,250 lb. 260# BEAM IS O.K. FLOOR SLAB 4" X 2000 PSI. REINFORCED 144' SLAB & SOIL HORIZONTAL f DIAGONAL f SOIL BEARING PRESSURE 1000 PSF ANCHOR STRESS =0,35 2- 7/8X1- 1/8X14GA. 8' PUNCr. STRESS =0.69 OF ANCHORS - 1 STRESS- 0.20 STRESS= 0.78 SEISMIC ZONE 4. 1,250 lb. 260# TYPE - SINGLE ROW UNITS. BASE SHEAR FORMULA a ZICpWp p• 1,250 lb. 280# 2' 1 96" 44 "ter lu = 96" A-n ]N AXIAL FrIW!F LWAWNT a AU Urn =W 1 2 2,600 lb. 3,120 In.lb. 8,7101,950 lb. 7,800 In.lb. In.lb. -standard conn. 3 7,4901,300 I 4,880 In.lb. In.lb. -standard conn. 4 lb 4,760850 . 2,340 In.lb. In.lb. -- standard conn. 2,420 In.lb. -standard conn. RID -U -RAK 6 DESIGN LOAD = 1250# BASE PLATE COLUMN BEAM f 3X2- 1 /014GA. 5 X 3.75 X .25 COLUMN STRESS =0.52 4 -1/2 x 2.1/2 x 14 ga. BASE PINNED MAX LOAD/LEVEL - 5,478 lb. BEAM IS O.K. OVERTURNING BRACING SLAB & SOIL HORIZONTAL f DIAGONAL f ANCHOR STRESS =0,35 2- 7/8X1- 1/8X14GA. 2- 7/8X1- 1 /8X14GA. PUNCr. STRESS =0.69 OF ANCHORS - 1 STRESS- 0.20 STRESS= 0.78 BENDING STRESS .0.67 4 Wi- ..a ^; -'v-. a _,;,r:. yv avir ,.a,:a.iww.ia"'KAN f.'.9'M R. .. . i% M' lPi:` 0.. v, 5p Y?'!frlG.9'a GY^7..Crasa: -.. , "';R!.IRRT: T 4'Vra7'.. Y'S7 , 8.- ;5•,++WR t+ .. 7 •kIMRY'ii Y.S?'•4',m?s ^*m,_. .. ,.. .. .., _.. ,. .. . Y M OWN IN J i its in i- 1NIIfMs 4V 9S8'P A[Ilb 170K1.11 M r WVTWA9 AVAILAKA AT T"MMR 1 s`, SEIZMIC PROJECT WAL -MART #2077 INC FOR MATERIAL HANDLING ENGINEERING SHEET N0. OF TEL-(818)962-1162 • FAX: (818) 962 -1279 CALCULATED BY T' 14180 -I LIVE OAK AVENUE • BALDININ PARK • re o1 Inc DATE CON A RID -U -RAK 5 1 250 lb. 4 0' 1 250 It 2' 3 120" 1,250 lb. 2 1 250 Ib. I1 f- 98' --- 44.4 RID -U -Im 6 1,250 lb. 8' 2• 1,250 Ib. 144- 6' 1.250 IN 0. 2• 1,250 lb. 1 96 "---' f 44" SEIZMIC PROJECT WAL- MART #2077 INC FOR MATERIAL HANDLING ENGi•:EERING MEET NO. OF TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY P.T. 14180 -1 LIVE OAK AVENUE • BALOWN PARK • CA 91706 DATE Te -QP9SK 1000 lb, 210# 21SPECIFICATION3 MAIN STEEL 36000 PSI BASE PLATE STEEL 36000 PSI 0. ANCHOR - WEDGE TYPE 112 x 2 -1/4 MIN. EM MNT. FLOOR SLAB 4" X 2000 PSI. REINFORCED 108" 1 000 lb. 210# 5' 21 SOIL BEARING PRESSURE 1000 PSF 2 SEISMIC ZONE 4. + 0' TYPE = SINGLE ROW UNITS. BASE SHEAR FORMULA = ZICPWP , rw, .s • i A• 93- --4 If TION A)QAL FORCE MOMENT lu = 93' BEAM MOMENT 1 1,575 lb. 1,890 In.lb. 11050 lb. 5,250 In.lb. 4.539 In.lb. <- standard conn. 3 . 525 lb. 2,625 ln.lb. 4.906 KID, <- standard conn. 2,281 In.lb. <- standard conn. TBO RACK DESIGN LOAD = i 000# BASE PLATE COLUMN BEAM f f 3X1- 1 /2X14GA. f4X3X.125 OOLUMV STRESS x.57 3 x 2 -112 x 16 ga. BASE PINNED MAX LOAD /LEVEL - 1.754 lb. BEAM IS O.K. OVERTURNING BRACING SLAB & SOILfHORIZONTALfDIAGONALf fANCHORSTRESS = 0.73 1 X 1 X 14 GA 1 X 1 X 14 GA PUNCT. STRESS - 0.72OFANCHORS = 2 STRESS = 0.16 STRESS - 0.16 BENDING STRESS -0.64 21 SEIZMIC PROJECT WAL -MART #2077 INC. FOR MATERIAL HANDLING ENGINEERING SHEET N0. OF TEL, (818) 962 -1162 • FAX: (81 a) 962 -1279 CALCULATED BY14180.1 LIVE OAK AVENUE • BALDWIN PARK - CA 91708 DATE 7MARVCA_TE TYPF l ECIFI, CATION '" STEEL 4 6000 PSI I BASE PLATE STEEL 36000 PSI 1000 lb. 210# ANCHOR - WEDGE TYPE 112 x 2 -1/4 MIN. EMS MNT. 3 21 # FLOOR SLAB 4" X 2000 PSI. REINFORCED 108• g' SOIL BEARING PRESSURE 1000 PSF '• SEISMIC ZONE 4. 1,000 lb. 210 21 # TYPE - SINGLE ROW UNITS. 1g• BASE SHEAR FORMULA - ZICpWp 8M" 1000 m• 210 21 M I- 1 93" SECTION AXIAL FORCE MOMENT lu = 93 - BEAM MOMENT11,575 lb. 1,260 In.lb. 2 1,050 lb. 3,780 In.lb. 3.489 In.lb. <- Standard conn. F 3 525 lb. 1,890 In.lb. 3,804 In.lb. <- Standard conn. 1,914 . in.lb. <- Standard conn. ISYNDICATE TYPE 1 DESIGN LOAD = 1000# BASE PLATE COLUMN f f BEAM 4 X 3 X.375 COLUMN STRESS x,34 A f BASE PINNED 3 x 2 -1/2 x 18 ga. MAXLOADAEVEL= 1,892 ib. BEAM IS O.K. OVERTURNING BRACING SLAB & SOIL ANCHOR STRESS - 0,41 2 -3 / 4XI I XN111 GA f 2 -3/4 X DIAGONALA11 GA f PUNCT. STRESS = 0. 80f OF ANCHORS -2 STRESS= 0.03 STRESS= 0.06 BENDING STRESS =0.49 s xd f 1 .-.,, .. .. ....._.._..,, ,....,_., r . k SEIZMIC PROJECT WAL -MART #2077 FORINC. 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 SYNDICATE TYPE 2 SPECIFICATION MAIN STEEL 46000 PSI BASE PLATE STEEL 36000 PSI ANCHOR - WEDGE TYPE 1/2 x 2 -1 /4 MIN. EMB MN i FLOOR SLAB 4" X 2000 PSI. REINFORCED 120" SOIL BEARING PRESSURE 1000 PSF SEISMIC ZONE 4. TYPE - SINGLE ROW UNITS. BASE SHEAR FORMULA = ZICpWp 7_•r , _i lb. 210# lb. 211. 11 lb. 210# 19' 1b. 210 lb. 2101 , 93' --+F lu - 93" ArIA MM nesu &AMA M 1 2 2,625 lb. 2,100 In.lb. 5,1692,100 lb. 6,300 In.lb. In.lb. <- standard Conn. 3 1,575 b. 4,410 In.lb. 8,324 In.lb. <- standard coon. 4 1,050 lb. 4,644l2,940 In.lb. In.lb. <- standard conn. 5 b 3,174525I. 1,470 In.lb. In.lb. <- standard conn. 5 1,704 In.lb. -standard conn. SYNDICATE TYPE 2 DESIGN LOAD = 1000# In.lb. <- standard conn. BASE PLATE COLUMN TENNSCO B -B DESIGN LOAD = 250# BEAM 3X1- 1 /2X14GA. f 4 X 3 X .375 OOLUNN STRESS -0.59 3.5 X 2.25 X .11963x2 -1/2 x 16 ga. STRESS x29 2.7/8 x 1 -1/2 x 14 ga. BASE PINNED MAX LOAD/LEVEL = 1,892 lb. BASE PINNED Mall( LOAD/LEVEL = 4,121 lb. BASE PINNED MAX LOAD/LEVEL - 4,121 lb. BEAM IS O.K. OVERTURNING BRACING OVERTURNINGSLAB & SOIL HORIZONTAL DIAGONAL f f ANCHOR STRESS -0.18 2-3/4X 1 X 11 GA 2 -3/4 X 1 X 11 GA 1X13116X16GAPUNCT. STRESS - 0.77 OF ANCHORS = 2 STRESS - 0.08 STRESS - 0.13 STRESS - 0.08BENDINGSTRESS -0.71 21 4 1 21 # 21 # 21 # SEIZMIC PROJECT WAL -MART #2077 INC. FOR SHEET N0. , OF MATERIAL HANDLING ENGINEERING ti UW_Tgg2r_ TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE 141804 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 TENNSCO SINGLE SPECIFICATION MAIN STEEL 50000 PSI SASE PLATE STEEL 36000 PSI ANCHOR - WEDGE TYPE 1/2 x 2 -1/4 MIN. FLOOR SLAB 4" X 2000 PSI. REINFORCED SOIL BEARING PRESSURE 1000 PSF SEISMIC ZONE 4. TYPE = SINGLE ROW UNITS. BASE SHEAR FORMULA = ZICpWp SFCTYYJ AXUU FVWV lu = 72" f,4-16A9IJT oceu urv¢urr 1 750 800 In.lb. 7512 lb. 800 1,800 In.lb. 1,388 In.lb. <- standard Conn. 3 lb. 450 1,762 1900 In.lb. In.lb. -standard conn. 4 lb. 300 lb 1,312900In.lb. In.lb. <- standard conn. 5 lb. 150 lb. 450 In.lb. 862 KID. <- standard conn. in.lb. <- standard conn. 412 In.lb. <- standard conn. TENNSCO SINGLE DESIGN LOAD = 250# TENNSCO B -B DESIGN LOAD = 250# BASE PLATE COLUMN BASE PLATEBEAM f 1- 3/4x1- 3 /4xl4ga 3.5 X 2.25 X .1196 OC4AJI N STRESS x29 2.7/8 x 1 -1/2 x 14 ga. STRESS =0.17 2 -7/8 x 1 -1 /2 x 14 ga. BASE PINNED Mall( LOAD/LEVEL = 4,121 lb. BASE PINNED MAX LOAD/LEVEL - 4,121 lb. BEAM IS O.K. OVERTURNING BRACING OVERTURNINGSLAB & SOIL HORIZONTAL f DIAGONAL f ANCHOR STRESS =0.96 1X13116X16GA 1X13 /l6X16GA ANCHOR STRESS =0.66PUNCT. STRESS -0.63 OF ANCHORS = 1 STRESS - 0.08 STRESS= 0.42 OF ANCHORS = 1BENDINGSTRESS -0.30 S PROJECT WAL -MART #2077 INC FOR SHEET NO. _ OF MATERIAL HANDLING ENGINEERING TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY - DATE 14180 -1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 TENNSCO B -B SPECIFICATION MAIN STEEL 50000 PSI BASE PLATE STEEL 36000 PSI ANCHOR - WEDGE TYPE 1/2 x 2.1/4 MIN. EMBI MN FLOOR SLAB 4" X 2000 PSI. REINFORCED 144' SOIL BEARING PRESSURE 1000 PSF SEISMIC ZONE 4. TYPE - INTERCONNECTED UNITS. BASE SHEAR FORMULA - ZIC(wLL / 2 +wDL) /Rw lu - 72" 4 T m AXIAI FIRM f,ArAAFW MALAIAMALMrr MR I 1 2 750 lb. 241 in.lb. 600 Ib. 888 in. lb. 751 In.lb. -standard Conn. 3 450 b. 788 In.lb. 1,024 In.lb. -standard conn. 4 300 l 607 In.lb. 885 KID. -standard conn. 5 lb. 150 b. 345 In.lb. 663 in.lb. <- standard conn. 360 In.lb. <- standard conn. TENNSCO B -B DESIGN LOAD = 250# BASE PLATE COLUMN BEAM I 1- 3/4x1- 3 /4xl4ga 3.5 X 2.25 X .1196 COLUMN STRESS =0.17 2 -7/8 x 1 -1 /2 x 14 ga. BASE PINNED MAX LOAD/LEVEL - 4,121 lb. BEAM IS O.K. OVERTURNING BRACING SLAB & SOIL HORIZONTAL DIAGONAL f ANCHOR STRESS =0.66 1X13116X16GA 1X13116X18GA PUNCT. STRESS• 0.48 OF ANCHORS = 1 STRESS - 0.04 STRESS - 0.23 BENDING STRESS -0.27 1 2 SEIZMIC PROJECT WAL -MART #2077 FoR WAU--MA-RT INC. SHEET NO. ` 1 - OF MATERIAL HANDLING ENGINEERING P,T, 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 EKE UNITS. LONGITU2NAL & TRANSVERSE DIRECTION Vlong = .4 " 1 " .75 " (2/3) " ( 5000 + 250 ) Vlong = 1,050 lb. Vteans = Vlong kD = 5,250 lb. lu = 93" T_ 11• J9 ' 4 101 21 w 21 0 t6 SERMIC PROJECT WAL -MART #2077 1NC FOR MATERIAL HANDLING ENGINEERING SHEET N0. -OF _ b- 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 17-E 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 = 1,050 lb. Vcol = 525 lb. F 1 = 105 lb. F2= 105 lb. F3= 105 lb. F 4 = 105 lb. F 5 = 105 lb. BASE ASSUMED PINNED. n m`Il lllim AVA11 AT Ir OF It Mwvr A- L' C M b,v Pcd SEIZMIC PROJECT ART #2077 ING. FOR MATERIAL HANDLING ENGINEERING SHEET N0. P.T OF - TEL: (818) 962 -1162 • FAX: (818) 962 -1279 4U.CULATED BY DATE _ 1418041 LIVE OAK AVENUE • BALOWIN PARK • CA 91706 COLUMN IS ANALYZED PER AISI COLD - FORMED STEEL DESIGN MANUAL. Pmax = 2,100 lb. Mmax = 6,300 In.lb. Kxlx/rx = 1.2 " 30 / 1.0869 = 33.1 Kyly /ry = .8 " 34 / .6306 = 43.1 <- GOVERNS Cc = (27rA2E /Fy)A.5 111.6 SINCE KI /r <= Cc, Fa = .522Fy - ((kl /r "Fy)/1494IA2 22,248 psi. fa = Pmax/Area 3,231 psi. fb = Mmax/Sx 12,307 psi. fa/Fa = 0.15 < =.15 fa/Fa +fb /Fb <= 1.33 Fb = .6 "Fy = 27,600 psi. fb /Fb = 0.45 COMBINED STRESS = 0.59 T4 o SECTION PROPERTIES A =3• 8 =1.5" C =o" D =0" E - 0" Wt. = 0# t1 - .074r t2 = 0" Area - .65 "A2 Ix - .7679 "A4 ly = .2585 "A4 Sx = .5119'"3 Sy = .3447IA3 rx = 1.0869 "A2ry = .6306 "A2 Mbase = 0 in.lb. Mupper + Mlower = Mconn'R' + Mconn'L' Mconn'R' = Mconn'L' Mconn " 2 = Mupper + Mlower Mconn = [Mupper + Mlower] /2 SECTION RESULTING FORCES ON COLUMN MconnAXIALLOA 1 2625 2100 5168 2 2100 6300 6323 3 1575 4410 4643 4 1050 2940 3173 5 525 1470 n m`Il lllim AVA11 AT Ir OF It Mwvr A- L' C M b,v Pcd SEIZMIC PROJECT ART #2077 ING. FOR MATERIAL HANDLING ENGINEERING SHEET N0. P.T OF - TEL: (818) 962 -1162 • FAX: (818) 962 -1279 4U.CULATED BY DATE _ 1418041 LIVE OAK AVENUE • BALOWIN PARK • CA 91706 COLUMN IS ANALYZED PER AISI COLD - FORMED STEEL DESIGN MANUAL. Pmax = 2,100 lb. Mmax = 6,300 In.lb. Kxlx/rx = 1.2 " 30 / 1.0869 = 33.1 Kyly /ry = .8 " 34 / .6306 = 43.1 <- GOVERNS Cc = (27rA2E /Fy)A.5 111.6 SINCE KI /r <= Cc, Fa = .522Fy - ((kl /r "Fy)/1494IA2 22,248 psi. fa = Pmax/Area 3,231 psi. fb = Mmax/Sx 12,307 psi. fa/Fa = 0.15 < =.15 fa/Fa +fb /Fb <= 1.33 Fb = .6 "Fy = 27,600 psi. fb /Fb = 0.45 COMBINED STRESS = 0.59 T4 o SECTION PROPERTIES A =3• 8 =1.5" C =o" D =0" E - 0" Wt. = 0# t1 - .074r t2 = 0" Area - .65 "A2 Ix - .7679 "A4 ly = .2585 "A4 Sx = .5119'"3 Sy = .3447IA3 rx = 1.0869 "A2ry = .6306 "A2 r4a lu r r4a lu SEIZMIC PROJECT WAL- MART #2077 FORINC. WAL -MART SHEET NO. 15 Of 56 MATERIAL HANDLING ENGINEERING P.T. 6-09-1994 TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE 14180 -1 LIVE OAK. AVENUE • BALDWIN PARK • CA 91706 RID -U -RAK 1 SPECIFICATION MAIN STEEL 50000 PSI BASE PLATE STEEL 38000 PSI 1,250 lb. 260 2 ANCHOR - WEDGE TYPE 1/2 x 2.1/4 MIN. EMB I MNT. FLOOR SLAB 4" X 2000 PSI. REINFORCED 144" SOIL BEARING PRESSURE 1000 PSF SEISMIC ZONE 4. TYPE - SINGLE ROW UNITS. BASE SHEAR FORMULA - ZICpWp 1,260 lb. A 2601 L1 T- 98" lu = 96" SLr:'rm AXW R1RCF 6Ar11VMIT o=AU UMACKrr I 1 2 1,300 lb. 1,560 In.lb. 5,280 In.lb. <- standard Conn. 850 lb. 6,500 In.lb. In.lb. <- standard coon. 4,500 In.lb. <- standard conn. RID -U -RAK 1 DESIGN LOAD = 1250# BASE PLATE COLUMN BEAM J 3X2- 1/014GA. 5 X 3.75 X .25 COLUMN STRESS =0.36 4 -1/2 x 2 -1/2 x 14 ga. BASE PINNED MNT. 1.250 lb. MAX LOADILEVEL - 5,478 lb. FLOOR SLAB 4" X 2000 PSI. REINFORCED 144" BEAM IS O.K. OVERTURNING BRACING SLAB & SOIL HORIZONTAL DIAGONAL ,/ ANCHOR STRFSS =0.17 2- 7/8X1- 1/8X14GA. 2- 7/8X1- 1/8X14GA. PUNCT. STRESS -0.33 OF ANCHORS - 1 STRESS - 0.10 STRESS - 0.39 BENDING STRESS -0.20 eooSEIZMIC PROJECT WAL- MART #2077 INC, FOR SHEET NO. OF MATERIAL HANDLING ENGINEERING - - TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE 14180.1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706 RID -U -RAK 2 SPECIFICATION 2,600 lb. 3,120 In.lb. 7,1001,950 b. 8,580 In.lb. In.lb. <- standard coon. 3 MAIN STEEL 50000 PSI In.lb. <- standard Conn. 1.250 lb. 260, In.lb. <- standard conn. 4 2,420 KID. <- standard conn. BASE PLATE STEEL 36000 PSI 6" BASE PLATE COLUMN ANCHOR - WEDGE TYPE 1/2 x 2.1/4 MIN. EMB MNT. 1.250 lb. 280+ FLOOR SLAB 4" X 2000 PSI. REINFORCED 144" 5 X 3.75 X .25 SOIL BEARING PRESSURE 1000 PSF 2' 1 250 lb. 260 SEISMIC ZONE 4. 2 MAX LOAD/LEVEL = 5,478 lb. DIAGONAL TYPE - SINGLE ROW UNITS. 28 # 2- 7/8X1- 118X14GA. BEAM IS O.K. BASE SHEAR FORMULA - ZICpWp BRACING 1.250 lb. 260 1 DIAGONAL ANCHOR STRESS =0.35 98" 2- 7/8X1- I18X14GA. PUNCT. STRESS -0.62 lu = 96" STRESS= 0.78 SFGTYYJ AXIAL_ FnFkv ArYUFNT RFAU IulrWFNT r 1 2 2,600 lb. 3,120 In.lb. 7,1001,950 b. 8,580 In.lb. In.lb. <- standard coon. 3 l 4,180 In.lb. 7,6201,300 lb. In.lb. <- standard Conn. 4 850 I. 2,340 In.lb. 4,500b In.lb. <- standard conn. BEAM 2,420 KID. <- standard conn. RID -U -RAK 2 DESIGN LOAD = 1250# BASE PLATE COLUMN STRESS =1.24 BEAM J 3X2- 1/014GA. MAX LOADiLEVEL = 5,478 Ib. 5 X 3.75 X .25 COLUMN STRESS =0.55 4 -1/2 x 2 -1/2 x 14 ga. MNT. SLAB & SOIL BASE PINNED MAX LOAD/LEVEL = 5,478 lb. DIAGONAL J 28 # 2- 7/8X1- 118X14GA. BEAM IS O.K. OVERTURNING BRACING 2' SLAB & SOIL HORIZONTAL DIAGONAL ANCHOR STRESS =0.35 2- 7/8X1- 1 /8X14GA. 2- 7/8X1- I18X14GA. PUNCT. STRESS -0.62 OF ANCHORS - 1 STRESS - 0.20 STRESS= 0.78 SEISMIC ZONE 4. BENDING STRESS x.68 SEIZMIC PROJECT WAL - MART #2077 FORINC. WAL -MART SHEET N0. 17 OF MATERIAL. HANDLING ENGINEERING P.T. TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE 14180 -I LIVE OAK AVENUE • BALDWIN PARK. • CA 91706 SPECIFICATION 1,950 lb. 22,620 In.lb' 14,840 In.lb. <- standard Conn. 1,300 lb. 4,160 In.lb. 3 850 . 1,820 in.lb. 4,240 In.lb. <- standard Conn. 2,160 InAb. <- standard conn. RID -U -RAK 3 DESIGN LOAD = 1250# BASE PLATE MAIN STEEL 50000 PSI BEAM 1.250 lb.. 280# 5 X 3.75 X .25 26 # STRESS =1.24 4 -1/2 x 2 -1/2 x 14 ga. BASE PLATE STEEL 36000 PSI 8• MAX LOADiLEVEL = 5,478 Ib. 2• BEAM IS O.K. ANCHOR - WEDGE TYPE 1/2 x 2 -1/4 MIN. EM MNT. SLAB & SOIL 1.250 lb. 280# DIAGONAL J 28 # 2- 7/8X1- 118X14GA. 2- 7/8X1- 1 /9X14GA. FLOOR SLAB 4" X 2000 PSI. REINFORCED 144" 2' STRESS- 0.58 BENDING STRESS -0.65 SOIL BEARING PRESSURE 1000 PSF 1,250 lb. 280# 28 # SEISMIC ZONE 4. 1 TYPE = SINGLE ROW UNITS. BASE SHEAR FORMULA - ZICpWp r I.Ni S IU = 98 " eu•w e•rr 44.4 I 1 2 1,950 lb. 22,620 In.lb' 14,840 In.lb. <- standard Conn. 1,300 lb. 4,160 In.lb. 3 850 . 1,820 in.lb. 4,240 In.lb. <- standard Conn. 2,160 InAb. <- standard conn. RID -U -RAK 3 DESIGN LOAD = 1250# BASE PLATE COLUMN BEAM 3X2- 1 /4X14GA. 5 X 3.75 X .25 COLUMN STRESS =1.24 4 -1/2 x 2 -1/2 x 14 ga. BASE PINNED MAX LOADiLEVEL = 5,478 Ib. BEAM IS O.K. OVERTURNING BRACING SLAB & SOIL HORIZONTAL J DIAGONAL J ANCHOR STRESS =0.26 2- 7/8X1- 118X14GA. 2- 7/8X1- 1 /9X14GA. PUNCT. STRESS -0.60 OF ANCHORS= 1 STRESS - 0.15 STRESS- 0.58 BENDING STRESS -0.65 A SEIZMIC PROJECT WAL -MART #2077 INC. FOR MATERIAL HANDLING ENGINEERING SHEET N0. uF TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE 14180 -1 LIVE OAK AVENUE • 8ALDWIN PARK • CA 91706 BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY 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 = 93.0 in. 2.5" Imax = [1950 + 1200(M1 /M2)]b /Fy SINCE M1 /M2 = 1.0 Imax = 3150'b /Fy = 171 in. 1.625" SINCE Imax > lact Fb = .66Fy = 30,360 psi. MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON 3- 1) BENDING CAPACITY t = .0698 in. M = Sx' Fb = wlA2/8 130241n.lb. CAPACITY = 2(8'M/i) = 22401b. Sx = 0.429 In.A3 2) MAXIMUM ALLOWABLE DEFLECTION (0180). Ix = 0.650 In A4 A = 5wIA4/384EI CAPACITY = 2[(384EI)/(5 "180'IA2)] = 18911b. MAXIMUM STATIC LOAD PER LEVEL IS 1,892 Ib. ALLOWABLE AND ANAL BENDING MOMENT AT EACH LEVEL. Mstatic = WIA2/8 = LIVE.LOAD'U(2'8) Mallcw(static) - Sx ' Fb Mimpact = 1.125'Mstatic Mallow(selsmlc) = 1.33 ' Sx ' Fb Mselsmic = Mconn (SEE LONG. ANALYSIS) LEVEL Mstatic Mimpact Mallow Mselsmic Mallow RESULT 1.125 Mstatic (static) (seismic) 1 5812 6539 13024 5168 17365 GOOD 2 5812 6539 13024 6323 17365 GOOD 3 5812 6539 1;024 4643 17365 GOOD 4 5812 6539 13024 3173 17365 GOOD 5 5812 6539 13024 1703 17365 GOOD SEIZMIC PROJECT— WAL -MART #2077 MARI INC 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 Mconn = (Mlower + Mupper) /2 + Mend CAPACITY OF CONNECTOR MCC a) SHEAR CAPACITY OF TAB 1 AREA = .135 X 1 -.135 inA2 Fy = 45000 psi Pmax = AREA x Fy 135 x 45000 = 6075# MOMENT CAPACITY OF CONNECTOR Mcap. = P1 X 2 X 1.333 6075 X 2 X 1.333 16,196 in.lb. 8 #11# W*# Yom) DicuW"= AVAILARS, AT TO v Mlower fi LJ r*OSEIZMIC PRO,EC_ WAMART #2077 WAL- Imo, FOR_ Zb 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 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 IT WILL GOVERN. DIAGONAL BRACING: COMPRESSION MEMBER L diag. _ [(L- 6)A 2 +(D- 2 "Bcol)A2]A.5 49.6 Vuiag = Vtrans ' Ldiag. / D 1109# kl /rmin = [ 1 ' 49.6 ] / .4039 122.9 Fa =[12aA2E] /[23(kl 1r)-`2] 9882 psi. fa/Fa = Vdiag /(Area'Fa) 0.13 DI= 49.8" 7 L= 34" D- 47" c• y4n•.. 1 : r t •. u Area= .8398 "A rmin =.4039 F1 W- 21758 . I H- 1 " t --J - 3 1