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Report "-$UP2Q13000Co(a ---z a--'-a 1Dv{ r Calculations for : (X) ARGO INTERNATIONAL TIGARD , OR 03/22/2013 Loading: 4300 # load levels 3 pallet levels @ 50, 78, 128 Seismic per IBC 2009 100% Utilization Sds = 0 . 700 Sdl = 0 . 387 I = 1. 00 106 " Load Beams Uprights : 44 " wide 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 .25in Embed Anchor/Column 4 . 13x 2 . 750x 0 . 060 Load beams w/ 3-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 OPRacic- G I NFF 47 04 ON O. 0:1 45k.... 3' , J. MV. I."`XP. DATE:12/ 1y J 7)--- Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.3981 Longitude = -122.75159999999998 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.931 (Ss, Site Class B) 1.0 0.335 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.3981 Longitude = -122.75159999999998 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.128 ,Fv = 1.73 Period Sa (sec) (g) 0.2 1.050 (SMs, Site Class D) 1.0 0.579 (SM1, Site Class D) IBC 2009 LOADING SEISMIC: Ss= 93.1 %g S1= 33.5 % g Soil Class D Modified Design spectral response parameters Sms= 105.0 %g Sds= 70.0 % g Sm1= 57.9 % g Sd1= 38.6 % g Seismic Use Group 2 Seismic Design Category D or D le= 1 R = 4 R = 6 Cs = 0.1750 W Cs = 0.1167 W Using Working Stress Design V= Cs*W/1.4 V= 0.1250 W V= 0.0833 W LI • Cold Formed Channel Depth 3.000 in Fy = 55 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 = 55 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 Cold Formed Section HEIGHT OF BEAM 4.130 INCHES MAT'L THICKNESS 0.060 INCHES INSIDE RADIUS 0.100 INCHES LOAD BEAM WIDTH 2.750 INCHES STEEL YIELD 55.0 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 3.8100 2.0650 7.8677 16.2467 4.6089 0.0300 0.1143 TOP 1.4300 4.1000 5.8630 24.0383 0.0000 0.8750 1.2513 STEP SIDE 1.3650 3.2875 4.4874 14.7525 0.2119 1.7200 2.3478 STEP BOTT 0.7400 2.4750 1.8315 4.5330 0.0000 2.2200 1.6428 SHORT SID 2.1850 1.2525 2.7367 3.4277 0.8693 2.7200 5.9432 BOTTOM 2.4300 0.0300 0.0729 0.0022 0.0000 1.3750 3.3413 CORNERS 0.2042 4.0528 0.8276 3.3540 0.0003 0.0772 0.0158 2 0.2042 4.0528 0.8276 3.3540 0.0003 1.6728 0.3416 3 0.2042 2.5222 0.5151 1.2991 0.0003 1.7972 0.3670 4 0.2042 2.4278 0.4958 1.2036 0.0003 2.6728 0.5458 5 0.2042 0.0772 0.0158 0.0012 0.0003 2.6728 0.5458 6 0.2042 0.0772 0.0158 0.0012 0.0003 0.0772 0.0158 TOTALS 13.1852 26.4200 25.5567 72.2135 5.6921 17.9100 16.4723 AREA = 0.791 IN2 CENTER GRAVITY = 1.938 INCHES TO BASE 1.249 INCHES TO LONG SIDE Ix = 1.702 IN4 Iy = 0.875 IN4 Sx = 0.777 IN3 Sy = 0.583 IN3 Rx = 1.467 IN Ry = 1.052 IN 6 BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 4.13 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 4300 LBS PER PAIR CONNECTOR VERTICAL LOAD = 1075 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 17% 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 3.924 K-IN RIVET MOMENT RESULTANT @ 0.95 IN FROM BTM OF CONN M = PL L = 0.92 IN Pmax = Mcap/L = 4.265 KIPS RIVET LOAD DIST MOMENT P1 2.844 4 .050 11.517 RIVET OK P2 1.439 2.050 2 .951 P3 0.035 0.050 0.002 P4 0.000 0.000 0.000 TOTAL 4.318 14 .470 CONNECTOR OK WELDS 0.125 " x 4.130 " FILLET WELD UP OUTSIDE 0.125 " x 2.505 " FILLET WELD UP INSIDE 0.125 " x 1.625 " FILLET WELD UP STEP SIDE 0 " x 1.000 " FILLET WELD STEP BOTTOM 0 " x 2.750 " FILLET WELD ACROSS BOTTOM 0 " x 1.750 " FILLET WELD ACROSS TOP USE EFFECTIVE 0.06 " THICK WELD L = 8.26 IN A = 0.496 IN2 S = 0.341 IN3 FIT = 26.0 KSI Mcap = 8.87 K-IN 8.87 K-IN 7 In Upright Plane Seismic Load Distribution - per 2009 IBC Sds = 0.700 1.00 Allowable Stress Increase I = 1.00 R = 4 .0 V = (Sds/R) *I*P1*.67 Weight 60 # per level frame weight Columns @ 44 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 128 4360 558 767 98 78 4360 340 467 36 50 4360 218 300 15 KLx = 50 in 0 0 0 0 0 KLy = 43 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 15892 lbs ---- ---- ---- ==== 13080 ---- ---- ---- 13080 1116 1534 150 Column 63% Stress Max column load = 9939 # Min column load = 341 # Overturning ( .6- .11Sds)DL+(0.6-.14Sds) .75PLapp- .51EL= -60 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 7142 # MAX . REQUIRED HOLD DOWN = -60 # Anchors: 1 T = 60 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 2% Stressed V = 767 # per leg Vcap = 4858 # = 16% Stressed COMBINED = 5% Stressed OK Braces: Brace height = 43 " Brace width = 44 " Length = 62 " P = 1608 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 153 Pcap = 1828 # 88% In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.700 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*P1 Weight 60 # per level frame weight Columns @ 44 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 128 4360 558 773 99 78 60 5 6 1 50 60 3 4 0 KLx = 50 in O 0 0 0 0 KLy = 43 in O 0 0 0 0 A = 0.595 in O 0 0 0 0 Pcap = 15892 lbs ---- ---- ---- ==== 4480 ---- ---- ---- 4480 566 784 100 Column 28% Stress • Max column load = 4506 # Min column load = -246 # Uplift Overturning ( .6-.11Sds)DL+(0.6- .14Sds) .75PLapp-.51EL= -929 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 4513 # MAX REQUIRED HOLD DOWN = -929 # Anchors: 1 T = 929 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 33% Stressed V = 392 # per leg Vcap = 4858 # = 8% Stressed COMBINED = 17% Stressed OK Braces: Brace height = 43 " Brace width = 44 " Length = 62 " P = 822 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 153 Pcap = 1828 # 45% PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 03/22/;3 --- TIME OF DAY: 07:07:03 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 3 Levels Type Plane Frame Number of Joints 14 Number of Supports 8 Number of Members 15 Number of Loadings 1 Joint Coordinates 1 0.0 50.0 S 3 7 11 14 2 0.0 78.0 S 3 0.0 128.0 S 4 54.5 0.0 S 2 6 10 13 5 54.5 50.0 6 54.5 78.0 7 54.5 128.0 1 5 9 12 8 163.5 0.0 S 9 163.5 50.0 10 163.5 78.0 4 8 11 163.5 128.0 12 218.0 50.0 S 13 218.0 78.0 S 14 218.0 128.0 S Joint Releases 4 Moment Z 8 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z • 12 Force X Moment Z 13 Force X Moment Z 14 Force X Moment Z Member Incidences 1 1 5 2 2 6 3 3 7 4 4 5 5 5 6 6 6 7 7 8 9 8 9 10 9 10 11 10 5 9 11 9 12 12 6 10 13 10 13 14 7 11 15 11 14 Member Properties 1 Thru 3 Prismatic Ax 0.983 Ay 0.688 Iz 2.095 /0 PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 03/22/;3 --- TIME OF DAY: 07:07:03 4 Thru 9 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 10 Thru 15 Prismatic Ax 0.983 Ay 0.688 Iz 2.095 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 5 Force Y -2.18 6 Force Y -2.18 7 Force Y -2.18 9 Force Y -2.18 10 Force Y -2.18 11 Force Y -2.18 5 Force X 0.041 6 Force X 0.064 7 Force X 0.104 9 Force X 0.041 10 Force X 0.064 11 Force X 0.104 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi in 4360 0.3881 657 82 31.8 41 82 4360 0.4368 832 128 55.9 64 128 4360 0.5073 1122 208 105.5 104 208 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 13080 2611 418 193 .3 417 g = 32.2 ft/sec2 T = 1.1748 sec I = 1.00 Cs = 0.0549 or 0.1167 Sdl = 0.387 Cs min = 0.07 R = 6 Cs = 0.0700 V = (Cs*I*.67) *W* .67 V = 0.0469 W*.67 417 # 100% PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 03/22/;3 --- TIME OF DAY: 07:07:03 Structure Storage Rack in Load Beam Plane 3 Levels - Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.093 0.00 1 5 0.000 0.093 -5.09 2 2 0.000 -0.030 0.00 2 6 0.000 0.030 -1.62 3 3 0.000 -0.007 0.00 3 7 0.000 0.007 -0.38 4 4 6.483 0.206 0.00 4 5 -6.483 -0.206 10.28 5 5 4.318 0.129 0.84 5 6 -4.318 -0.129 2.77 6 6 2.161 0.078 1.81 6 7 -2.161 -0.078 2.11 7 8 6.483 0.212 0.00 7 9 -6.483 -0.212 10.62 8 9 4.318 0.207 1.92 8 10 -4.318 -0.207 3.88 9 10 2.161 0.130 2.89 - 9 11 -2.161 -0.130 3.59 10 5 -0.036 -0.109 -6.02 10 9 0.036 0.109 -5.81 //���� 11 9 0.000 -0.124 C6.74��f Q,C�UIV� 12 12 0.000 0.124 0.00 ��` _ / ev 12 6 0.014 -0.052 -2.96 /�1�,t 12 10 -0.014 0.052 -2.72 13 10 0.000 -0.074 -4.06 13 13 0.000 0.074 0.00 14 7 0.026 -0.026 -1.73 14 11 -0.026 0.026 -1.12 15 11 0.000 -0.045 -2.47 15 14 0.000 0.045 0.00 APPLIED JOINT LOADS, FREE JOINTS 12 • PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 03/22/;3 --- TIME OF DAY: 07:07:03 JOINT FORCE X FORCE Y MOMENT Z 5 0. 041 -2.180 0.00 6 0. 064 -2.180 0.00 7 0.104 -2.180 0.00 9 0.041 -2.180 0.00 10 0 .064 -2.180 0.00 11 0. 104 -2.180 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.093 0.00 2 0.000 -0.030 0.00 3 0.000 -0.007 0.00 4 -0.206 6.483 0.00 8 -0.212 6.483 0.00 12 0.000 0.124 0.00 13 0.000 0.074 0.00 14 0.000 0.045 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION • 5 0.3881 -0.0188 -0.0019 6 0.4368 -0.0258 -0.0010 7 0.5073 -0.0321 -0.0007 9 0.3882 -0.0188 -0.0017 10 0.4368 -0.0258 -0.0007 11 0.5072 -0.0321 -0.0002 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.3881 0.0000 0.0004 2 0.4368 0.0000 -0.0002 3 0.5073 0.0000 -0.0005 4 0.0000 0.0000 -0.0106 8 0.0000 0.0000 - -0.0107 12 0.3882 0.0000 0.0013 13 0.4368 0.0000 0.0011 14 0.5072 0.0000 0.0010 IS Beam-Column Check C 3 .000x 3.000x 0.075 Fy = 55 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 1.000 Point P M Lx Ly Pcap Mcap Ratio 9 6.5 10.6 50.0 43.0 15.89 22.30 89% 10 4 .4 3.9 28.0 43.0 15.89 22.30 45% 11 2 .2 3.6 50.0 43.0 15.89 22.30 30% 0 0.0 0.0 50.0 43.0 15.89 22.30 0% 0 0.0 0.0 50.0 43.0 15.89 22.30 0% 0 0. 0 0.0 50.0 43.0 15.89 22.30 0% Load Beam Check 4.13x 2 .750x 0.060 Fy = 55 ksi A = 0.791 in2 E = 29,500 E3 ksi Sx = 0.777 in3 Ix = 1.702 in4 Length = 106 inches Pallet Load 4300 lbs Assume 0.5 pallet load on each beam M= PL/10= 22.79 k-in fb = 29.34 ksi Fb = 33 ksi 89% Mcap = 25.63 k-in 34.17 k-in with 1/3 increase Defl = 0.53 in = L/ 200 w/ 25% added to one pallet load M = .23 PL = 26.21 k-in 102% Z. - (11 Base Plate Design Column Load 7.5 kips Allowable Soil 1500 psf basic Assume Footing 26.8 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 = 8.88 in Load factor = 1.67 M = 457 #-in 5 in thick slab f'c = 2500 psi s = 4 .17 in3 fb = 110 psi Fb = 5 (phi) (f'c^.5) = 163 psi OK ! ! Shear : Beam fv = 31 psi Fv = 85 psi OK ! ! Punching fv = 61 psi Fv = 170 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 466 psi fb = 22364 psi Fb = 37500 psi OK ! ! 15 Calculations for : tj ARGO INTERNATIONAL TIGARD , OR 03/22/2013 Loading: 4300 # load levels 3 pallet levels Q 50, 100, 150 Seismic per IBC 2009 100% Utilization Sds = 0 . 700 Sdl = 0 . 387 I = 1. 00 106 " Load Beams Uprights : 44 " wide 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 . 25in Embed Anchor/Column 4 . 13x 2 . 750x 0 . 060 Load beams w/ 3-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 11" • In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.700 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R)*I*P1* .67 Weight 60 # per level frame weight Columns @ 44 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 150 4360 654 767 115 100 4360 436 511 51 50 4360 218 256 13 KLx = 50 in O 0 0 0 0 KLy = 43 in O 0 0 0 0 A = 0.595 in O 0 0 0 0 Pcap = 15892 lbs ---- ---- ---- ---- ---- ---- ---- ---- 13080 1308 1534 179 Column 67% Stress Max column load = 10606 # Min column load = -326 # Uplift Overturning ( .6- .11Sds)DL+(0.6-.14Sds) .75PLapp-.51EL= -400 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 7482 # MAX REQUIRED HOLD DOWN = -400 # Anchors: 1 T = 400 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 14% Stressed V = 767 # per leg Vcap = 4858 # = 16% Stressed COMBINED = 9% Stressed OK Braces: Brace height = 43 " Brace width = 44 " Length = 62 " P = 1608 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 153 Pcap = 1828 # 88% /2 In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.700 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*P1 Weight 60 # per level frame weight Columns @ 44 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 150 4360 654 773 116 100 60 6 7 1 50 60 3 4 0 KLx = 50 in 0 0 0 0 0 KLy = 43 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 15892 lbs 4480 663 784 117 Column 31% Stress Max column load = 4897 # Min column load = -636 # Uplift Overturning ( .6- .11Sds)DL+(0.6-.14Sds) .75PLapp- .51EL= -1320 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 4904 # MAX REQUIRED HOLD DOWN = -1320 # Anchors: 1 T = 1320 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 47% Stressed V = 392 # per leg Vcap = 4858 # = 81 Stressed COMBINED = 30% Stressed OK Braces: Brace height = 43 " Brace width = 44 " Length = 62 " P = 822 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 153 Pcap = 1828 # 45% • PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 03/22/;3 --- TIME OF DAY: 07:10:29 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 3 Levels Type Plane Frame Number of Joints 14 Number of Supports 8 Number of Members 15 Number of Loadings 1 Joint Coordinates 1 0.0 50.0 S 3 7 11 14 2 0.0 100.0 S 3 0.0 150.0 S 4 54.5 0.0 S 2 6 10 13 5 54.5 50.0 6 54.5 100.0 7 54 .5 150.0 1 5 9 12 8 163 .5 0.0 S 9 163.5 50.0 10 163.5 100.0 4 8 11 163.5 150.0 12 218.0 50.0 S 13 218.0 100.0 S 14 218.0 150.0 S Joint Releases 4 Moment Z 8 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z 12 Force X Moment Z 13 Force X Moment Z 14 Force X Moment Z Member Incidences 1 1 5 2 2 6 3 3 7 4 4 5 5 5 6 6 6 7 7 8 9 8 9 10 9 10 11 10 5 9 11 9 12 12 6 10 13 10 13 14 7 11 15 11 14 Member Properties 1 Thru 3 Prismatic Ax 0.983 Ay 0.688 Iz 2.095 PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 03/22/;3 --- TIME OF DAY: 07:10:29 4 Thru 9 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 • 10 Thru 15 Prismatic Ax 0.983 Ay 0.688 Iz 2.095 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 5 Force Y -2.18 6 Force Y -2.18 7 Force Y -2.18 9 Force Y -2.18 10 Force Y -2.18 11 Force Y -2.18 5 Force X 0.035 6 Force X 0.070 7 Force X 0.104 9 Force X 0.035 10 Force X 0.070 11 Force X 0.104 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi in 4360 0.4058 718 70 28.4 35 70 4360 0.5504 1321 140 77.1 70 140 4360 0.6271 1715 208 130.4 104 208 O 0.0000 0 0 0.0 0 0 O 0.0000 0 0 0.0 0 0 O 0.0000 0 0 0.0 0 0 13080 3753 418 235.9 417 g = 32.2 ft/sec2 T = 1.2750 sec I = 1.00 Cs = 0.0505 or 0.1167 Sdl = 0.387 Cs min = 0.07 R = 6 Cs = 0.0700 V = (Cs*I*.67) *W*.67 V = 0.0469 W*.67 417 # • 100W 2- 6 PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 03/22/;3 --- TIME OF DAY: 07:10:29 Structure Storage Rack in Load Beam Plane 3 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.116 0.00 1 5 0.000 0.116 -6.33 2 2 0.000 -0.041 0.00 2 6 0.000 0.041 -2.22 3 3 0.000 -0.005 0.00 3 7 0.000 0.005 -0.25 4 4 6.478 0.205 0.00 4 5 -6.478 -0.205 10.25 5 5 4.312 0.155 3.29 5 6 -4.312 -0.155 4.48 6 6 2.157 0.072 1.52 6 7 -2.157 -0.072 2.08 7 8 6.478 0.213 0.00 7 9 -6.478 -0.213 10.65 8 9 4.312 0.193 4.17 8 10 -4.312 -0.193 5.46 9 10 2.157 0.136 2.93 9 11 -2.157 -0.136 3.86 10 5 -0.015 -0.130 -7.22 10 9 0.015 0.130 -6. •6 11 9 0.000 -0.144 OM P14/0, 11 12 0.000 0.144 0.00 /4 'text 12 6 -0.013 -0.066 -3.78 12 10 0.013 0.066 -3.42 13 10 0.000 -0.091 -4.97 13 13 0.000 0.091 0.00 14 7 0.032 -0.027 -1.84 14 11 -0.032 0.027 -1.14 15 11 0.000 -0.050 -2.73 15 14 0.000 0.050 0.00 APPLIED JOINT LOADS, FREE JOINTS 21 PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 03/22/;3 --- TIME OF DAY: 07:10:29 JOINT FORCE X FORCE Y MOMENT Z 5 0.035 -2.180 0.00 6 0.070 -2.180 0.00 • 7 0.104 -2.180 0.00 9 0.035 -2.180 0.00 10 0.070 -2.180 0.00 11 0.104 -2.180 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.116 0.00 2 0.000 -0.041 0.00 3 0.000 -0.005 0.00 4 -0.205 6.478 0.00 8 -0.213 6.478 0.00 12 0.000 0.144 0.00 13 0.000 0.091 0.00 14 0.000 0.050 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 5 0.4058 -0.0188 -0.0023 6 0.5504 -0.0313 -0.0012 7 0.6271 -0.0375 -0.0008 • 9 0.4059 -0.0188 -0.0020 10 0.5504 -0.0313 -0.0009 11 0.6269 -0.0375 -0.0001 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.4058 0.0000 0.0006 2 0.5504 0.0000 -0.0002 3 0.6271 0.0000 -0.0007 4 0.0000 0.0000 -0.0110 8 0.0000 0.0000 -0.0111 12 0.4059 0.0000 0.0015 13 0.5504 0.0000 0.0013 14 0.6269 0.0000 0.0011 2Z Beam-Column Check C 3 .000x 3.000x 0.075 Fy = 55 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 1.000 Point P M Lx Ly Pcap Mcap Ratio 9 6.5 10.6 50.0 43 .0 15.89 22.30 89% 10 4 .4 3 .9 28.0 43 .0 15.89 22.30 45% 11 2 .2 3.6 50.0 43.0 15.89 22.30 30% O 0.0 0.0 50.0 43.0 15.89 22.30 0% O 0.0 0.0 50.0 43. 0 15.89 22.30 0% O 0 .0 0.0 50.0 43 . 0 15.89 22.30 0% Load Beam Check 4 .13x 2.750x 0.060 Fy = 55 ksi A = 0.791 in2 E = 29,500 E3 ksi Sx = 0.777 in3 Ix = 1.702 in4 Length = 106 inches Pallet Load 4300 lbs Assume 0.5 pallet load on each beam M= PL/10= 22.79 k-in fb = 29.34 ksi Fb = 33 ksi 89% Mcap = 25.63 k-in 34.17 k-in with 1/3 increase Defl = 0.53 in = L/ 200 w/ 25% added to one pallet load M = .23 PL = 26.21 k-in 102% 7-3 Base Plate Design Column Load 8.0 kips Allowable Soil 1500 psf basic Assume Footing 27.6 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 = 9.32 in Load factor = 1.67 M = 503 #-in 5 in thick slab f'c = 2500 psi s = 4 .17 in3 fb = 121 psi Fb = 5 (phi) (f'c'.5) = 163 psi OK ! ! Shear : Beam fv = 32 psi Fv = 85 psi OK ! ! Punching fv = 66 psi Fv = 170 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 497 psi fb = 23864 psi Fb = 37500 psi OK ! ! /)) Calculations for : ARGO INTERNATIONAL TIGARD , OR 03/22/2013 Loading: 4300 # load levels 3 pallet levels @ 50, 100, 150 Seismic per IBC 2009 100% Utilization Sds = 0 . 700 Sdl = 0 . 387 I = 1 . 00 96 " Load Beams Uprights : 44 " wide 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 .25in Embed Anchor/Column 3 . 50x 2 . 750x 0 . 075 Load beams w/ 2-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 ZS Cold Formed Section • HEIGHT OF BEAM 3 .500 INCHES . MAT'L THICKNESS 0.075 INCHES INSIDE RADIUS 0.100 INCHES LOAD BEAM WIDTH 2 .750 INCHES STEEL YIELD 55.0 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 3 .1500 1.7500 5.5125 9.6469 2.6047 0.0375 0.1181 TOP 1.4000 3 .4625 4.8475 16.7845 0.0000 0.8750 1.2250 STEP SIDE 1.3500 2 .6500 3 .5775 9.4804 0.2050 1.7125 2.3119 STEP BOTT 0.7250 1.8375 1.3322 2.4479 0.0000 2.2125 1.6041 SHORT SID 1.5250 0.9375 1.4297 1.3403 0.2955 2.7125 4.1366 BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3.3000 CORNERS 0.2160 3.4125 0.7371 2.5152 0.0004 0.0875 0.0189 2 0.2160 3.4125 0.7371 2.5152 0.0004 1.6625 0.3591 3 0.2160 1.8875 0.4077 0.7694 0.0004 1.8000 0.3888 4 0.2160 1.7875 0.3861 0.6901 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 11.8459 21.3500 19.0950 46.1967 3.1076 17.8875 14.6314 AREA = 0.888 IN2 CENTER GRAVITY = 1.612 INCHES TO BASE 1.235 INCHES TO LONG SIDE Ix = 1.389 IN4 Iy = 0.904 IN4 Sx = 0.736 IN3 Sy = 0.596 IN3 Rx = 1.250 IN Ry = 1.008 IN 2-19 • BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 3.5 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 4300 LBS PER PAIR CONNECTOR VERTICAL LOAD = 1075 LBS EACH RIVETS 2 RIVETS @ 4 " 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 = 4.266 KIPS 25% 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 3.924 K-IN RIVET MOMENT RESULTANT @ 1.15 IN FROM BTM OF CONN M = PL L = 1.35 IN Lomax = Mcap/L = 2.906 KIPS RIVET LOAD DIST MOMENT P1 2 .844 3.850 10.948 RIVET OK P2 0.000 -0.150 0.000 P3 0.000 0.000 0.000 • P4 0.000 0.000 0.000 TOTAL 2.844 10.948 CONNECTOR OK WELDS 0.125 " x 3.500 " FILLET WELD UP OUTSIDE 0.125 " x 1.875 " FILLET WELD UP INSIDE 0.125 " x 1.625 " FILLET WELD UP STEP SIDE 0 " x 1.000 " FILLET WELD STEP BOTTOM 0 " x 2.750 " FILLET WELD ACROSS BOTTOM 0 " x 1.750 " FILLET WELD ACROSS TOP USE EFFECTIVE 0.075 " THICK WELD L = 7.00 IN A = 0.525 IN2 S = 0.306 IN3 Fv = 26.0 KSI Mcap = 7.96 K-IN 7.96 K-IN 7-7? In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.700 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R)*I*Pl* .67 Weight 60 # per level frame weight Columns @ 44 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3 .000x 0.075 150 4360 654 767 115 100 4360 436 511 51 50 4360 218 256 13 KLx = 50 in 0 0 0 0 0 KLy = 43 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 15892 lbs ---- ---- ---- ==== 13080 ---- ---- ---- 13080 1308 1534 179 Column 67% Stress Max column load = 10606 # Min column load = -326 # Uplift Overturning ( .6- .1lSds)DL+(0.6- .14Sds) .75PLapp- .51EL= -400 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 7482 # MAX • REQUIRED HOLD DOWN = -400 # Anchors: 1 T = 400 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 2500 psi concrete Tcap = 2801 # 14% Stressed V = 767 # per leg Vcap = 4858 # = 16% Stressed COMBINED = 9% Stressed OK Braces: Brace height = 43 " Brace width = 44 " Length = 62 " P = 1608 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 153 Pcap = 1828 # 88% In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.700 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*P1 Weight 60 # per level frame weight Columns @ 44 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 150 4360 654 773 116 100 60 6 7 1 50 60 3 4 0 KLx = 50 in 0 0 0 0 0 KLy = 43 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 15892 lbs 4480 663 784 117 Column 31% Stress Max column load = 4897 # Min column load = -636 # Uplift Overturning ( .6- .11Sds)DL+(0.6- .14Sds) .75PLapp- .51EL= -1320 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 4904 # MAX REQUIRED HOLD DOWN = -1320 # Anchors: 1 T = 1320 # 2 0.5 in dia HILTI TZ 3 .25 "embedment in 2500 psi concrete Tcap = 2801 # 47% Stressed V = 392 # per leg Vcap = 4858 # = 8W Stressed COMBINED = 30% Stressed OK Braces: Brace height = 43 " Brace width = 44 " Length = 62 " P = 822 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 153 Pcap = 1828 # 45% 21 PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 03/22/;3 --- TIME OF DAY: 07:14:17 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 3 Levels Type Plane Frame Number of Joints 14 Number of Supports 8 Number of Members 15 Number of Loadings 1 Joint Coordinates 1 0. 0 50.0 S 3 7 11 14 2 0.0 100.0 S 3 0.0 150.0 S 4 49.5 0.0 S 2 6 10 13 5 49.5 50.0 6 49.5 100.0 7 49.5 150.0 1 5 9 12 8 148.5 0.0 S 9 148.5 50.0 10 148.5 100.0 4 8 11 148.5 150.0 12 198.0 50.0 S 13 198.0 100.0 S 14 198.0 150.0 S Joint Releases 4 Moment Z 8 Moment Z 1 Force X Moment Z 2 Force X Moment Z 3 Force X Moment Z • 12 Force X Moment Z 13 Force X Moment Z 14 Force X Moment Z Member Incidences 1 1 5 2 2 6 3 3 7 4 4 5 5 5 6 6 6 7 7 8 9 8 9 10 9 10 11 10 5 9 11 9 12 12 6 10 13 10 13 ,14 7 11 15 11 14 Member Properties 1 Thru 3 Prismatic Ax 0.888 Ay 0.622 Iz 1.389 30 PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 03/22/;3 --- TIME OF DAY: 07:14:17 4 Thru 9 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 10 Thru 15 Prismatic Ax 0.888 Ay 0.622 Iz 1.389 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 5 Force Y -2.18 6 Force Y -2.18 7 Force Y -2.18 9 Force Y -2.18 10 Force Y -2.18 it Force Y -2.18 S Force X 0.035 6 Force X 0.070 7 Force X 0.104 9 Force X 0.035 10 Force X 0.070 11 Force X 0.104 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi in 4360 0.4432 856 70 31.0 35 70 4360 0.6168 1659 140 86.4 70 140 4360 0.7086 2189 208 147.4 104 208 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 13080 4704 418 264.8 417 g = 32.2 ft/sect T = 1.3474 sec I = 1.00 Cs = 0.0478 or 0.1167 Sdl = 0.387 Cs min = 0.07 R = 6 Cs = 0.0700 V = (Cs*I*.67) *W*.67 V = 0.0469 W* .67 417 # 100t 3 ' PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 03/22/;3 --- TIME OF DAY: 07:14:17 Structure Storage Rack in Load Beam Plane 3 Levels • Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.128 0.00 1 5 0.000 0.128 -6.33 2 2 0.000 -0.049 0.00 2 6 0.000 0.049 -2.43 3 3 0.000 -0.009 0.00 3 7 0.000 0.009 -0.46 4 4 6.480 0.205 0.00 4 5 -6.480 -0.205 10.27 5 5 4 .314 0.157 3.14 5 6 -4.314 -0.157 4.73 6 6 2.158 0.074 1.45 6 7 -2.158 -0.074 2.26 7 8 6.480 0.213 0.00 7 9 -6.480 -0.213 10.63 8 9 4.314 0.191 3.93 8 10 -4.314 -0.191 5.60 9 10 2.158 0.134 2.75 9 11 -2.158 -0.134 3.95 10 5 -0.013 -0.141 -7.08 10 9 0.013 0.141 -6.91 � 11 9 0.000 -0.155 /"- A~ ` C&/t-1 11 12 0.000 0.155 0.s ' t�j _ __i 17- rl 12 6 -0.013 -0.073 -3.74 '_(O'� 12 10 0.013 0.073 -3.52 13 10 0.000 -0.098 -4 .83 13 13 0.000 0.098 0.00 14 7 0.030 -0.031 -1.80 14 11 -0.030 0.031 -1.30 15 11 0.000 -0.054 -2.65 15 14 0.000 0.054 0.00 APPLIED JOINT LOADS, FREE JOINTS 3'2 . PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 03/22/;3 --- TIME OF DAY: 07:14:17 JOINT FORCE X FORCE Y MOMENT Z 5 0.035 -2.180 0.00 • 6 0.070 -2. 180 0.00 7 0.104 -2.180 0.00 9 0.035 -2.180 0.00 10 0.070 -2.180 0.00 11 0.104 -2.180 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.128 0.00 2 0.000 -0.049 0.00 3 0.000 -0.009 0.00 4 -0.205 6.480 0.00 8 -0.213 6.480 0.00 12 0.000 0.155 0.00 13 0.000 0.098 0.00 14 0.000 0.054 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 5 0.4432 -0.0188 -0.0030 6 0 .6168 -0.0313 -0.0016 7 0.7086 -0.0375 -0.0009 • 9 0.4432 -0.0188 -0.0028 10 0.6168 -0.0313 -0.0014 11 0.7085 -0.0375 -0.0003 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.4432 0.0000 0.0009 2 0.6168 0.0000 -0.0001 3 0.7086 0.0000 -0.0007 4 0.0000 0.0000 -0.0117 8 0.0000 0.0000 -0.0118 12 0.4432 0.0000 0.0019 13 0.6168 0.0000 0.0016 14 0.7085 0.0000 0.0013 53 Beam-Column Check C 3.000x 3.000x 0.075 Fy = 55 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 1.000 Point P M Lx Ly Pcap Mcap Ratio 9 6.5 10.6 50.0 43.0 15.89 22.30 89% 10 4.4 5.6 50.0 43.0 15.89 22.30 53% 11 2.2 4 .0 50.0 43.0 15.89 22.30 32% 0 0.0 0.0 50.0 43.0 15.89 22.30 0% 0 0.0 0.0 50.0 43.0 15.89 22.30 0% 0 0.0 0.0 50.0 43.0 15.89 22.30 0% Load Beam Check 3 .50x 2.750x 0.075 Fy = 55 ksi A = 0.888 in2 E = 29,500 E3 ksi Sx = 0.736 in3 Ix = 1.389 in4 Length = 96 inches Pallet Load 4300 lbs Assume 0.5 pallet load on each beam M= PL/10= 20.64 k-in fb = 28.05 ksi Fb = 33 ksi 85% Mcap = 24 .28 k-in 32.38 k-in with 1/3 increase Defl = 0.48 in = L/ 199 ' w/ 25% added to one pallet load M = .23 PL = 23.74 k-in 98% 341 . . Base Plate Design Column Load 8 .0 kips Allowable Soil 1500 psf basic Assume Footing 27.6 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 = w1A2/3 Use 4 "square base plate w = 10.4 psi 1 = 9.32 in Load factor = 1.67 M = 503 #-in 5 in thick slab f'c = 2500 psi s = 4 .17 in3 fb = 121 psi Fb = 5 (phi) (f'cA.5) = 163 psi OK ! ! Shear : Beam fv = 32 psi Fv = 85 psi OK ! ! Punching fv = 66 psi Fv = 170 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 497 psi fb = 23864 psi Fb = 37500 psi OK ! ! -)