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SEIZMIC MATERIAL HANDLING ENGINEERING EST. 1985 STORAGE RACKS STEEL SHELVING SEISMIC ANALYSIS ALASKA INDIANA OHIO .+9IVE -IN RACKS MOVABLE SHELVING STRUCTURAL DESIGN ARIZONA KANSAS OKLAHOMA .CANTILEVER RACKS STORAGE TANKS CITY APPROVALS CALIFORNIA MICHIGAN OREGON N ;EZZANINES MODULAR OFFICES STATE APPROVALS COLORADO MINNESOTA PENNSYLVANIA ONVEYORS GONDOLAS PRODUCT TESTING CONNECTICUT MISSOURI TEXAS AROUSELS BOOKSTACKS FIELD INSPECTION GEORGIA MONTANA UTAH tISHBACK RACKS FLOW RACKS SPECIAL FABRICATION IDAHO NEVADA VIRGINIA ,RACK BUILDINGS FOOTINGS PERMITTING SERVICES ILLINOIS NEW MEXICO WASHINGTON WISCONSIN 7 e% 'It, X7 S /3,019 ,,,e, 3 -.).._(-7 , ,/�0% %, ' SEISMIC ANALYSIS OF �� / � / /� / / /% /fj/ // , /� „ w' SFI ,FCTIVE RACK f /O / / /� / � / / /�i /: ����% FOR / /, / / / / % / //% /.77/ NIKE GOLF A. j TIGARD, OR 1 JOB #02 -2183 ' / / /�� / / /�!� % % / % / ; /� / /`', ' fz& % //.';/ /Ze% /! ,4W t %W: / /% , %%/,g;4 % % ; %/ %7 4 %2', /i / //�� / % / / / /�i '�/G// %% A'," e rL. /��� / /'y/� % %i/ j,/ � 1' , P.E. / // %� • • ••• • 4 • • • • •• ••• ••• • • • • • • •• •• • • ■•• ••• • • • • ••• ••• • • • • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • ••• • ••• • • • 161 ATLANTIC STREET • POMQ A , CA • 91768 • • JEJ,.: (909)869 -0989 • FAX:(909)869 -0981 • • • • • • • • • • • • • •• • ••• • • • • • • •• • • • • • • • • • • • • • • • • •• • • • • ••• •• • • SEIZMIC PROJECT NIKE GOLF INC. FOR DESIGN BUILD SHEET NO. 2 OF 14 MATERIAL HANDLING ENGINEERING '-` TEL: (909)869 -0989 • FAX: (909)869 -0981 CALCULATED BY MC DATE 1- 2- 03 161 ATLANTIC STREET • POMONA • CA 91768 TABLE OF CONTENTS DESCRIPTION PAGE # • COVER SHEET 1 TABLE OF CONTENTS 2 SCOPE 2 PARAMETERS 3 CONFIGURATIONS 4 COMPONENTS & SPECS. 5 LOADS AND DISTRIBUTION 6 LONGITUDINAL ANALYSIS 7 COLUMN 8 BEAM 9 BEAM TO COLUMN 10 BRACING 11 OVERTURNING 12 BASE PLATE 13 SLAB &SOIL 14 SCOPE: THIS ANALYSIS OF THE STORAGE SYSTEM I S TO DETERMINE ITS COMPLIANCE WITH THE APPROPRIATE BUILDING CODES WITH RESPECT TO STATIC AND SEI SMIC FORCES. THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE FI ELD ASSEMBLED ONLY, WITHOUT ANY FI ELD WELDI NG. • ... • • • ...•• ... • • • • .. .. • • ... ... • • • ••• .•• • • • . . .. • • • • • • • . • .. . .. ..•• ... • • ... • • • .. • •• • • • • • - - -- • : • • : '•• • • • • •.•• • • • • • • • • • • • •.• •.• • • • • • ••• ••••••••• •• • • • • •• •• •• • - • SEI ZMI C PROJECT NIKE GOLF INC. FOR DESIGN BUILD SHEET NO. 3 OF 1 4 _ MATERIAL HANDLING ENGINEERING - Z- 03 "' TEL: (909)869-0989 • FAX: (909)869 -0981 CALCULATED BY MC DATE 161 ATLANTIC STREET • POMONA • CA 91768 i PARAMETEHS: . STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN ANY ADJACENT BAYS. THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYZED IN BOTH LONGITUDINAL AND TRANSVERSE DIRECTION. STABILITY LONGITUDINALLY IS DEPENDANT ON BEAM TO COLUMN MOMENT, WHILE THE BRACING ACT TRANSVERSELY. 7 le: -IJ 0 __. 1 1 ,.. „. 1, .,.„.„ / L, 6 \ �I ii. , ,.. 4444„ , 0 _,,, .. A ,,,, , ,,, O ,,„ 4 L . 1. COLUMN. TRIBUTARY AREA 2. BEAM. / 3. BEAM TO COLUMN. , 4. BASE PLATE. • •:• ' 5. HORIZONTAL BRACING. • • • • • • • • • • • • 6. DIAGONAL BRACING. 7. BACK CONNECTOR. ••• ••• ••• • :• J�,4NSyERSE , • • LONGITUDINAL •• . .. .... ... . ... . . . TOP VIEW • • • • •• • ••• • • • •• •••••• • • • • • • • • • • • •• • • • • •• •• • • SEI ZMI C PROJECT NIKE GOLF INC. FOR DESIGN BUILD SHEET NO 4 OF 14 MATERIAL HANDUNG ENGINEERING TEL (90 )869 -0989 FAX: (909)869 -0981 CALCULATED BY MC DATE 1- 2- 03 161 ATLANTIC STREET • POMONA • CA 91768 CONFIGURATIONS TYPE1 - - - - 44" 1,000Ib. 4 4" 4 " 192" 1,000 Ib. 2 1,000 lb. 2 " 2 le-- 1,000 Ib. 41 " 44" 108" fi 44" 4 • ... • • • • • • .. ••• ... • • • • • • • • .. .. • • ... ••• • • • • • ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • . .. .. • • • ... • • • ... • • • . • • • • • • • • • • • • • .. • ... • • • • • • .. • .. • • • • • • • • .. • • • • .. •. .. • • • SEIZMIC PROJECT NIKE GOLF • INC. FOR DESIGN BUILD SHEET NO. 5 OF 14 MATERIAL HANDLING ENGINEERING TEL (909)869 -0989 • FAX: (909)869 -0981 CALCULATED BY MC DATE 1- 2- 03 161 ATLANTIC STREET • POMONA • CA 91768 1 TYPE1 SPECIFICATION 1 ---- - MAIN STEEL 55000 PSI 44" - BASE PLATE STEEL 36000 PSI 1,000 lb. 205# 2�� - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 MIN. EM ED. 4 IL : t :i _ - FLOOR SLAB 5" X 2000 PSI. REINFORCED 192" 1,000Ib. 1 i# 166# - SOIL BEARING PRESSURE 1000 PSF 2� 3 1,000Ib. 99# 44" 126# - SEISMIC ZONE 3. ' f - 2" 2 - TYPE = SINGLE ROW UNITS. 1,000 Ib. ,,8# 7# 1 41 " 44" l� .I 108 " fi 44" 4 Iu= 108" SECTION AXIAL FORCE MOMENT BEAM MOMENT 1 2,200 I b. 5,301 in.Ib. 4, 866 i n.I b. < stdconn. 2 1,650 lb. 2,182 i n.l b. 3,057 i n.I b. < stdconn. 3 1,100 I b. 1,683 i n.l b. 3,201 i n.I b. <- stdconn. 4 550 Ib. 2,468 in.Ib. 2,359 in.Ib. <- stdconn. TYPE 1 DESIGN LOAD = 1000# BASE PLATE COLUMN BEAM -J 3X1- 5/8X13GA(U25) V 7.75 X 5 X.375 COLUMN STRESS =0.55 3- 21/32x2- 3/4x14GA/384H* Mbase= 5301 in.ib. MAX LOAD /LEVEL = 3,332 Ib. BEAM I S O.K. OVERTURNING BRACI NG SLAB & SOI L V HORIZONTAL V DIAGONAL . J ANCHOR STRESS = 0.09 1 1/2 X•141 ; 4.1 ? 6 1:1 /g X 1- 1 /4 X 14 GA PUNCT. STRESS = 0.36 # OF ANCHORS = 2 STRE51 =;0;1 •; ,•; ; STRESS= 0.29 BENDING STRESS =0.26 •• •• • • ••• ••• • • • ••• •••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •. • • ••• • • ••• • • • •• • • • • • • • • • • • •• • • ••• • • • • • • •• •• • • • • • • • • • • • • • •• • • •• • • • • •• •• •• • SEIZMIC PROJECT NIKE GOLF INC. FOR DESIGN BUILD MATERIAL HANDLING ENGINEERING SHEET N0. 6 OF 14 ® TEL: (909) 869-0989 • FAX: (909) 869 -0981 CALCULATED BY MC DATE 1 -2 -03 161 ATLANTIC AVENUE • POMONA • CA 91768 LOADS & DISTRIBUTION: TYPE 1 - LIVE LOAD PER SHELF (BASED ON CLIENT SUPPLIED DATA) = wLL DEAD LOAD PER SHELF = wDL SEISMIC BASE SHEAR BASED ON CHAPTER 22 DIVISION X (SECTION 2228.5.2) OF THE 1997 UBC WHERE LATERAL FORCES ARE IN ACCORDANCE WITH SECTION 1630.2.1 AND V= ((2.5xCaxI) /R)xWtotal Wtotal = (wLUn + wDL) x # OF SHELVES SEISMIC ZONE = 3 Ca = 0.36 _ I = 1.00 SOIL COEF. = Sd Rw (LONGITUDINAL) = 5.6 Rw (TRANSVERSE) = 4.4 wDL = 100 LB HEIGHT= 192 IN WIDTH= 108 IN DEPTH = 44 IN LONGITUDINAL DIRECTION: n = 1 (SINGLE ROW UNITS ANALYSIS) Viong = [2.5'0.36' 1 *(4000 LB /1 +400 LB)/5.6]/1.4 = 505 LB Fi = V Whi/FWh TRANSVERSE DIRECTION: n = 1 (SINGLE ROW UNIT ANALYSIS) Vtrans = [2.5'0.36* 1 *(4000 LB /1 +400 LB)/4.4]/1.4 = 643 LB Fi = V Whi/EWh LATERAL FORCE DISTRIBUTION h LEVEL WEIGHT HEIGHT W X H Fi Fi • IN LB IN LB -IN (LONG) (TRANS) 44 1 1,000 44 44,000 69 87 20 2 1,000 64 64,000 100 127 20 3 1,000 84 84,000 131 167 48 4 1,000 132 132,000 206 262 - 5 - - - - - 6 - - - - - - 7 - - - - - - 8 . - • . ..: • - - - • - 9 - - - • - 10 • - - - .. • .. • • •.• •.. - 11 - - - - - - 12 - - - - - - 13 • • • • ... ••1 • - - - • :: 132 1 . • : : • •: :. • IN t =4,000 505 LB 643 LB ... • ... • • • TOTAL FRAME LOAD = 4400 LB .. • .. • • • • •. .• •• ••. • • • • .. • • ••. ' . • . - r4 " l; 0 . • . • . • • - 00 • • • • 00 •• 00 • SEI ZMI C PROJECT NIKE GOLF INC. FOR DESIGN BUILD SHEET NO. 7 OF 14 MATERIAL HANDLING ENGINEERING TEL (909)869 -0989 • FAX: (909)869 -0981 CALCULATED BY MC DATE 1-2-03 161 ATLANTIC STREET • POMONA • CA 91768 LONGITUDINAL ANALYSIS :TYPE 1 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 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). VI ong = 2 * Vcol = 505 lb. l2 I VcoI = 252 I b. _= F 1= 34 1 b. 20 in. o l . Conn. Col. F 2 = 50 I b. F 3 = 65 1 b. 44 in. F b= 42 in. I Col. to slab. F4= 1031b. BASE PROVIDE PARTIAL FIXITY. SEE BASE PLATE SHT. Mbase = 5301 i n.I b. Mupper + MI ower = Mconn'R' + Mconn'L' � -- Mupper Mconn "L" Mconn'R' = Mconn'L' Mconn * 2 = Mupper + Mlower iL Mconn = [Mupper + MI ower]/2 • Mt °wer� A 1 • RESULTING FORCES ON COLUMN SECTION AXIAL LOAD MOMENT Mconn Mbave 1 2200 5301 B SLAB 4866 2 1650 2181 • 3 1100 1682 3057 3200 4 550 2468 • ••• • • • • • • •• ••• ••• • • • • • • •• •• • • ••• ••• • • • •••• •••• • • • • .. • • • • • • • • • • • • •. • • • • • • • • • ••. •• • • • ••• • ••• • • • •• • • • • • • • • • • • • • .• • • • • ••.• • • • • . • • • • • • • •• • • • . • ••• ••••••••• •• • • • • •• •• •• • • Firr7MIZI1411111PROJECT NIKE GOLF INC. FOR DESIGN BUILD SHEET NO. 8 OF 14 MATERIAL HANDLING ENGINEERING - TEL: (909)869 -0989 • FAX: (909)869 -0981 CALCULATED BY MC DATE 1-2-03 161 ATLANTIC STREET • POMONA • CA 91768 )? COLUMN ANALYSIS :TYPE 1 COLUMN IS ANALYZED PER AISI COLD - FORMED STEEL DESIGN MANUAL. Pmax = 2,200 lb. Mmax = 5,301 i n.I b. KxI x /rx = 1.2 * 43 / 1.111 = 46.4 Kyly /ry = .8 * 41 / .6185 = 53.0 <- GOVERNS A --Pi Cc = (2u '2E /Fy)^5 = =ss == I B = 102.0 SINCE KI /r = Cc, Fa = .522Fy - [(kI /r* Fy)/ 1494]/ = 24,899 psi. j I .._. 0 fa = Pmax /Area = 4,092 psi. fb = Mmax /Sx SECTION PROPERTIES = 11,899 psi. A= 3" B= 1.625" C =.75" D =0" fa /Fa = 0.16 >.15 E = 0" Wt. = 1.942# F'e = 12Tt '2E/23(Kxlx /rx)'2 tl = .0897" t2 = 0" Area = .5376 "A2 F'e = 69,228 psi. Ix = .668 "^4 ly = .2056 "^4 Sx = .4455 "A3 Sy = .2377 " 1 \3 Fb= .6 *Fy= 33,000 psi. rx = 1.111" ry= .6185" Cm *fb /Fb[1- fa /F'e] = 0.38 _ COMBINED STRESS = 0.55 20" 44" 43" 41" • • ••• • • y - • • • • • • Front View Side Vtew o • •• •• • • ••• ••• • • • • ••• •••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• •• • • ••• • ••• • • • • • • • • • • • • • • • • • - • • - • • - • • • • • • • • • • • • • • • •• • • • • •••• • • • • • • • • • • • •• •• • • • • • • • • • • • • • • • • • • • • • • •• • • • • •• •• •• • SEIZMIC PROJECT NIKE GOLF INC. FOR DESIGN BUILD SHEET NO. 9 OF 14 MATERIAL HANDLING ENGINEERING CALCULATED BY MC DATE 1- 2- 03 - TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 L4 BEAM ANALYSIS :TYPE 1 BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE 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.Ib. WHICH EVER IS SMALLER) WILL BE ADDED. Tact = 108.0 in. 2.75" ■ I max = [1950 + 1200(M1 /M2)]b /Fy 1.75"4 SINCE M1 /M2 = 1.0 r - wg �( I max = 3150* b /Fy = 158 i n. j 1.625" SI NCE I max > I act Fb = .60Fy = 33,000 psi . 1 MAXI MUM STATI C LOAD PER LEVEL DEPENDS ON 3.655" 1) BENDI NG CAPACITY t = .0747 i n. M = Sx* Fb = w1/2/8 = 27522i n.I b. CAPACITY = 2(8* M/ I) = 36241 b. Sx = 0.834 i n. ^3 2) MAXI MUM ALLOWABLE DEFLECTION (U180). Ix = 1.544 i n.^4 L1= 5w I '4/384EI CAPACITY = 2[(384EI)/(5* 180* I /2)] = 33321b. • MAXI MUM STATIC LOAD PER LEVEL I S 3,332 I b. ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL. M stati c = wi "2/8 = LI VE.LOAD* L/( 2* 8) Mal I ow( stati c) = Sx * Fb Mimpact= 1.125 *Mstatic Mal I ow( sei smic) = 1.33 * Sx * Fb Msei s mi c = Mconn (SEE LONG. ANALYSIS) LEVEL Mstati c Mi mpact Mal low Msei smi c Mal low RESULT 1.125 Mstatic (static) (sei smi c) 1 6750 7593 27521 4866 36695 GOOD 2 6750 7593 27521 3057 36695 GOOD 3 6750 7593 .•: 27521 • ••• ••:3200 36695 GOOD 4 6750 7593 :: 2 %522 •': :2359 36695 GOOD •• •• • • ..... ••• ••• • • • ••• ••• • • • • • • • • • • • • • . • • • • •• •• • • ... • . ••• . • . . • .• • • ••• ▪ • • • • • •• • • ••• . • • •• ••• •• • .•• ••••••••• • • • • • •• •• •• • SEI ZMI C PROJECT NIKE GOLF INC. FOR DESIGN BUILD SHEET NO. 10 OF 14 MATERIAL HANDLING ENGINEERING CALCULATED BY MC DATE 1 - 2- 03 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 BEAM TO COLUMN CONNECTION Mupper Mconn= ( Mlower + Mupper )/2 + Mend Mconn. Mconn. CAPACITY OF CONNECTOR 0 0 o 0 0 0 a) SHEAR CAPACITY OF 7/16" DIA. STUD Area = .4375 = .150 "^2 Fy = 50,000 psi ! l Pmax = 3,000# Mlower b) BEARING ON COLUMN BEAM TO COLUM Abrg. = t * D t = .0747 min. CONNECTION = .5 * t Fu= 65,000 psi min. Pmax brg. = Area * Fbearing =.5t *2.22 *Fu P1 1" = 5,390# > 3,000# c) MOMENT CAPACITY OF BRACKET P2 2" 0 S bracket =110 2" P3 1/2" Mcap = S * Fbending = .110 *.66 *Fy ,` • C 1 /2" C= Mcap /.75 =1.67 P1 P1 = .798 Mcap 1 5/8" -� • = .0872 Fy = 4,360#> 3,000# C = P1 + P2 + P3 SINCE PLUG GOVERNS P1= 3,000# P1 (2 5/4.5)P1 + (.5/4.5)P1 • = 3 "/ rat Mconn. cap.= P1 * 4.5 + P2 * 2.5 + P3 * .5 = 5.94* 3,000# *1.33 • • • • • t = 7 ga. = 23,776 "# • • •• ••• ••• • • : •• •• • • •• ••• Sbracket = .110 " ^3 • • • ••• ••. . • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••• • ••• • • • •• • • • • • • • • • • • • •••• • • • • • • •• •• • • • • • ••••••••• •• • • • • • • •• •• •• • • SEI ZMI C PROJECT NIKE GOLF INC. FOR DESIGN BUILD SHEET NO. 11 OF 14 MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 CALCULATED BY MC DATE 1 - 2- O3 161 ATLANTIC STREET • POMONA • CA 91768 TRANSVERSE ANALYSIS : BRACING :TYPE 1 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 BRACI NG : COMPRESSION MEMBER L di ag. = [(L- 6) /2+(D- 2* Bcol )2] ^5 = 51.6 DI= 51.6" ; 4 Vdi ag = Vtrans * Ldi ag. / D L= 41" = 754# //„e kI /rmin = [ 1 * 51.6 ] / .404 = 127.8 Fa =[12T � T E]/ [2 3 (k I /r ) ] mayiisri�,� ,arr���oi���,7�f� = 9131 psi. fa /Fa =Vdi ag /(Area* Fa) D. 44 = 0.29 DIAGONAL AND HCRI ZONTAL BRACI NG W Ar ea= .288 " ^2 r rmin= .404 " H W= .05 4�7 H. 1.25 " • . .•. • • • • • .. •....• • • • • • • .. .. • • ... .•• • • • ••• •••• • • • • .. .. • • • • • • • • • • • • • • • • • • • • • • • . • • . • • ... • • • ••• • • • • .. • • • • • • • • • • • •• • • • • • • • • •• • • ••• • • • • • • • • • •• •• • • • • • ••• ••••••••• •• • • • • •• •• •• • • SEIZMIC PROJECT NIKE GOLF INC. FOR DESIGN BUILD MATERIAL HANDLING ENGINEERING SHEET N0. 12 OF 14 TEL: (909) 869 -0989 • FAX: (909) 869 -0981 CALCULATED BY MC DATE 1 -2 -03 161 ATLANTIC AVENUE • POMONA • CA 91768 OVERTURNING ANALYSIS: TYPE 1 ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2228.7.1 OF THE 1997 U.B.C. DEPTH = 44 IN TOP LEVEL HEIGHT = 132 IN (A) FULLY LOADED: EL ° 1 Fn Total Shear = 643 LB EL5 F5 Mot = l(Fi *hi) * 1.15 = 60540 IN.LB. * 1.15 = 69,621 IN -LB EL 4 F4 Mst = l(Wp +.85wDL) *D/2 EL 3 = (4000 LB + 0.85 "400 LB) *44 IN/2 F3 = 95,480 IN -LB EL 2 Puplift = (Mot - Mst)/Depth F2 = (69621 IN.LB. - 95480 IN.LB.) /44 IN EL 1 = 0 LB <= NO UPLIFT F1 (B) TOP SHELF LOADED: SHEAR = 161 LB H d —I Mot = Vtop * ht * 1.15 = 161 LB * 132 IN * 1.15 = 24,396 IN -LB Mst = (Wp +.85wDL) *D /2 • = (1000 LB + 0.85 *400 LB) *44 IN/2 = 29,480 IN -LB • Puplift = (Mot - Mst)/Depth = 0 LB <= NO UPLIFT ANCHORS QUANTITY= 2 PULLOUT = 875 LB SHEAR = 1840 LB (Ps/Pt) + (Vs/Vt) s 1.00 COMBINED STRESS(A) = (0 LB/1750 LB) + (321 LB/3680 LB) = 0.09 • • c 1. • • • COMBINED STRESS(B) = (0 LB/1754).113;1;14 • 1;B/81;130,[13), = 0.02 <1.00 OK USE (2) 1/2 "0x3 -1/2 "MIN. EMBED. HILSrKWf4 BOttal ��.�.8. • #46 7) OR APPROVED EQUAL. • • • : • •• • • • • • • • • . • • .. ... • VALUES ARE THAT WITHOUT SPECIAL' INSPECTION. SPECIAL INSPECTION IS NOT REQUIRED FOR ANCHOR INSTALLATION. .. • • • • • • • . . . . . . • • • • . . .. .. • • ••• • ••• ••• •••••• .. . • .. . • .. .. .. • • SEI ZMI C PROJECT NIKE GOLF • INC. FOR DESIGN BUILD SHEET NO 13 OF 14 MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 CALCULATED BY MC DATE 1- 2- 03 161 ATLANTIC STREET • POMONA • CA 91768 . BASE PLATE :TYPE 1 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) Vh/2 (FULL FIXITY). Mb IS THE SMALLEST VALUE OBTAINED FROM THE 3 CRITERIA ABOVE. Pcol = 2200lb. B = 7.75 in. D = 5 in. t =.375 in. Mb = 5301 i n.I b. b = 3 in. b1 = 2.375 in. P/A = Pcol /(D* B) = 56.77 psi. l Pcol M/S = Mb /((D *B/'2)/6) =105.9 psi. 1:1 1 : 1 fb2 = 2b /B *fb = 64.91 psi. fb1 = fb -fb2 = 40.99 psi. b1-- b -- b1 -/ Mbase = wb1/2/2 = b1/2/2[ fa +fb1 +.67fb2] B / Mbase = 397.8 i n.I b. Sbase = 1 * t/2 /6 = 0.0234 in/9 fa Fbase = .75Fy * 1.33 = 36000 psi. fb /Fb = Mbase/(Sbase*Fbase) = .47 fb2 fb fb1 ANCHOR TENSION ZMo = 0 T *d2= [Mbase- Pcol *b /2] T = Mbase /d2 - Pcol * b /2d2 1 Pcol T=4571b. . Mbase Mbase dl l 1a•! 11 • • ••• . Mbase • • / d2 dl • . • • • dl • • • ••• ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • ••• • ••• • • • •• • • • • • • • • • • • •• • • ••• • • • • • • •• •• • • • • • • • • • • • • • • • • •• • • • • •• •• •• • rigirriZ111:1116111111111411 PROJECT NIKE GOLF INC. FOR DESIGN BUILD SHEET NO 14 OF 14 MATERIAL HANDLING ENGINEERING CALCULATED BY MC DATE 1- 2- 03 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 SLAB AND SOIL TYPE 1 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. fa) PUNCTURE P max = 1.4 DEAD LOAD + 1.7 LIVE LOAD P max = 1.4 * Pcol + 1.7 * (Mot /d) = 5,7681b. Fpunct = 2* sgrt(f'c) = 89.4 psi . A P unct = w +t /2 + d +t /2 2 *t = 177.5 i n.n./2 fv A nt F n = 0.36 v Pmax/ u c u ct /F t ( P P (b) SLAB TENSION / b B Asoi I = Pmax /(1.33 * fsoi I) = 4.33 ft./2 = 623in.'2 L = sgrt(AsoiI) = 25.0 in. B = sgrt(w *d) +t = 11.2 in. b = (L- B)/2 = 6.9 i n. Mconc = wb '2/2 = (1.33 *fsoi I *b/2)/(1 44* 2) BASE PLATE = 218.3in.lb. w =7.75 in. d =5 in. Sconc = 1 * t /2/6 = 4.17 i n.^3 Fconc = 50 *sgrt(f'c) = 201.25 psi. CONCRETE fb /Fb = Mconc/(Sconc*Fconc) = 0.26 t = 5 i n. f'c = 2000 psi SOIL • • ••• • fs = 1000 psf. • • • • • • 1111 .. • • 0110 000 • • • • ••• ••• • • • • • •. • • • • • • • • • • • • • • • • • • • •. •. • • •0• • 000 • • • 01 • • • • • • • • • • • 110 • • •0. • • • • • • •. 0• • • • • • • • ••••••••• 00 • • • • 00 00 •• •