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Specifications & ° 2C — pto 2(oO .. SEIZMIC 750/ Slv' D wt. MATERIAL HANDLING ENGINEERING EST. 1985 STORAGE RACKS STEEL SHELVING SEISMIC ANALYSIS ALASKA INDIANA OHIO DRIVE -IN RACKS MOVABLE SHELVING STRUCTURAL DESIGN ARIZONA KANSAS OKLAHOMA CANTILEVER RACKS STORAGE TANKS CITY APPROVALS CALIFORNIA MICHIGAN OREGON MEZZANINES MODULAR OFFICES STATE APPROVALS COLORADO MINNESOTA PENNSYLVANIA CONVEYORS GONDOLAS PRODUCT TESTING CONNECTICUT MISSOURI TEXAS CAROUSELS BOOKSTACKS FIELD INSPECTION GEORGIA MONTANA UTAH PUSHBACK RACKS FLOW RACKS SPECIAL FABRICATION IDAHO NEVADA VIRGINIA RACK BUILDINGS FOOTINGS PERMITTING SERVICES ILLINOIS NEW MEXICO WASHINGTON N RECE EU JU. t 6 2 (1o24 CM OF %kV Lew • SEISMIC ANALYSIS OF STORAGE RACKS FOR WINCO FOODS #23 • 7500 DARTMOUTH ROAD • TIGARD. OR 972 — . JOB # 08 -1036 APPROVED BY • SAL. E. FATEEN, P.E. 7/9/08 4 EO PROreS . � •; :, �G 1 N EF s1 2, �� c., <•,.. 9 I r'` OREGON � ,. EL M � 00\ I Ex S3 1 zu0$i 161 ATLANTIC STREET • POMONA • CA 91768 • TEL (909)869 -0989 FAX.(909)869 -0981 SEIZMIC PROJECT WINCO FOODS #23 FOR NWHS (OR) MATERIAL HANDLING ENGINEERING SHEET NO. 2 TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY MC • -161 -ATLANTIC- STREET. POMONA. CA 91768 DATE - - 7/9/2008 • TABLE OF CONTENTS TABLE OF CONTENTS • SCOPE 2 PARAMETERS COMPONENTS & SPECIFICATIONS 4 LOADS & DISTRIBUTION 8 LONGITUDINAL.- ANALYSIS 9 • COLUMN 10 • BEAM 11 BEAM TO COLUMN 13 BRACING 14 OVERTURNING 15 BASE PLATE 16 SLAB & SOIL_ 17 • SCOPE: THIS ANALYSIS 01' THE STORAGE SYSTEM IS TO DETERMINE ITS COMPLIANCE WITH THE APPROPRIATE BUILDING CODES WITH RESPECT TO STATIC AND SEISMIC FORCES. THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE FIELD ASSEMBLED ONLY. WITHOUT ANY FIELD WELDING. • • • • r E7k 0 r PROJECT WINCO FOODS #23 FOR NWHS (OR) MATERIAL HANDLING ENGINEERING SHEET NO. 3 TEL : (909)869 - FAX • (909)869 - 0981 CALCULATED BY MC - 161 ATLANTIC: STREET. POMONA: C'A 91768 • . • DATE - - 7/9/2008 . THE STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS, WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN AND ADJACENT BAYS. THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYSED IN BOTH THE LONGITUDINAL AND TRANSVERSE DIRECTION. STABILITY IN THE LONGITUDINAL DIRECTION IS MAINTAINED BY THE BEAM TO COLUMN MOMENT RESISTING CONNECTIONS. WHILE BRACING ACTS IN THE TRANSVERSE DIRECTION. 0 ��$� . . \,..,,,,. ..,._ ,.,...„,. 41) . 1 ,: , \ ...\,.. ...,• �q . ' ill .,-'''''' 7 1 1 : � i . ... . 0 e CONCEPTUAL DRAWING * .. ID ... . 4111 ..... TRIBLITA.RY AREA. LEGEND i I. COLUMN 2. BEAM I ii 1 • 3. BEAM TO COLUMN 4. BASE PLATE :.... .......... ... ... ..............i................ . 5. HORIZONTAL BRACING 6. DIAGONAL BRACING TRANSVERSE 7. BACK TO BACK CONNECTOR aft LONGITUDINAL *ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET S PROJECT WINCO FOODS #23 • FOR NWHS (OR) MATERIAL HANDLING ENGINEERING . . . SHEET NO. 4 TEL : (909)869 - 0989 FAX : (909)869 - 0981 • - CALCULATED BY MC — 161 ATLANTIC STREET. POMONA. CA 91768 • . DATE... 7/9/2008. • COMPONENTS & SPECIFICATIONS : TYPE 48 92 "W SITE CLASS = D - VU - - YI =52 in LEVELS = ? H I = 78 in 1.. W I =4200 Ihs — , _ s , Y_ in 112 = 66 in W2 =4200 lbs Y3 = 26 in • PANELS ='3 Y3 LIVE LOAD = 4200 lbs. H2 FRAME HEIGHT = 144 in. \ - H V:'1 H Y2 FRAME DEPTH = 48 in. BEAM LENGTH= 92 in. I H1 i rr SEISMIC CATEGORY = I) Y7 / (En = 1.I2. S• _= 0.0442) r rYPE = SILGLI=: ROW MANUFACTURER = INTERLAKE COLUMN F--- BEAM ra? Level I CONNECTOR @ Level I OK OK OK Intik LU75 /3x3x13ga 5 X 2.75 X I5GA (50E) THREE PIN CONNECTOR Steel = 5500() psi Steel = 55000 psi Stress = 87% Stress =71% Max Static Capacity = 6564 lb. Stress = 64% • COLUMN BACKER BEAM () Level 2+ CONNECTOR (a), Level 2+ OK OK • 5 X 2.75 X I 5GA (50E) THREE PIN CONNECTOR None Max Static Capacity = 6564 lb. Stress = 39% Stress = Stress = ti = "r„ BRACING SLAB & SOIL HORIZONTAL OK DIAGONAL OK Slab = 5" X 2500 psi OK . • Soil Bearing Pressure = 1000 psf Intik 1 -1/2 X 1 -1/2 X l4ga Intlk 1 -1/2 X 1 -1/2 X 14ga Slab Puncture Stress = 45% Stress = 9'%u Stress = 24' ➢ :■ Slab Bending Stress = 57% BASE PLATE ANCHORS . • OK APPROVED ANCHOR 0.5 Dia. X 2.25 Min. Embd. OK 7.75 in X 5 in X 0.375 in Pullout Capacity = 580 lbs. Steel = 36000 psi Shear Capacity = 1 190 lbs. MBase = 8355 in. lb._ No. Of Anchors = 2 per Base Plate Stress = 81 "/, (or approved equal) Anchor Stress = 23'%. NOTES:ANALYZED PER SECTION 2208 OF THE 2007 OSSC. • • . . --------".---- . . . • ' ‘fi IC PROJECT WINCO FOODS #23 • • FOR NWHS (OR) MATERIAL HANDLING ENGINEERING SHEET NO. 5 TEL • (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY MC — • - 161 ATLANTIC STREET. POMONA. CA 91768 DATE - 7/9/2008 - - - - - - COMPONENTS & SPECIFICATIONS : TYPE 48 97 "W SITE CLASS = D 1 W 2 - - Y 1 = 5 in T WI =4200 lbs LEVELS EI_S = Ii l =78 66 m 1'2 = 52 in I12• =66 in W2 =4200 lbs. Y3 =-nm PANELS = 3 Y3 LIVE LOAD = 4200 lbs. .H2 FRAME HEIGHT= 14.4 in. - H W 1 H Y2 \ FRAME DEPTH = 48 in. BEAM LENGTH= 97 in. ) H1 f /. SEISMIC CA = 1.) Y1 (F �t ::.: 1.12. Ss = (1. )4 42 } !r , / l= L — f ,� D "1- MANUFACTURER = INTER -t•. '1'.-- � COLUMN I BEAM Or, Level I CONNECTOR lu) Level OK Ol< OK hulk LU75/3x3x I 3ga 5 X 2.75 X I5GA (50E) THREE PIN CONNECTOR Steel = 55000 psi Steel = 550(10 psi Stress = 84% Stress =71% Max Static Capacity = 6017 lb c Stress = 70 °/ COLUMN BACKER BEAM Vin? Level 2+ CONNECTOR @ Level 2+ • OK O1: • 5 X 2.75 X I5GA (50E) THREE PIN CONNECTOR None Ma\ Static Capacity = 6017 lb Stress = 36'%. Stress = Stress = 70% BRACING I SLABS SOIL HORIZONTAL OK DIAGONAL OK Slab = 5" X 2500 psi OK Soil Bearing Pressure = 1000 psf Intlk 1 -1/2 X 1 -1/2 X I4;a milk I -1 /2 X 1 -1/2 X l4ga Slab Puncture Stress = 45% Stress = i< '• < a Stress = 28% Slab Bending Stress = 57% BASE PLATE ANCHORS OK APPROVED ANCHOR 0.5 Dia. X 2.25 Min. Embd. OK 7.75 in X 5 in X 0.375 in Pullout Capacity = 580 lbs. Steel = 36000 psi Shear Capacity = 1 190 lbs. MBase = 8355 in. lb. No. Of Anchors = 2 per Base Plate . Stress = 81% (or approved equal) Anchor Stress = 23% • • SE�ZMI\i PROJECT WINCO FOODS #23 • FOR NWHS (OR) MATERIAL HANDLING ENGINEERING • SHEET NO. 6 TEL : (9091869 - 0989 FAX : (909)869 - (1981 CALCULATED BY MC 161 ATLANTIC: STREET. POMONA. CA 91768 DATE 7/9/2008 COMPONENTS & SPECIFICATIONS : TYPE 60 97 "W SITE CLASS = D W2 - -. - - Y1 = 52ui • LEVELS = 2 H I = 78 m. �' I =4200 lbs „2 = 5; In H2 =66 in W2 =4200 lbs , Y3= _6�n PANELS = 3 Y3 LIVE LOAD = 4200 lbs. H2 • FRAME l 144 in. \ H 1fl / 1 H Y2 \ \ \ \ FRAME DEPTI -I = 60 in. - '4 BEAM LENGT11 =9 7 in. \ H1 / SEISMIC CATEGORY = I) I Y1 {'• (Fa -- 1.1 Ss (1.9442) / TYPE = S! ULE ROW ',. - • MANI JFAC:I INT ERL, AKl: j COLUMN _ BEAM (a) Level 1 . CONNECTOR tn? Level 1 OK OK ON. Intlk I..U75 /3x3x 13ga 5 X 2.75 X ISG.A (50E) THREE PIN CONNECTOR Steel = 55000 psi Steel = 55000 psi Stress = 84% Stress =71% Max Static Capacity = 6017 lb. Stress = 70% COLUMN BACKER BEAM r). Level 2+ CONNECTOR @ Level 2+ OK OK 5 X 2.75 X I5GA (50E) THREE PIN CONNECTOR None Max Static Capacity = 6017 lb. Stress = 36% Stress = Stress = 70% BRACING• I SLAB & SOIL HORIZONTAL OK DIAGONAL OK Slab = 5" X 2500 psi OK Soil Bearin2 Pressure = 1000 psf Intlk I -1/2 X 1 -1/2 X 14ga intlk I -1/2 X I -112 X 141.1a Slab Puncture Stress = 42% Stress = 14% Stress = 32% Slab Bendinu Stress = 51% BASE PLATE ANCHORS OK APPROVED ANCHOR 0.5 Dia. X 2.25 Min. Embd. OK 7.75 in X 5 in X 0.375 in Pullout Capacity = 580 lbs. Steel = 36000 psi Shear Capacity = 1 190 lbs. • MBase = 8355 in. lb. No. Of Anchors = 2 per Base Plate Stress = 81% (or approved equal) Anchor Stress = 23% SEIZ MIC PROJECT WINCO FOODS 1/23 FOR N W HS (OR) MATERIAL HANDLING ENGINEERING SHEET NO. 7 TEL (909)869 - 0989 FAX . (909)869 - 0981 CALCULATED BY MC • - 161 A MLANTICSTREET :I'OMONA. CA 91768 DATE 7/9/2008 - -- COMPONENTS & SPECIFICATIONS : TYPE 48 I50 "W SITE CLASS = D r,,. - \ - VI .= 52 in I I I =78 in • � ` W I =4200 lbs , _ , LEVELS T Y_ = 5,. in 112 =66 in W2 =4200 lbs. PANELS. = .. y3 • LIVE. LOAD'= 420(1 lbs. H2 FRAME HEIGHT= 144 in. . H . W 1 H Y2 FRAME DEPTH = 48 in. — • BEAM LENGTH= ISO in. } f : H1 i SEISMIC CATEGORY = I) Y1 / ( I:a _. 1.12. Ss -- 0.9442) I �/ ROW • .1 .r "1'1'1'1; = SINGl,i. _ MANUFACTURER = INTERLAKE -i i ,I=--- Q' COLUMN BEAM 0) Level I CONNECTOR (dt Level I - OK OK OK Intik LU75 /3x3x I3e.a 6.54 X 2.75 X I3GA (65Q) FOUR PIN CONNECTOR Steel = 55000 psi Steel = 55000 psi Stress = 41% . Stress =71% Max Static Capacity = 7057 lb. Stress = 60% COLUMN BACKER BEAM n Level 2+ CONNECTOR @ Level 2+ OK OK 6.54 X 2.75 X 13GA (650) FOUR PIN CONNECTOR . • None Max Static Capacity =• 7057 lb Stress = 15% Stress = Stress = 60% BRACING SLAB & SOIL • HORIZONTAL OK DIAGONAL OK Slab = 5" X 2500 psi OK Soil Bearing Pressure = 1000 psf Intlk I -1 /2 X I -I/2 X 14sa ' Intlk 1 -112 X 1-112 X l4ga Slab Puncture Stress = 65% Stress = 9",. _ Stress = 28% Slab Bending Stress = 57% BASE I'LATE _ ANCHORS • OK APPROVED ANCHOR 0.5 Dia. X 2.25 Min. Embd. OK 7.75 in X 5 in X 0.375 to :' Pullout Capacity = 580 lbs. Steel = 36000 psi Shear Capacity = 1 190 lbs. MBase = 8355 in. lb. No. Of Anchors = 2 per Base Plate Stress = 81% (or approved equal) Anchor Stress = 23% • • SEIZMIC • • INC. PROJECT WINCO FOODS #23 • • FOR NWHS (OR) MATERIAL HANDLING ENGINEERING. • . SHEET NO. 8 • TEL: (909) 869 -0989 • FAX: (909) 869 -0981 CALCULATED BY MC — ' - '- --- - 161 ATLANTIC 'AVENUE •• POMONA'CA 91768 DATE - 7/9/2008 • - -•- - - - - LOADS & DISTRIBUTION: TYPE 48 92 "W LIVE LOAD PER SHELF (BASED ON CLIENT SUPPLIED DATA) = wLL DEAD LOAD PER SHELF = wDL SEISMIC BASE SHEAR BASED ON SECTION 2208 OF THE 2007 OSSC. 2002 RMI & SECTION 15.5 OF ASCE 7 -05 WHERE: V = Cs * Ip * Wtotal AND Cs = 2.5 *Ca /R AND Wtotal = (0:667wLL +'wDL) SITE CLASS = D . S1)s = 2 /3 *Fa *Ss ' . ' AND Fa = 1.12, Ss = 0.9442 Ca = 0.4 *S • <=== PER SECTION 15.5.3 ASCE 7 -05 = 0.282 Ip = 1:00 •__= NO PUBLIC ACCESS Rw (LONGITUDINAL) = 4 • E`° F Rw (TRANSVERSE) = 4 ■-■,---- EL 5 F 5 wDL. = 100 LB V IIHEIGHT= 144 44 IN EL4 EhIM WIDTH= 92 IN Fa DEPTH= 48 IN EL, F3 LONGITUDINAL DIRECTION: Vlong = X2.5 *0 282* 1 *(0.667 *8400 LB--200 LLi1 /41/1.4 EL7 F2 = 730 I.,Li ELt 1 . Fi = V \ \phi /YWh TRANSVERSE DIRECTION: Vtrans = [2.5 *0 282* I *(0.6(17 *8400 L.B +200 LB)/4]/1 .4 = 730 LB • Fi = V Whi /) Wh • LATERAL FORCE DISTRIBUTION h LEVEL WEIGHT HEIGHT • W X H Fi Fi Mut IN LB IN LB-IN (LONG) (TRANS) (Fi *hi) . 78 I 4.200 78 327.600 257 257 20.011 66 2 4.200 144 604.800 474 474 68.203 - 3 - - - - - - . • ' - 4 - - - - - - - 5 - - - - - - - 6 - - - - - - - 7 - - - - - - - 8 - - - - - - - 9 - - - - - - - 10 - - - - - - - . 12 - - - - - - - 13 - - - - - - 14J 1 = 932,400 730 LB 730 LB 88.214 ' " TOTAL FRAME LOAD = 8600 LB ' • • • S�I��1C1 PROJECT WINCO FOODS #23 FOR N WHS (OR) MATERIAL HANDLING ENGINEERING SHEET NO. • 9 TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY MC • 161 ATLANTIC STREET. POMONA -C.A 91768 DATE 7/9/2008 . _ _ • LONGITUDINAL ANALYSIS: TYPE 48 92 "W THE ANALYSIS IS BASED ON THE PORTAL METHOD. WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT MID- HEIGHT BETWEEN REAMS. 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). Mn-n Fn MI,,,,,. -+ - Lot+ = ,V ` (b,m'I? -1- A ( nnn'/' , Al( /A1�, // M5 -5 ;ME5 2 M44 Ai gm 1 -4 2 / b? i M3-3 M2-2 I % V I'' • 2 365 •; i h l \'I base ,' „ M /:,,,,• = 8355 in/lb — _ 41183 in /lb FRONT E I.F..VATIi N LEVELS /7, /; AXIAL LOAD MOMENT Mconn - I 76 128 4.300 19.385 17.686 2 66 237 2 .150 7.821 7.994 SAMPLE CALC. MI -i =(V(or • h,) — MH,„,• = (365 Ibs X 76 in) - 8355 in/lb = 19.385 in/II) • BERM PROJECT WINCO FOODS #23 • • FOR NWHS (OR) MATT RIAL HANDLING ENGINEERING SHEET NO. 10 TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY MC --- • • 161 ATLANTIC STREET. POMONA-. CA 91768 DATE - 7/9/2008 • - - COLUMN ANALYSIS : TYPE 48 92 "W P = ••••, 4300 lbs M = 19385 in /lb • K •L • 1.2 X 76in / I.3 I96in R = r = 69.1 ICL - - Max 69.1 K L, R = I X 52in / 1.08in . R,• = 48.1 F1 E l'3 A --c- _ = 61KSI • (lc .J' ) r===--: 7- rA9cn- F'• = 28 KSI B - S'ince : F. > F, /2 • i F- .` _ 55 KSI X [ I - 55 KS1 / (4 X 60.95592KS1)1 F, =F 1- 4• F ., = 42.6 KSI . Prl = AO • F, = 0.757 +n "2 X 42.6 KSI = 32243 lbs SECTION PROPERTIES J'„ = P = 32243 lbs / 1.92 = 16793 lbs - S2c A : 3 i P B : 3 in = 0.26 P t : 0.09 in Flexure Aeff : 0.757 in P P it'! . lx . I .32 in ^4 �S'incc : — > 0.15 CTrech : -- -1- ' < l . 3 3 Sx : 0.879 in`'3 /'. P, !14(r.r Rx : 1.3196 in A•Ivie/d = !1'/,. = .S,. • F, - 0.879 In' X 55000 PSI = 48345 in /lb Iv : 0.871 in"4 Sy • 0.574 ie3 M R• : 1.08 in !l'Jax = = 48345 / 1.67 28949 in /lb Kx . 1.2 qt Lx : 76 in Kv :I . = (3.14159)^2 X 29500 KSI X 1.32 /OA .2 in = 46207 lbs Lv : 52 in Fv : 55 KSI E : 29500 KSI 1 Jr, = l J) - (1 / (1 - (1.92 X 4300 lb / 46207 Ib))) ^ -I = 0.82 c2c : 1.92 - - 1/ 1- S2c• - pf: 1.6 ( P — cr Cmx : 0.85 Cb : 1 (4300 lb / 16793 lb) -+- (0.85 X 19385 in /lb / 28949 in /lb X 0.82) = 0.45 < 1.33 (71%) • • • • ‘411C • • PROJECT WINCO FOODS #23 • • FOR NWHS (OR) MATERIAL HANDLING ENGINEERING SHEET NO. I I TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY MC • — - . 161 Al LA 11C STREET. POMONA. CA-9.I.768 DATE . ..7/.9/2008_ BEAM ANALYSIS : TYPE 48 92 "W BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THE SYSTEM. ALTHOUGH IT bOES NOT PROVIDE FULh,EIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING PARTIAL END FIXITY. FOR THECOMPUTATION•OF BEAM TO COLUMN MOMENT CAPACITY, THE PARTIAL END FIXITY MOMENT OF THE BEAM WILL?, BE ADDED TO THE LONGITUDINAL FRAME MOMENT FOR THE ANALYSIS OF THE CONNECTION. • EFFECTIVE MOMENT FOR PARTIALLY FIXED BEAM For a simply supported beam. the max moment at the center is given by IPL - / . An assumption of partial fixity will decrease this maximum moment by the folloWing method. , Percentage of End Fixity = 25% 0 = 0.25 Mcenter(simpte) MCentcr = MCenter(Simple ends) 0*MCenter(Fixed ends) Mods Mcenter (fixed) !!! (fixed) W/'/8 — �¢ • 2/12= 0. 104•Fi7- Reduction Coefficient (3 = 0.104/0.135 = 0.833 ! - -•- M eme = • I'l'/ ,/8 = 0.833 . R7' /8 L 'mar. • • Al = 0' 11.1;t,< (Fixc'c1EndS = I'l- ' / 2 %1) . 0.25 H H 0.0208 • Hz/ 2 TYPIC.ALBEAM FRONT \ EW EFFECTIVE DEFLECTION FOR PARTIALLY FIXED BEAM For a simply supported beam. the max deflection at the center is given by5IN V 384 El An assumption of partial fixity will decrease this maximum deflection by the following method. • • 1I ,!, _ . • , , ' 384 • E • 1.. 1-iveLucul 1lvl = 4200 lbs DeaciLocicl111,1- 41b /tt X 2 X (92/12) _ 61 lbs X17! <•„�.,. = 0.104* Iv/ = 20417 in /lb !11 � . ,„ / , = 0.0208* W1' = 4083 in /lb F, = 0.6• = 33000 PSI • FB = 33000 PSI • • • • SEIZIVII • • PROJECT WINCO FOODS #23 FOR NWHS OR • MATERIAL HANDLING ENGINEERING SHEET NO. 12 TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY MC ' 161 ATLANTIC STREET. POMONA. DATE • 7/9/2008 - • REAM ANALYSIS : TYPE 48 92 "W MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON: C I. MAXIMUM MOMENT CAPACITY -- - I 1 1 L) F,, = M /S • • ,6 •(1471'/8) FB �r = S , FB •16•S, tt'1ay.Weighi 11171 = — - . u • 1 'L = ((33000 X 16 X 1.094) / (0.833 X 92)) X 0.875 = 6564 Ibs /I I / = 2.864 in'`4 Sr = 1.094 inA3 2 . MAXIMUM ALLOWABLE DEFLECTION • /, =55000 PSI a(impaciCoefcienl) = 0.875 L /180 = 0.5 I I In B = 0.25 �= 0 .833 5I41 4 L(Length) = 92 in L„ = 92 in A = • / Step = 1.625 in BeamThicknes.v = 0.063 in 84 ' L • 1, BeamDepth = 5 in 384 E • I u�,,, Top 1.1'idlh = 1.262 in Bo11om14idlh = 2 75 in A•la.v.G1 / l�'1 = = • L' —4B = ((384 X 29000000 X 2.864 X 0 51 1) / (5 - (4 X 0.25))) X 9 = 10467 Ibs /M MAXIMUM ALLOWABLE LIVE LOAD PER LLVEI.. 65641bs/IvI Bean1Siress = 64% ALI..O‘,VAI3LE AND ACTUAL BENDING MOMENT AT EACH LEVEL *1.33 rl l = / 8 r1 ' l : ui„ , ..1,, ,,,, = .S ur = .S F. ,„„rc A l = :1.1. *1.125 A'l`,,,,,,, = A' Level . M Siam . N4 i,,,,.; N'1 Aiim,..S,:mc N4 Seis„C M \II w•.ScismC Result 1 20417 22969 36102 17686 48136 GOOD 2 20417 22969 36102 7994 48136 GOOD • • • SEIZ�AIC PROJECT WINCO FOODS #23 • FOR NWHS (OR) MATERIAL HANDLING ENGINEERING SHEET NO. 13 TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY MC • 161 Al LANTIC•STREET. POMONA. CA 91.768 DATE 7/9/2008 BEAM TO COLUMN ANALYSIS : TYPE 48 92 "W CONNECTION CAPACITY DEPENDS ON THE FOLLOWING PARAMETERS: AT LEVEL I I. SHEAR CAPACITY OF PIN Pi »Diulneler = 0.438/n. • . F. = 55000 PSI - — A,.,,,,„ = Diurneler • 4 = 0.1507 in ^2 P = 0.4 • F, • A = 0.4 X 55000 X 0.1507 in^ = 3315 lbs 2. BEARING CAPACITY OF PIN C Cnl = 0.09 r F„ = 65000PSI 0 cr = 2. 22 P = a. I' Diu. • (.•n1.Tl,ickne.s... /Q = 2 X 65000 X 0.438 X 0.09 / 2.22 = 2562 lbs 3. MOMENT CAPACITY OF BRACKET • EdgeDi.SI . = 1 .0 /n. • Pin.S %pacing = 2 In F, = 55000 PSI C = 1, +P, +1' = P +I1(2.5/4.5) +/(.5/4.5) = PI X 1.667 T = 0.1 791n. \ S,.,,,, =0.127 1n ' = • = 0.127 In''•3 X .66 X Fy - 4610 in-lb C •c/ = t•I, = I.667 )i -d 3 „ d = EdgeDisl /2 = 0.5 `_ 13( h ,, = M c ,,,,,,m, I( 1.667 - d) = 4610 / (1.667 X 0.5) '= 5531 lbs 1 J 1 MINIMUM VALUE OF PI GOVERNS ,j` 1 - 3R 4 = 2562 lbs [ mac,,,,,, - .411 „ „• = [P *4.5] +[P, *(2.5/4.5) *2.5] +[P *(.5/4.5 )*.5] *1.33 = 20255in -Ib > 17686in -lb OK • • SE7Z PROJECT WINCO FOODS #23 ��� • FOR • NWHS (OR) MATERIAL HANDLING ENGINEERING • SHEET NO. 14 • TEL: (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY MC — 161 ATLANTIC STREET POMONA: C:A 91768 DATE - 7/9/2008 -- -. - - TRANSVERSE ANALYSIS: BRACING: TYPE 48 92 "W 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 Ldiag =1l (L — 6) +(D— (2 . BCo/)) _ 62.3" I1* 0 -t Vlrans • LDiag • Vdiag = . • = 1083 Ibs , / • C/ Pma: // k/ (I X 62?896) ! ((►.aBS) - 127.6 In rA4in /./ ff . ' 1 F = = 17567.3 PSI k /; } i s /14117 • SIDE ELEVATION F = 27500 7 Panel I- Iei2ht (L) = 52 In F < F . Panel Depth (D) = 48 In Column Depth (B) = 3 In • 1„ = F, = 17567.3 PSI Clear Depth (d) = (D - 2 *B) = 42 • 1', = Area. f„ _ :534 lbs . Qc• = 1.92 P = Q = 2882 lbs VDiag Brace Stress = P = 0.38 1.33 (28 "A) u • • • • SEIZMIC PROJECT WINCO FOODS #23 FOR NWHS (OR) MATERIAL HANDLING ENGINEERING SHEET NO. 15 TEL : (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY MC — • • 161 ATLANTIC STREET. POMONA. CA 91768 DATE 7/9/2008 OVERTURNING ANALYSIS : TYPE 48 92 "W FIJULY LOADED • Total Shear = 730 lbs A1 „;a = 1 ',,,,,,, • Ht • 1.15 --�- F r • M„ = 730 X 121 X 1.15 = 101580 in /lb F6 A9„ = (Hi +. 85wDL)• d/2 M = (8400 +(.85 X 200)) X 48/2 = 205680 in /lb 11- F5 1l'�'I — „) = (101580 - 205680) / 48 • = _ -2169 lbs. Pupliti 0 No Up Lift f ,___ -4 F4 ci 1 � . � f TOP SHELF LOADED \! --11- 7 1 F3 Shear = 378 lbs i / = 1 `,,,., • Hi • 1.15 3\\, F 2 \ r A4 = 378 X 144 X 1.15 = 62544 in /lb l / .. /1/F1 A = � (iv,, +ii'DL)• /l2 }.. • I I • ... • !11 = (42200 - (.85 X 200)) X 48 /2 = 104880 in /lb }=D P uplift } l �Al — A-f„ rROSS AISLE ELEVATION (62544 - 10= 158()) / =1t; -882 lbs. Puplit)(= 0 No up Lift ANCHORS No. of Anchors : 2 Pull Out Capacity : 580 Lbs. • Shear Capacity : 1 190 Lbs. COMBINED STRESS Fully Loaded = (0 / 580 X 2))+ ((730 /2)/0190 X 2)) = 0.15 Ton Shelf Loaded = (0 / (580 X 2))+ ((378 /2)1(1190 X 2)) = 0.08 USE 2 APPROVED ANCHOR 0.5 Dia. X 2.25 Min. Embd. Anchors per BasePlate. (or approve) equal) • `SEO PROJECT WINCO FOODS #23 FOR NWHS (OR) ' MATERIAL HANDLING ENGINEERING SHEET NO. 16 TEL • (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY MC — • 161 ATLANTIC STREET.-POMONA: CA 91768 - DATE -.- 7/9/2008 •-• - BASE PLATE ANALYSIS : TYPE 48 92 "W THE 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 I. MOMENT CAPACITY OF THE BASE PLATE, 2. MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3. Vco1*Ih/2 (FULL FIXITY). Mb IS THAT SMALLEST VALUE OBTAINED FROM THE 3 CRITERIA ABOVE. Pr „r = 4300 lbs Bass Plate Width (B) = 7.75 i b = 3 in M = 8355 in/lb - Ba.se Plate Depth (D) = 5 in b) = 2.375 in . Base Plate Thickness (I) = 0.375 in Fv (base) = 36000 PSI P • P „r = • 111 PSI .4 D • B f „. . f, = D B , %6 = 166.9 PSI 2•h, . .11,2= • I = 102.31 1'S! . 13 n t - b -- �-- i s -, . /;,1 = .1;, — fr = 64.62 PSI : - e • • , , A4,, = ” _ . [ / +1,,, + .67 f3 111111 1 = 687.57 in/lb :. • S. = I / = 0.02 in/cl, _ row [ — flu = .75F .1.33 = 36000 PSI . •• .. - ,b, f,, Al ,, 4r f = (1.81 1 OK ff, . - ANCHOR TENSION Pco Dp VO. o R esislinz Tension (n) = I M / ••. X o ? xu„ ( t •ur • ) i4 i r . T = Mx,,,, – „r .h = 0 T Danchor4 d, n • d, NEGA I IVE. fI Ii :REhoRF NO TENSION • • S EIZNiIG PROJECT WINCO FOODS #23 FOR NWHS (OR) mATFAziAL HANDLING ENGINEERING SHEET NO. 17 TEL : (909)869'- 0989 FAX : (909)869 - 0981 CALCULATED BY MC — • 161 ATLANTIC STREET. POMONA. CA 91768 , . ' DATE 7/9/2008 SLAB AND SOIL : TYPE 48 92 "W 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. PUNCTURE P,,,,,,. . = 4300 lbs illa, = 101579.5 in-lb P `.. = (1.7... `v +1.0 . (M „, Id)) = 8004 lbs — � - 100 PSI 9 = B + - I + \ W +— t )1- 2./ = 177 - ,,r,„, J c �,• = P n;,, _ 0.45 b B , SLAB •I 1, 144 m ”' 1.33.j 3. .f,,,,! B = 7.75in • . L = IT: = 29.44 in If.' = 5 in B = ,IB►Ili +l = 11.22 in • Frame Depth d = 48 in L — B h = = 9.11 in CONCRETE 1c = 2500 PSI . 1O - _ 1 .» • .f.,„d • h = 383 in III 't' = 7 144.2 I = 5 in S = 1 /' _ 4.17 ch. in. 0 = 0.65 6 L ,/ SOIL ` rr,n� — ��1I .1: = 162.5 PSI fsoi] = 1000 PSF / = 114 = 0.57 Fh S( ' 1 OK