Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications
f PERMANENT PLAQUE NOT LESS THAN jb�0V _ ©O 2 .C1 - 50 SQ INCHES IN AREA TO BE PLACED - V - IN CONSPICUOUS LOCATION STATING • �(� . 2000# CAPACITY @ 36', 72', 108', 144' - 7Z9 g S y'/ 1'�'- �'`'� + Dr • • 3' -8' 9' -0' • r - .. r - LOAD- BEAM ,, : �T _ • '� w F� PRO/ i t ( I N F • CONNEC 3 0 � G F e p W LOAD BEAM W q- 1 i •• •P �-- E k CONNECTOR 3' -O' • °�G J i o . U 12' -O' LOAD BEAM ' - �FN J R� $1. � z \-- 12/ EXP. DATE 12 /p[� BRACE J . LOAD BEAM 0 I U 5 CONNECTOR 3' ___I -0' i . 0 .L3 > r �� UPRIGHT LOA BEAM ELEVATI ❑N �0 11 004 co v) C/, �YOF a H U auk, D� f ARI� _ Z ° F— '13 I 3' (Z o I-- C ( COLUMN H o Q < 14 GA THK 3/8x 4x 7 BASEPLATE X W W Z J (2) 1/2'0 ANCHORS j J W J i O. 0 - 3' 1/8 r1-1/2' V C 1.5 x 1.25 1.5 EA SIDE W W 3/8'x 4'x 7' 14 GA THK n BRACE EA S Q X Q (" . W _1 w W F- i, BASEPLATE 2' OF 1/8' FF• - X J W o Q (2) 1/2'0 ANCHORS FILLET WELD N r, 00 -- II C3 I �/ LL 3 • • EA END TO COLUMN I 1 W W a' > Q z D Q ■ BRACE 6 N H J ra wa - 1/8 "1 -1/2' EA FACE 1/8' �1' V � 1 . 6' CONCRETE SLAB ON GRADE I X AJ WQ' D H-- 3 A Li_ CD X COLUMN & BASE PL 4 -. COLUMN BASE X- SECTI ❑N u u� 3 Z 3 CO o Z Z I '' I— p N BRACE CONN D II J a J � W a W o _J Q - V �Qq)a v' - ' 00 Z LL_ Q a. 0 J rs, • 0_N 0JH -0 C') - O ~ ^ I 1 -5 /8'H x 1' W Al I A J N W v) Z z f (3) PIN CONN W ¢ D o STEP CONNECTOR ,� CI Q� .4 5 0 (3) AISI A502 -2 RIVETS 0 0 ; 4 v) U 1Z7 (z '' o xU 0 1 14 GA THICK • 0 LOAD BEAM 7/16'0 2'oc 0 . ( II Q U HOOK THRU SLOTS 3 0 I O II W¢ Z W C] Z O ) 2.75 3/16' S THK x f 0 \ IN COLUMN o o : Z II A v) J Q � 0 1/8 V ALL AROUND - 0 I ^ ^ ^ ^ ^ Tt o. CONNECTOR 0 ; .--; (v r) 4 Iri ° 5 LOAD BEAM 0 0 I SAFETY PIN TO RESIST 7 V W 1000# UPLIFT LOAD 7 13 o• COLUMN -BEAM CONN i ` } E . U 1 . .' PERMANENT PLAQUE NOT LESS THAN 50 SQ INCHES IN AREA TO BE PLACED � IN CONSPICUOUS LOCATION STATING 2000# CAPACITY @ 36', 72', 108', 144', 180' ` 1 9' -0' ; I r__LIg:_-1 LOAD BEAM w :lr • \ LL1 CONNECTOR 0' 013 PRO '4 LOAD BEAM 44. 44 X' G I N F � � 1194• CONNECTOR 3' -0' / / z W LOAD BEAM NV 4 . 3, tq N J. RI D 15' -0' CONNECTOR 3' -0' d \ LOAD BEAM EXP. DATE: 12(pt� W w z CONNECTOR 3 ' -0 , x D LOAD BEAM BRACE a 5 CONNECTOR o 3' -0' t 1 M co UPRIGHT = LOAD BEAM ELEVATION in (4 a I— ce U o O v ) I I A - 171 (7) z a_ I— �,� o .-. a 0 F _1 COLUMN 3' O Q Q o lr) O 14 GA THK 3/8x 4x 7 BASEPLATE X W N W 1 W q Z 3 , (2) 1/2'0 ANCHORS --I Ce J 0 Q C 1.5 x 1.25 1.5 1/8 ►1 - 112• > U W 3/8'x 4'x 7' i1 EA SIDE Ca X q N '4- J C1 13 14 GA THK n1 BR ACE Q v) in U J U F- r BASEPLATE 2 OF 1/8 m°i ► t:m FF x J W o > Q L,J (2) 1/2'0 ANCHORS FILLET WELD ,y I is N N - a_ II a U 3 EA END TO COLUMN Q-/ LL • 6 3.38 U W Q L7 z q O Q BRACE 1 /8 ' V1' Q (71 O U W� c� C 1/8 1 -1/2' EA FACE C. , ` 6' CONCRETE SLAB ON GRADE I Y J N 3 A W LL U COLUMN & BASE PL 4�P COLUMN BASE X- SECTION U tin U z Mo ZZ Z a� 0 I --, 0 u 3 o 3 , I a � � D 7 r. BRACE C ❑NN D 11 J c J d I w a W z I — ti I� � Q q .ct � oo z LI_ Q c. o crN ( ('7' - ' � W > a u L Q � E JO O N O 0 I--, 1 ' J NQ Z Z f 1 -5 /8'H x 1' W (3) PIN CONN 41 A ¢ U W V) 1 o STEP CONNECTOR �+ _ O` Q' ce 5' o (3) AISI A502 -2 RIVETS Z 00 0 4 U II W q I ` - ' W 14 GA THICK o HOOK THRU SLOTS LOAD BEAM 7/16'0 2'oc 1– II N H Q U tea` Z 1 A 0 kti4 , O II W Q U O Z 1 ('I 3/ 6 / 8 THK xf c IN COLUMN o 0 : , l' , Z II q I (n J Q (lf 0 2 75� CONNECTOR 1/8 V ALL AROUND 0 0 ^ ^ ^ `r .-:(U M In o S LOAD BEAM 0 0 SAFETY PIN TO RESIST VD W 1 000# UPLIFT LOAD 0 6 0 COLUMN -BEAM CONN ‘D r x U Calculations for : MULTICRAFT PLASTICS TIGARD, OR 06/16/2004 Loading: 2000 # load levels 4 pallet levels @ 36,72,108,144 Seismic Zone 3 1006 Utilization Ca = 0.36 Cv = 0.54 108 " Load Beams Uprights: 44 " wide SINGLE ROWS C 3.000x 3.000x 0.075 Columns C 1.500x 1.250x 0.075 Braces 4.00x 7.00x 0.375 Base Plates with 2- 0.500in x 3.38in Embed Anchor /Column 5.00x 2.750x 0.075 Load beams w/ 3 -Pin Connector by : Ben Riehl Registered Engineer OR# 11949 CT:' ED o io n Qc 1194 • "A 0 4 3 ' DATE: 1201 1 25 Cold Formed Channel Depth 3.000 in Fy = 50 ksi Flange 3.000 in Lip 0.750 in Thickness 0.0750 in COLUMN SECTION R 0.1000 in Blank = 9.96 in wt = 2.5 plf A = 0.747 in2 Ix = 1.191 in4 Sx = 0.794 in3 Rx = 1.263 in Iy = 0.935 in4 Sy = 0.544 in3 Ry = 1.119 in a 2.6500 Web w/t 35.3333 a bar 2.9250 Flg w/t 35.3333 b 2.6500 x bar 1.2423 b bar 2.9250 m 1.6690 c 0.5750 x0 - 2.9114 c bar 0.7125 J 0.0014 u 0.2160 x web 1.2798 gamma 1.0000 x lip 1.7202 R' 0.1375 h/t 38.0000 Section Removing: 0.640 inch slot 0.75 inches each side of center on web 0.375 inch hole 0.87 inches from web in each flange A- = 0.152 in2 A' = 0.595 in2 x bar = 1.478 in I'x = 1.014 in4 S'x= 0.676 in3 R'x= 1.305 in I'y = 0.743 in4 S'y= 0.476 in3 R'y= 1.117 in Cold Formed Channel Depth 1.500 in Fy = 50 ksi Flange 1.250 in Lip 0.000 in Thickness 0.0750 in BRACE SECTION R 0.1000 in Blank = 3.73 in wt = 1.0 plf A = 0.280 in2 Ix = 0.106 in4 Sx = 0.141 in3 Rx = 0.614 in Iy = 0.046 in4 Sy = 0.056 in3 Ry = 0.403 in a 1.1500 Web w/t 15.3333 a bar 1.4250 Flg w/t 14.3333 b 1.0750 x bar 0.3946 b bar 1.2125 m 0.5298 c 0.0000 x0 - 0.9244 c bar 0.0000 J 0.0005 u 0.2160 x web 0.4321 gamma 0.0000 x lip 0.8179 R' 0.1375 h/t 18.0000 L • Cold Formed Section HEIGHT OF BEAM 5.000 INCHES MAT'L THICKNESS 0.075 INCHES INSIDE RADIUS 0.100 INCHES LOAD BEAM WIDTH 2.750 INCHES STEEL YIELD 50.0 KSI STEP 1.625 INCHES HIGH 1.000 INCHES WIDE ABOUT THE HORIZONTAL AXIS ABOUT THE VERTIC L Y LY LY2 Ii X LX LONG SIDE 4.6500 2.5000 11.6250 29.0625 8.3787 0.0375 0.1744 TOP 1.4000 4.9625 6.9475 34.4770 0.0000 0.8750 1.2250 STEP SIDE 1.3500 4.1500 5.6025 23.2504 0.2050 1.7125 2.3119 STEP BOTT 0.7250 3.3375 2.4197 8.0757 0.0000 2.2125 1.6041 SHORT SID 3.0250 1.6875 5.1047 8.6142 2.3067 2.7125 8.2053 BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3.3000 CORNERS 0.2160 4.9125 1.0610 5.2124 0.0004 0.0875 0.0189 2 0.2160 4.9125 1.0610 5.2124 0.0004 1.6625 0.3591 3 0.2160 3.3875 0.7316 2.4784 0.0004 1.8000 0.3888 4 0.2160 3.2875 0.7101 2.3343 0.0004 2.6625 0.5751 5 0.2160 0.0875 0.0189 0.0017 0.0004 2.6625 0.5751 6 0.2160 0.0875 0.0189 0.0017 0.0004 0.0875 0.0189 TOTALS 14.8459 33.3500 35.3909 118.7238 10.8928 17.8875 18.7564 AREA = 1.113 IN2 CENTER GRAVITY = 2.384 INCHES TO BASE 1.263 INCHES TO LONG SIDE Ix = 3.394 IN4 Iy = 1.310 IN4 Sx = 1.297 IN3 Sy = 0.881 IN3 • Rx = 1.746 IN Ry = 1.085 IN 5 BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 5 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 2000 LBS PER PAIR CONNECTOR VERTICAL LOAD = 500 LBS EACH RIVETS 3 RIVETS @ 2 " oc 0.4375 " DIA A502 -2 1st @ 1 "BELOW TOP OF CONNECTOR AREA = 0.150 IN2 EACH Fv = 22.0 KSI Vcap = 3.307 KIPS EACH RIVET BEARING Fb = 65.0 KSI BRG CAP= 2.133 KIPS EACH RIVET TOTAL RIVET VERTICAL CAPACITY = 6.398 KIPS 8% CONNECTOR 6 " LONG CONNECTOR ANGLE Fy = 50 KSI 1.625 " x 3 " x 0.1875 " THICK S = 0.131 IN3 Mcap = 3.924 K -IN W/ 1/3 INCREASE = 5.232 K -IN RIVET MOMENT RESULTANT @ 0.25 IN FROM BTM OF CONN M = PL L = 0.75 IN Pmax = Mcap /L = 6.975 KIPS RIVET LOAD DIST MOMENT P1 2.844 4.750 13.508 RIVET OK P2 1.646 2.750 4.528 P3 0.449 0.750 0.337 P4 0.000 0.000 0.000 TOTAL 4.939 18.372 CONNECTOR OK WELDS 0.125 " x 5.000 " FILLET WELD UP OUTSIDE 0.125 " x 3.375 " FILLET WELD UP INSIDE 0.125 " x 1.625 " FILLET WELD UP STEP SIDE O " x 1.000 " FILLET WELD STEP BOTTOM O " x 2.750 " FILLET WELD ACROSS BOTTOM O " x 1.750 " FILLET WELD ACROSS TOP USE EFFECTIVE 0.075 " THICK WELD L = 10.00 IN A = 0.750 IN2 S = 0.625 IN3 Fv = 26.0 KSI Mcap = 16.25 K -IN W /1/3 INCR= 21.67 K -IN C In Upright Plane SINGLE ROWS Seismic Load Distribution per 1997 UBC Zone 3 Z = 0.30 1.33 Allowable Stress Increase • I = 1.00 R = 4.4 Ca = 0.36 V = (2.5 *Ca *I) /(R *LF) *W LF = 1.4 Weight 60 # per level frame weight Columns @ 44 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 144 2060 297 482 69 108 2060 222 361 39 72 2060 148 241 17 KLx = 36 in 36 2060 74 120 4 KLy = 62 in 0 0 0 0 0 A= 0.595 in 0 0 0 0 0 Pcap = 17978 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 8240 742 1204 130 Column 39% Stress Max column load = 7075 # Min column load = 1165 # Overturning OTM = 130.0 K -IN X 1.15 = 149.5 K -IN RM = 181.3 K -IN REQUIRED HOLD DOWN = 0.00 KIPS • Anchors: Special Inspection(Y or N)? NO 2 T = 0 No uplift anchors req'd 8 2 0.5 " diameter SIMPSON WEDGE -ALL ANCHORS 3.38 "embedment in 2000 psi concrete Tcap = 2027 # 0% Stressed V = 602 # per leg Vcap = 4467 # = 13% Stressed COMBINED = 4% Stressed Braces: Brace height = 62 " Brace width = 44 " Length = 76 " P = 2080 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 151 Pcap = 2493 # 83% 4 In Upright Plane SINGLE ROWS Seismic Load Distribution TOP LOAD ONLY per 1997 UBC Zone 3 Z = 0.30 1.33 Allowable Stress Increase I = 1.00 R = 4.4 Ca = 0.36 V = (2.5 *Ca *I) /(R *LF) *W LF = 1.4 Weight 60 # per level frame weight Columns ® 44 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 144 2060 297 314 45 108 60 6 7 1 72 60 4 5 0 KLx = 36 in 36 60 2 2 0 KLy = 62 in 0 0 0 0 0 A= 0.595 in 0 0 0 0 0 Pcap = 17978 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 2240 310 327 46 Column 12% Stress Max column load = 2172 # Min column load = 68 # Overturning OTM = 46.3 K -IN X 1.15 = 53.3 K -IN RM = 49.3 K -IN REQUIRED HOLD DOWN = 0.09 KIPS Anchors: Special Inspection(Y or N)? NO 2 T = 90 # 8 2 0.5 " diameter SIMPSON WEDGE -ALL ANCHORS 3.38 "embedment in 2000 psi concrete Tcap = 2027 # 4% Stressed V = 164 # per leg Vcap = 4467 # = 4% Stressed COMBINED = 1% Stressed Braces: Brace height = 62 " Brace width = 44 " Length = 76 " P = 565 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 151 Pcap = 2493 # 23% 8 PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/161:4 - -- TIME OF DAY: 16:00:11 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 4 Levels Type Plane Frame Number of Joints 18 Number of Supports 10 Number of Members 20 Number of Loadings 1 Joint Coordinates 1 0.0 36.0 S 2 0.0 72.0 S 4 9 14 18 3 0.0 108.0 S 4 0.0 144.0 S 3 8 13 17 5 55.5 0.0 S 6 55.5 36.0 7 55.5 72.0 2 7 12 16 8 55.5 108.0 9 55.5 144.0 1 6 11 15 10 166.5 0.0 S 11 166.5 36.0 5 10 12 166.5 72.0 13 166.5 108.0 14 166.5 144.0 15 222.0 36.0 S 16 222.0 72.0 S 17 222.0 108.0 S 18 222.0 144.0 S Joint Releases 5 Moment Z 10 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z 4 Force X Moment Z 15 Force X Moment Z 16 Force X Moment Z 17 Force X Moment Z 18 Force X Moment Z Member Incidences 1 1 6 2 2 7 3 3 8 4 4 9 5 5 6 6 6 7 7 7 8 8 8 9 9 10 11 10 11 12 11 12 13 9 PAGE 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/:4 - -- TIME OF DAY: 16:00:11 12 13 14 13 6 11 14 11 15 15 7 12 • 16 12 16 17 8 13 18 13 17 19 9 14 20 14 18 Member Properties 1 Thru 4 Prismatic Ax 1.113 Ay 0.779 Iz 3.394 5 Thru 12 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 13 Thru 20 Prismatic Ax 1.113 Ay 0.779 Iz 3.394 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 6 Force Y -1.030 7 Force Y -1.030 8 Force Y -1.030 9 Force Y -1.030 11 Force Y -1.030 12 Force Y -1.030 13 Force Y -1.030 14 Force Y -1.030 6 Force X 0.044 7 Force X 0.089 8 Force X 0.132 9 Force X 0.176 11 Force X 0.044 12 Force X 0.089 13 Force X 0.132 14 Force X 0.176 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 1997 UBC wi di widi2 fi fidi in 2060 0.3139 203 88 27.6 44 88 2060 0.4308 382 178 76.7 88 178 2060 0.5118 540 264 135.1 131 264 2060 0.5578 641 352 196.3 174 352 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 8240 1766 882 435.8 882 g = 32.2 ft /sec2 T = 0.643442 sec I = 1.00 Cv = 0.54 V min = .11 *Ca *I *W = 0.0396 W R = 5.6 V = (Cv *I) /(R *LF *T) *W LF = 1.4 V = 0.107 W 882 # 100% 16 PAGE 3 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/:4 - -- TIME OF DAY: 16:00:11 Structure Storage Rack in Load Beam Plane 4 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.192 0.00 1 6 0.000 0.192 -10.63 2 2 0.000 -0.101 0.00 2 7 0.000 0.101 -5.60 3 3 0.000 -0.056 0.00 3 8 0.000 0.056 -3.09 4 4 0.000 -0.013 0.00 4 9 0.000 0.013 -0.74 5 5 4.053 0.437 0.00 5 6 -4.053 - ,0.437 15.75 6 6 3.032 0.379 6.14 6 7 -3.032 -0.379 7.51 7 7 2.019 0.283 4.77 7 8 -2.019 -0.283 5.42 8 8 1.011 0.140 2.18 8 9 -1.011 -0.140 2.85 9 10 4.053 0.445 0.00 9 11 -4.053 -0.445 16.01 10 11 3.032 0.415 6.72 10 12 -3.032 -0.415 8.21 11 12 2.019 0.333 5.63 11 13 -2.019 -0.333 6.35 12 13 1.011 0.212 3.36 12 14 -1.011 -0.212 4.28 13 6 -0.014 -0.201 -11.25 13 11 0.014 0.201 -11.0 14 11 0.000 -0.210 -11.67 MA-40/ 45 14 15 0.000 0.210 0 i /� 15 7 -0.007 -0.118 -6.69 /1� 15 12 0.007 • 0.118 -6.38 16 12 0.000 -0.135 -7.47 16 16 0.000 0.135 0.00 17 8 -0.011 -0.078 -4.52 17 13 0.011 0.078 -4.14 18 13 0.000 -0.100 -5.57 18 17 0.000 0.100 0.00 19 9 0.036 -0.032 -2.11 19 14 -0.036 0.032 -1.46 20 14 0.000 -0.051 -2.82 20 18 0.000 0.051 0.00 I( PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/:4 - -- TIME OF DAY: 16:00:11 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 6 0.044 -1.030 0.00 7 0.089 -1.030 0.00 8 0.132 -1.030 0.00 9 0.176 -1.030 0.00 11 0.044 -1.030 0.00 12 0.089 -1.030 0.00 13 0.132 -1.030 0.00 14 0.176 -1.030 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.192 0.00 2 0.000 -0.101 0.00 3 0.000 -0.056 0.00 4 0.000 -0.013 0.00 5 -0.437 4.053 0.00 10 -0.445 4.053 0.00 15 0.000 0.210 0.00 16 0.000 0.135 0.00 17 0.000 0.100 0.00 18 0.000 0.051 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 6 0.3139 - 0.0085 - 0.0022 7 0.4308 - 0.0148 - 0.0013 8 0.5118 - 0.0190 - 0.0009 9 0.5578 - 0.0211 - 0.0005 11 0.3139 - 0.0085 - 0.0021 12 0.4309 - 0.0148 - 0.0012 13 0.5118 - 0.0190 - 0.0007 14 0.5577 - 0.0211 - 0.0002 SUPPORT JOINT DISPLACEMENTS 12 PAGE 5 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/:4 - -- TIME OF DAY: 16:00:11 JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 0.3139 0.0000 0.0008 2 0.4308 0.0000 0.0002 3 0.5118 0.0000 - 0.0001 4 0.5578 0.0000 - 0.0003 5 0.0000 0.0000 - 0.0118 10 0.0000 0.0000 - 0.0119 15 0.3139 0.0000 0.0012 16 0.4309 0.0000 0.0010 17 0.5118 0.0000 0.0009 18 0.5577 0.0000 0.0006 Beam - Column Check , C 3.000x 3.000x 0.075 Fy = 50 ksi A = 0.595 in2 Sx = 0.676 in3 Rx = 1.305 in Ry = 1.117 in kx = 1.00 ky = 1.00 Stress Factor 1.333 Point P M Lx Ly Pcap Mcap Ratio 11 4.1 16.0 36.0 62.0 17.97 27.03 82% 12 3.1 8.2 36.0 62.0 17.97 27.03 48% 13 2.1 6.4 36.0 62.0 17.97 27.03 35% 14 1.1 4.3 36.0 62.0 17.97 27.03 22% 0 0.0 0.0 36.0 62.0 17.97 27.03 0% 0 0.0 0.0 36.0 62.0 17.97 27.03 0% Load Beam Check 5.00x 2.750x 0.075 Fy = 50 ksi A = 1.113 in2 E = 29,500 E3 ksi Sx = 1.297 in3 Ix = 3.394 in4 Length = 108 inches Pallet Load 2000 lbs Assume 0.5 pallet load on each beam M = PL /8= 13.50 k -in fb = 10.41 ksi Fb = 30 ksi 35% Mcap = 38.92 k -in 51.89 k -in with 1/3 increase Defl = 0.16 in = L/ 659 w/ 25% added to one pallet load M = .282 PL = 15.23 k -in 39% 14 Base Plate Design • Column Load 5.3 kips Allowable Soil 1500 psf basic Assume Footing 22.6 in square on side Soil Pressure 1500 psf Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Mmax = w1 ^ 2/3 Use 4 "square base plate w = 10.4 psi 1 = 6.28 in Load factor = 1.67 M = 229 # -in 6 in thick slab f'c = 2500 psi s = 6.00 in3 fb = 38 psi Fb = 5(phi) (f'c'.5) = 163 psi OK !! . Shear : Beam fv = 18 psi Fv = 85 psi OK !! Punching fv = 30 psi Fv = 170 psi OK !! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 332 psi fb = 15919 psi Fb = 27000 psi OK !! )5 Calculations for : MULTICRAFT PLASTICS ' TIGARD, OR 06/16/2004 Loading: 2000 # load levels _...„5_pallet levels @ 36,72,108,144,180 Seismic Zone 3 100% Utilization Ca = 0.36 Cv = 0.54 108 " Load Beams Uprights: 44 " wide SINGLE ROWS C 3.000x 3.000x 0.075 Columns C 1.500x 1.250x 0.075 Braces 4.00x 7.00x 0.375 Base Plates with 2- 0.500in x 3.38in Embed Anchor /Column 5.00x 2.750x 0.075 Load beams w/ 3 -Pin Connector by : Ben Riehl . Registered Engineer OR# 11949 6EP In Upright Plane SINGLE ROWS Seismic Load Distribution per 1997 UBC Zone 3 Z = 0.30 1.33 Allowable Stress Increase • I = 1.00 R = 4.4 Ca = 0.36 V = (2.5 *Ca *I) /(R *LF) *W LF = 1.4 Weight 60 # per level frame weight Columns @ 44 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 180 2060 371 502 90 144 2060 297 401 58 108 2060 222 301 33 KLx = 36 in 72 2060 148 201 14 KLy = 40 in 36 2060 74 100 4 A = 0.595 in 0 0 0 0 0 Pcap = 19571 lbs - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 10300 1112 1505 199 Column 49% Stress Max column load = 9665 # Min column load = 635 # . Overturning OTM = 198.6 K -IN X 1.15 = 228.4 K -IN RM = 226.6 K -IN REQUIRED HOLD DOWN = 0.04 KIPS, Anchors: Special Inspection(Y or N)? NO 2 T = 42 # 8 2 0.5 " diameter SIMPSON WEDGE -ALL ANCHORS 3.38 "embedment in 2000 psi concrete Tcap = 2027 # 2% Stressed V = 752 # per leg Vcap = 4467 # = 17% Stressed COMBINED = 5% Stressed Braces: Brace height = 40 " Brace width = 44 " Length = 59 " P = 2034 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 118 Pcap = 4076 # 50% 17 In Upright Plane SINGLE ROWS Seismic Load Distribution TOP LOAD ONLY per 1997 UBC Zone 3 Z = 0.30 1.33 Allowable Stress Increase I = 1.00 R = 4.4 Ca = 0.36 V = (2.5 *Ca *I) /(R *LF) *W LF = 1.4 Weight 60 # per level frame weight Columns Q 44 " Levels Load WiHi Fi FiHi Column: (inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075 180 2060 371 318 57 144 60 9 7 1 108 60 6 6 1 KLx = 36 in 72 60 4 4 0 KLy = 40 in 36 60 2 2 0 A = 0.595 in 0 0 0 0 0 Pcap = 19571 lbs 2300 392 336 59 Column 13% Stress Max column load = 2494 # Min column load = -194 # Uplift Overturning • OTM = 59.2 K -IN X 1.15 = 68.0 K -IN RM = 50.6 K -IN REQUIRED HOLD DOWN = 0.40 KIPS Anchors: Special Inspection(Y or N)? NO 2 T = 396 # 8 2 0.5 " diameter SIMPSON WEDGE -ALL ANCHORS 3.38 "embedment in 2000 psi concrete Tcap = 2027 # 20% Stressed V = 168 # per leg Vcap = 4467 # = 4% Stressed COMBINED = 7% Stressed Braces: Brace height = 40 " Brace width = 44 " Length = 59 " P = 454 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 118 Pcap = 4076 # 11% . l 6 PAGE 1 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/:4 - -- TIME OF DAY: 16:10:13 •INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 5 Levels Type Plane Frame Number of Joints 22 Number of Supports 12 Number of Members 25 Number of Loadings 1 Joint Coordinates 1 0.0 36.0 S 5 11 17 22 2 0.0 72.0 S 3 0.0 108.0 S 4 10 16 ' 21 4 0.0 144.0 S 5 0.0 180.0 S 3 9 15 20 6 55.5 0.0 S 7 55.5 36.0 2 8 14 19 8 55.5 72.0 9 55.5 108.0 1 7 13 18 10 55.5 144.0 11 55.5 180.0 6 12 12 166.5 0.0 S 13 166.5 36.0 14 166.5 72.0 15 166.5 108.0 16 166.5 144.0 17 166.5 180.0 18 222.0 36.0 S 19 222.0 72.0 S • 20 222.0 108.0 S 21 222.0 144.0 S 22 222.0 180.0 S • Joint Releases 6 Moment Z 12 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z 4 Force X Moment Z 5 Force X Moment Z 18 Force X Moment Z 19 Force X Moment Z 20 Force X Moment Z 21 Force X Moment Z 22 Force X Moment Z Member Incidences 1 1 7 2 2 8 3 3 9 4 4 10 5 5 11 /q PAGE 2 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/:4 - -- TIME OF DAY: 16:10:13 6 6 7 7 7 8 • 8 8 9 9 9 10 10 10 11 • 11 12 13 12 13 14 13 14 15 14 15 16 15 16 17 16 7 13 17 13 18 18 8 14 19 14 19 20 9 15 21 15 20 22 10 16 23 16 21 24 11 17 25 17 22 Member Properties 1 Thru 5 Prismatic Ax 1.113 Ay 0.779 Iz 3.394 6 Thru 15 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 16 Thru 25 Prismatic Ax 1.113 Ay 0.779 Iz 3.394 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 7 Force Y -1.03 8 Force Y -1.03 9 Force Y -1.03 10 Force Y -1.03 11 Force Y -1.03 13 Force Y -1.03 14 Force Y -1.03 15 Force Y -1.03 16 Force Y -1.03 17 Force Y -1.03 7 Force X 0.032 8 Force X 0.062 9 Force X 0.094 10 Force X 0.125 11 Force X 0.157 13 Force X 0.032 14 Force X 0.062 15 Force X 0.094 16 Force X 0.125 17 Force X 0.157 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED ZO • PAGE 3 • . MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/:4 - -- TIME OF DAY: 16:10:13 Structure Storage Rack in Load Beam Plane 5 Levels • Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000' -0.206 0.00 1 7 0.000 . 0.206 -11.41 2' 2 0.000 - 0.114:' 0.00 • 2 8 0:000 0.,114 -6.35 ' 3 3 0.000 - 0.078 0.00 3 9 0.000 0.078' -4.30 . 4 4 0.000 -0.036 • 0.00 4 10 0.000 0.036 - 2'.01 5 5 0.000 -0.001 5 11 0.000 0.001 -0.05 6 6 5.026 0.466 0.00 • 6 7 -5.026 -0.466 16.76 7 7 4.007 0.416 6.82 ' 7 8 -4.007 -0.416 8.14 8 8 2.999 0.343 5.95 8 9 -2.999 -0.343 6.40 9 9 1.998 0.242 4.07 9 10 -1.998 -0.242 ''4.65 • 10 10 1.002 0.103 1.57 . 10 .11 -1.002 -0.103 2.12 • 11 12 5.026 0.474 - - 0.00 ' 11 13 -5.026 - 0 • 17.08 ' 12 13 4.007 0.460 7.55 .' 12 14 - 4.00 • -0.460 9.02 13 14 2.999 0.409 • 7.07 13 15 -2.999 -0.409 7.65 ) 14 15 1.998 0.322 5.47 - 14 16 -1.998 -0.322 6.11 15 16 1.002 0.211 3.36 15 17 -1.002 -0.211 4.25 16 7 -0.018 -0.217 -12.17 16 13 0.018 0.217 .93 17 13 0.000 -0.229 ri /vG AA xi, 17 18 0.000 0.229 0.00 'mil" 18 8 -0.011 -0.136 - 7.75 4 18 14 0.011 0.136 -7.35 19 14 0.000 -0.158 -8.75 19 19 0.000 0.158 0.00 • 20 9 -0.007 -0.106 -6.16 20 15 0.007 0.106 -5.63 21 15 0.000 -0.135 -7.49 21 20 0.000 0.135 0.00 • 2_ f . .. .. i • PAGE 4 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/161:4 - -- TIME OF DAY: 16:10:13 22 10 -0.014 -0.071 -4.22 22 16 0.014 0.071 -3.63 23 16 0.000 -0.105 -5.83 23 21 0.000 0.105 0.00 • 24 11 0.054 -0.029 -2.08 24 17 -0.054 0.029 -1.11 25 17 0.000 -0.057 -3.14 25 22 0.000 0.057 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 7 0.032 -1.030 0.00 8 0.062 -1.030 0.00 9 0.094 -1.030 0.00 10 0.125 -1.030 0.00 11 0.157 -1.030 0.00 13 0.032 -1.030 0.00 14 0.062 -1.030 0.00 15 0.094 -1.030 0.00 16 0.125 -1.030 0.00 17 0.157 -1.030 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.206 0.00 2 0.000 -0.114 0.00 • 3 0.000 -0.078 0.00 4 0.000 -0.036 0.00 5 0.000 -0.001 0.00 6 -0.466 5.026 0.00 12 -0.474 5.026 0.00 18 0.000 0.229 0.00 19 0.000 , 0.158 0.00 20 0.000 0.135 0.00 21 0.000 0.105 0.00 22 0.000 0.057 0.00 FREE JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 7 0.3357 - 0.0105 - 0.0024 8 0.4650 - 0.0188 - 0.0015 9 0.5644 - 0.0251 - 0.0013 10 0.6381 - 0.0293 - 0.0009 11 0.6794 - 0.0314 - 0.0006 13 0.3357 - 0.0105 - 0.0022 14 0.4650 - 0.0188 - 0.0013 2 ■ PAGE 5 MSU STRESS -11 VERSION 9/89 - -- DATE: 06/16/:4 - -- TIME OF DAY: 16:10:13 15 0.5645 - 0.0251 - 0.0010 ' 16 0.6382 - 0.0293 - 0.0006 17 0.6792 - 0.0314 0.0000 SUPPORT JOINT DISPLACEMENTS JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION 1 0.3357 0.0000 0.0009 2 0.4650 0.0000 0.0002 3 0.5644 0.0000 - 0.0001 4 0.6381 0.0000 - 0.0003 5 0.6794 0.0000 - 0.0006 6 0.0000 0.0000 - 0.0126 12 0.0000 0.0000 - 0.0127 18 0.3357 0.0000 0.0014 19 0.4650 0.0000 0.0011 20 0.5645 0.0000 0.0011 21 0.6382 0.0000 0.0011 22 0.6792 0.0000 0.0009 Seismic Analysis per 1997 UBC wi di widi2 fi fidi # in # 2060 0.3357 232 64 21.5 32 64 2060 0.4650 445 124 57.7 62 124 2060 0.5644 656 188 106.1 94 188 2060 0.6381 839 250 159.5 125 250 2060 0.6794 951 314 213.3 157 313 0 0.0000 0 0 0.0 0 0 10300 3123 940 558.1 938 g = 32.2 ft /sec2 T = 0.756165 sec I = 1.00 Cv = 0.54 V min = .11 *Ca *I *W = 0.0396 W R = 5.6 V = (Cv *I) /(R *LF *T) *W LF = 1.4 V = 0.091 W = 938 # 1000 23 Beam - Column Check C 3.000x 3.000x 0.075 Fy = 50 ksi A = 0.595 in2 Sx = 0.676 in3 Rx = 1.305 in Ry = 1.117 in kx = 1.00 ky = 1.00 Stress Factor 1.333 • Point P M Lx Ly Pcap Mcap Ratio 13 5.2 17.1 36.0 40.0 19.57 27.03 90% 14 4.2 9.0 36.0 40.0 19.57 27.03 55% 15 3.2 7.7 36.0 40.0 19.57 27.03 45% 16 2.2 6.1 36.0 40.0 19.57 27.03 34% 17 1.2 4.3 36.0 40.0 19.57 27.03 22% 0 0.0 0.0 36.0 40.0 19.57 27.03 0% Load Beam Check 5.00x 2.750x 0.075 Fy = 50 ksi A = 1.113 in2 E = 29,500 E3 ksi Sx = 1.297 in3 Ix = 3.394 in4 Length = 108 inches Pallet Load 2000 lbs Assume 0.5 pallet load on each beam M = PL /8= 13.50 k -in fb = 10.41 ksi Fb = 30 ksi 35% Mcap = 38.92 k -in 51.89 k -in with 1/3 increase Defl = 0.16 in = L/ 659 w/ 25% added to one pallet load M = .282 PL = 15.23 k -in 39% 2y Base Plate Design Column Load 7.2 kips Allowable Soil 1500 psf basic Assume Footing 26.4 in square on side Soil Pressure 1500 psf Bending: Assume the concrete slab works as a beam that is fixed against rotation at the end of the base plate and is free to deflect at the extreme edge of the assumed footing, but not free to rotate. Mmax = w1 ^ 2/3 Use 4 "square base plate w = 10.4 psi 1 = 8.19 in Load factor = 1.67 M = 389 # -in 6 in thick slab f'c = 2500 psi s = 6.00 in3 fb = 65 psi Fb = 5(phi)(f'c".5) = 163 psi OK !! . Shear : Beam fv = 24 psi Fv = 85 psi OK !! Punching fv = 43 psi Fv = 170 psi OK !! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 453 psi fb = 21745 psi Fb = 27000 psi OK !! 25