Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Report (9)
Charter Mechanical August 19, 2011 ' / City of Tigard �dU f AO/r --00/7 / 13125 SW Hall Blvd 79V C—{1uA1-2M o_ `— Tigard, OR 97223 Subject: Charter Mechanical Pallet Racking Dear City of Tigard In reference to the pallet racking at Charter Mechanical, we will be storing tools & equipment associated with construction. This includes but not limited to pipe stands made of steel, drill motors, chop saws, pipe machines, fire extinguishers, chain lifting equipment. This equipment is normally stored in wire mess bins or metal cases supplied with the tools & equipment. Any questions or concerns please feel free to contact me at 503.853.4096 Sincerely, CHARTE MECHANICAL Tom Switzer Shop Manager cc: 9636 SW Herman Road Tualatin OR 97062-8080 OR CCB 171657 503.691.1700 Fax 503.691.1717 r • Calculations for : CHARTER MECHANICAL TIGARD , OR 06/29/2011 Loading: 1950 # load levels 5 pallet levels @ 6, 52 , 96 , 140, 182 Seismic per IBC 2009 100% Utilization Sds = 0 . 707 Sdl = 0 . 387 I = 1 . 00 144 " Load Beams Uprights : 36 " 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 . 50x 2 . 750x 0 . 075 Load beams w/ 3-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 CT <c--�D �"'DFF-Cr 11949 A, OR. •N ti CiAt =XP. DATE: 12/ N?. Conterminous 48 States 2005 ASCE 7 Standard Latitude = 45.4279 Longitude = -122.75879999999998 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 0.945 (Ss, Site Class B) 1.0 0.339 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 45.4279 Longitude = -122.75879999999998 Spectral Response Accelerations SMs and SM1 SMs = Fax Ss and SM1 = Fv x S1 Site Class D - Fa = 1.122 ,Fv = 1.722 Period Sa (sec) (g) 0.2 1.060 (SMs, Site Class D) 1.0 0.584 (SM1, Site Class D) IBC 2009 LOADING SEISMIC: Ss= 94.5 % g S1= 33.9 % g Soil Class D Modified Design spectral response parameters Sms= 106.0 % g Sds= 70.7 % g Sm1= 58.4 %g Sd1= 38.9 % g Seismic Use Group 2 Seismic Design Category D or D le = 1 R = 4 R = 6 Cs = 0.1767W Cs = 0.1178W Using Working Stress Design V= Cs`W/1.4 V= 0.1262 W V= 0.0841 W 7 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 I Cold Formed Section HEIGHT OF BEAM 4.500 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 4.1500 2.2500 9.3375 21.0094 5.9561 0.0375 0. 1556 TOP 1.4000 4.4625 6.2475 27.8795 0.0000 0.8750 1.2250 STEP SIDE 1.3500 3.6500 4 . 9275 17.9854 0.2050 1.7125 2 .3119 STEP BOTT 0.7250 2.8375 2 .0572 5.8373 0.0000 2.2125 1.6041 SHORT SID 2.5250 1.4375 3 .6297 5.2177 1.3415 2.7125 6.8491 BOTTOM 2.4000 0.0375 0 .0900 0.0034 0.0000 1.3750 3 .3000 CORNERS 0.2160 4 .4125 0.9530 4.2053 0.0004 0.0875 0.0189 2 0.2160 4 .4125 0.9530 4.2053 0.0004 1.6625 0 .3591 3 0.2160 2 .8875 0.6236 1.8008 0.0004 1.8000 0.3888 4 0.2160 2 .7875 0.6021 1.6783 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 13 .8459 29.3500 29.4589 89.8255 7.5050 17.8875 17 .3814 AREA = 1.038 IN2 CENTER GRAVITY = 2 .128 INCHES TO BASE 1.255 INCHES TO LONG SIDE Ix = 2 .599 IN4 Iy = 1.174 IN4 Sx = 1. 096 IN3 Sy = 0.786 IN3 Rx = 1.582 IN Ry = 1.063 IN BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 4.5 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 1950 LBS PER PAIR CONNECTOR VERTICAL LOAD = 487.5 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 @ 0.5 IN FROM BTM OF CONN M = PL L = 1 IN Pmax = Mcap/L = 5 .232 KIPS RIVET LOAD DIST MOMENT P1 2.844 4 .500 12.797 RIVET OK P2 1.580 2 .500 3.950 P3 0.316 0 .500 0.158 P4 0.000 0 . 000 0.000 TOTAL 4 .740 16.905 CONNECTOR OK WELDS 0.125 " x 4.500 " FILLET WELD UP OUTSIDE 0.125 " x 2.875 " 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 = 9.00 IN A = 0.675 IN2 S = 0 .506 IN3 Fv = 26.0 KSI Mcap = 13 .16 K-IN W/1/3 INCR= 17 .55 K-IN la In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0 .707 1.33 Allowable Stress Increase I = 1. 00 R = 4.0 V = (Sds/R) *I*P1* .67 Weight 60 # per level frame weight Columns @ 36 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 182 2010 366 455 83 140 2010 281 350 49 96 2010 193 240 23 KLx = 6 in 52 2010 105 130 7 KLy = 43 in 6 2010 12 15 0 A = 0.595 in 0 0 0 0 0 Pcap = 21190 lbs ---- ---- ---- ---- ---- ---- ---- ---- 10050 957 1190 162 Column 47% Stress Max column load = 9515 # Min column load = -1620 # Uplift Overturning ( .6- .11Sds)DL+(0.6-.14Sds)PLapp-EL = -2775 # MIN (1+0.11Sds)DL+ (1+0.14Sds)PL+ EL = 10009 # MAX REQUIRED HOLD DOWN = -2775 # Anchors: 1 T = 2775 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 3000 psi concrete Tcap = 2869 # 97% Stressed V = 595 # per leg Vcap = 5214 # = 11% Stressed COMBINED = 97% Stressed OK Braces: Brace height = 43 " Brace width = 36 " Length = 56 " P = 1853 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 139 Pcap = 2933 # 63% l\ In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.707 1.33 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*P1 Weight 60 # per level frame weight Columns @ 36 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 182 2010 366 379 69 140 60 8 9 1 96 60 6 6 1 KLx = 6 in 52 60 3 3 0 KLy = 43 in 6 60 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 21190 lbs 2250 383 398 71 Column 15% Stress Max column load = 3097 # Min column load = -958 # Uplift Overturning ( .6-.11Sds)DL+(0 . 6- .14Sds) PLapp-EL = -1308 # MIN (1+0.11Sds)DL+ (1+0.14Sds) PL+ EL = 3108 # MAX REQUIRED HOLD DOWN = -1308 # Anchors: 1 T = 1308 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 3000 psi concrete Tcap = 2869 # 46% Stressed V = 199 # per leg Vcap = 5214 # = 4% Stressed COMBINED = 27% Stressed OK Braces: Brace height = 43 " Brace width = 36 " Length = 56 " P = 619 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 139 Pcap = 2933 # 21% PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 06/29/;1 --- TIME OF DAY: 18:02:59 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 6.0 S 5 11 17 22 2 0 .0 52.0 S 3 0.0 96.0 S 4 10 16 21 4 0 .0 140.0 S 5 0.0 182.0 S 3 9 15 20 6 73.5 0.0 S 7 73.5 6.0 2 8 14 19 8 73.5 52.0 9 73.5 96.0 1 7 13 18 10 73.5 140.0 11 73.5 182.0 6 12 12 220.5 0.0 S 13 220.5 6.0 14 220.5 52.0 15 220.5 96.0 16 220.5 140.0 17 220.5 182.0 18 294.0 6.0 S 19 294.0 52.0 S 20 294.0 96.0 S 21 294.0 140.0 S 22 294.0 182.0 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 PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 06/29/;1 --- TIME OF DAY: 18:02:59 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 1.038 Ay 0.727 Iz 2 .599 6 Thru 15 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 16 Thru 25 Prismatic Ax 1.038 Ay 0.727 Iz 2 .599 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 7 Force Y -1.01 8 Force Y -1.01 9 Force Y -1.01 10 Force Y -1.01 11 Force Y -1.01 13 Force Y -1.01 14 Force Y -1.01 15 Force Y -1.01 16 Force Y -1.01 17 Force Y -1.01 7 Force X 0.004 8 Force X 0.035 9 Force X 0.064 10 Force X 0.094 11 Force X 0.120 13 Force X 0.004 14 Force X 0.035 15 Force X 0.064 16 Force X 0. 094 17 Force X 0.120 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED IL\ PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 06/29/;1 --- TIME OF DAY: 18:02:59 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 -0.063 0.00 1 7 0. 000 0.063 -4.65 2 2 0.000 -0.082 0.00 2 8 0 .000 0.082 -6.00 3 3 0.000 -0.064 0.00 3 9 0.000 0.064 -4.72 4 4 0.000 -0.038 0.00 4 10 0.000 0.038 -2.77 5 5 0.000 -0.011 0.00 5 11 0.000 0.011 -0.82 6 6 5.016 0.315 0.00 6 7 -5.016 -0.315 1.89 7 7 4.007 0.309 7.49 7 8 -4.007 -0.309 6.74 8 8 3.002 0.268 5.68 8 9 -3.002 -0.268 6.10 9 9 2.000 0.201 4.03 9 10 -2.000 -0.201 4.79 10 10 1.001 0.098 1.63 10 11 -1.001 -0.098 2.48 11 12 5.016 0.319 0.00 11 13 -5.016 -0.319 1.91 12 13 4.007 0.317 7.60 12 14 -4.007 -0. 317 6.97 13 14 3.002 0.288 6.10 13 15 -3.002 -0.288 6.59 14 15 2.000 0.227 4.61 14 16 -2.000 -0.227 5.40 15 16 1.001 0 .142 2.46 15 17 -1.001 -0.142 3.51 16 7 -0.002 -0.064 -4.72 16 13 0.002 0.064 -4.72 17 13 0.000 -0.065 -4.79 17 18 0.000 0.065 0.00 18 8 -0.007 -0.087 -6.42 18 14 0.007 0.087 -6.32 � 19 14 0.000 -0 .092 IOW � e � /A4 19 19 0.000 0 .092 i .00 r/(/f eNr 20 9 -0.003 -0 .073 -5 .41 20 15 0.003 0 . 073 -5.26 21 15 0.000 -0 . 081 -5.95 21 20 0.000 0 . 081 0.00 PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 06/29/;1 --- TIME OF DAY: 18:02:59 22 10 -0.009 -0.049 -3.65 22 16 0.009 0.049 -3.49 23 16 0.000 -0.059 -4.37 23 21 0.000 0.059 0.00 24 11 0.022 -0.020 -1.66 24 17 -0.022 0.020 -1.34 25 17 0.000 -0.030 -2.17 25 22 0.000 0.030 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 7 0.004 -1.010 0.00 8 0.035 -1.010 0.00 9 0.064 -1.010 0.00 10 0.094 -1.010 0. 00 11 0.120 -1.010 0. 00 13 0.004 -1.010 0 .00 14 0.035 -1.010 0.00 15 0.064 -1.010 0 .00 16 0.094 -1.010 0 .00 17 0.120 -1.010 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0 . 063 0.00 2 0.000 -0 . 082 0.00 3 0.000 -0 . 064 0.00 4 0.000 -0.038 0.00 5 0.000 -0.011 0.00 6 -0.315 5.016 0.00 12 -0.319 5.016 0.00 18 0. 000 0.065 0.00 19 0 .000 0.092 0.00 20 0 .000 0.081 0.00 21 0.000 0.059 0.00 22 0.000 0.030 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 7 0.0106 -0.0017 -0.0015 8 0.1843 -0.0124 -0.0021 9 0.3389 -0.0201 -0.0018 10 0.4572 -0.0252 -0.0012 11 0.5186 -0.0276 -0.0006 13 0.0106 -0.0017 -0.0015 14 0.1843 -0.0124 -0.0020 if 1V, PAGE 5 MSU STRESS-11 VERSION 9/89 --- DATE: 06/29/;1 --- TIME OF DAY: 18:02:59 15 0.3389 -0.0201 -0. 0017 16 0.4572 -0.0252 -0.0011 17 0.5185 -0.0276 -0.0003 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.0106 0. 0000 0 . 0007 2 0.1843 0. 0000 0 .0008 3 0.3389 0.0000 0. 0005 4 0.4572 0.0000 0.0001 5 0.5186 0.0000 -0.0002 6 0.0000 0.0000 -0.0017 12 0.0000 0.0000 -0.0017 18 0.0106 0.0000 0.0008 19 0.1843 0.0000 0.0013 20 0.3389 0.0000 0.0012 21 0.4572 0.0000 0.0010 22 0.5185 0.0000 0.0007 Seismic Analysis per 2009 IBC wi di widi2 fi fidi # in # 2010 0.0106 0 8 0.1 4 8 _ 2010 0.1843 68 70 12.9 35 70 2010 0.3389 231 128 43.4 64 128 2010 0.4572 420 188 86.0 94 188 2010 0.5186 541 240 124.5 120 240 0 0.0000 0 0 0.0 0 0 10050 1260 634 266.8 634 g = 32.2 ft/sec2 T = 0 .6947 sec I = 1.00 Cs = 0.0928 or 0.1178 Sdl = 0.387 Cs min = 0.070666 or 1.5% R = 6 Cs = 0.0928 V = (Cs*I) *W* .67 V = 0.0928 W*.67 = 634 # 100% 17 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 1.333 Point P M Lx Ly Pcap Mcap Ratio 13 5.0 1.9 6.0 43.0 21.19 29.73 30% 14 4.1 7.6 46.0 43.0 21.19 29.73 45% 15 3.1 6.6 44.0 43.0 21.19 29.73 37% 16 2.1 5.4 44.0 43.0 21.19 29.73 28% 17 1.1 3.5 42.0 43.0 21.19 29.73 17% 0 0. 0 0.0 6.0 43.0 21. 19 29.73 0% Load Beam Check 4.50x 2.750x 0.075 Fy = 55 ksi A = 1.038 in2 E = 29,500 E3 ksi Sx = 1.096 in3 Ix = 2.599 in4 Length = 144 inches Pallet Load 1950 lbs Assume 0.5 pallet load on each beam M = PL/8= 17.55 k-in fb = 16.02 ksi Fb = 33 ksi 49% Mcap = 36.15 k-in 48.20 k-in with 1/3 increase Defl = 0.49 in = L/ 291 w/ 25% added to one pallet load M = .232 PL = 16.29 k-in 45% 14 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 = w1A2/3 Use 4 "square base plate w = 10.4 psi 1 = 8. 92 in Load factor = 1.67 M = 462 #-in 5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 111 psi Fb = 5 (phi) (f'cA.5) = 163 psi OK ! ! Shear : Beam fv = 31 psi Fir = 85 psi OK ! ! Punching fv = 62 psi Fv = 170 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 469 psi fb = 22520 psi Fb = 37500 psi OK ! ! Calculations for : -101 CHARTER MECHANICAL TIGARD , OR 06/29/2011 Loading: 2100 # load levels 5 pallet levels @ 6, 44 , 86 , 132, 178 Seismic per IBC 2009 100o Utilization Sds = 0 . 707 Sdl = 0 . 387 I = 1 . 00 144 " Load Beams Uprights : 36 " 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 . 50x 2 . 750x 0 . 075 Load beams w/ 3-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0. 707 1.33 Allowable Stress Increase I = 1.00 R = 4 .0 V = (Sds/R) *I*P1*.67 Weight 60 # per level frame weight Columns @ 36 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0 .075 178 2160 384 510 91 132 2160 285 378 50 86 2160 186 246 21 KLx = 6 in 44 2160 95 126 6 KLy = 43 in 6 2160 13 17 0 A = 0.595 in 0 0 0 0 0 Pcap = 21190 lbs ---- ---- ---- ---- ---- ---- ---- ---- 10800 963 1278 168 Column 50% Stress Max column load = 10056 # Min column load = -1572 # Uplift Overturning ( .6- .11Sds)DL+(0.6-.14Sds)PLapp-EL = -2815 # MIN (1+0.11Sds)DL+ (1+0.14Sds)PL+ EL = 10587 # MAX REQUIRED HOLD DOWN = -2815 # Anchors: 1 T = 2815 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 3000 psi concrete Tcap = 2869 # 98% Stressed V = 639 # per leg Vcap = 5214 # = 12% Stressed COMBINED = 100% Stressed OK Braces: Brace height = 43 " Brace width = 36 " Length = 56 " P = 1991 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 139 Pcap = 2933 # 68% 2 ) In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.707 1.33 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*P1 Weight 60 # per level frame weight Columns @ 36 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3 . 000x 3.000x 0.075 178 2160 384 407 72 132 60 8 8 1 86 60 5 5 0 KLx = 6 in 44 60 3 3 0 KLy = 43 in 6 60 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 21190 lbs -------- ---- ---- ---- ---- ---- ---- 2400 401 424 74 Column 15% Stress Max column load = 3260 # Min column load = -978 # Uplift Overturning ( .6- .11Sds)DL+(0.6- . 14Sds)PLapp-EL = -1351 # MIN (1+0.11Sds)DL+ (1+0 . 14Sds)PL+ EL = 3271 # MAX REQUIRED HOLD DOWN = -1351 # Anchors: 1 T = 1351 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 3000 psi concrete Tcap = 2869 # 47% Stressed V = 212 # per leg Vcap = 5214 # = 4% Stressed COMBINED = 29% Stressed OK Braces: Brace height = 43 " Brace width = 36 " Length = 56 " P = 661 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 139 Pcap = 2933 # 23% 7i PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 06/29/;l --- TIME OF DAY: 18:09:05 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 6. 0 S 5 11 17 22 2 0. 0 44.0 S 3 0 .0 86.0 S 4 0.0 132.0 S 4 10 16 21 5 0.0 178.0 S 6 73.5 0.0 S 3 9 15 20 7 73.5 6.0 8 73.5 44.0 2 8 14 19 9 73.5 86.0 10 73.5 132.0 1 7 13 18 11 73 .5 178.0 6 12 12 220.5 0.0 S 13 220.5 6.0 14 220.5 44.0 15 220.5 86.0 16 220.5 132.0 17 220.5 178.0 18 294.0 6.0 S 19 294.0 44.0 S 20 294.0 86.0 S 21 294 .0 132.0 S 22 294.0 178.0 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 CZ PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 06/29/;1 --- TIME OF DAY: 18:09:05 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 1.038 Ay 0.727 Iz 2 .599 6 Thru 15 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 16 Thru 25 Prismatic Ax 1.038 Ay 0.727 Iz 2.599 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 7 Force Y -1.08 8 Force Y -1.08 _ 9 Force Y -1.08 10 Force Y -1.08 11 Force Y -1.08 13 Force Y -1.08 14 Force Y -1.08 15 Force Y -1.08 16 Force Y -1.08 17 Force Y -1.08 7 Force X 0.005 8 Force X 0.035 9 Force X 0.070 10 Force X 0.105 11 Force X 0.143 13 Force X 0.005 14 Force X 0.035 15 Force X 0.070 16 Force X 0.105 17 Force X 0. 143 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED 2q PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 06/29/;1 --- TIME OF DAY: 18:09:05 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 -0.062 0.00 1 7 0.000 0.062 -4.58 2 2 0.000 -0.083 0.00 2 8 0.000 0.083 -6.07 3 3 0.000 -0.075 0.00 3 9 0.000 0.075 -5.48 4 4 0. 000 -0.049 0.00 4 10 0. 000 0.049 -3.63 5 5 0. 000 -0.017 0.00 5 11 0.000 0.017 -1.25 6 6 5.367 0.355 0.00 6 7 -5.367 -0.355 2.13 7 7 4 .288 0.348 7.10 7 8 -4 .288 -0.348 6.14 8 8 3.213 0.308 6.40 8 9 -3 .213 -0.308 6.52 9 9 2.140 0.236 5.08 9 10 -2.140 -0.236 5.76 10 10 1.071 0.124 2.37 10 11 -1.071 -0.124 3 .32 11 12 5.367 0.361 0.00 11 13 -5.367 -0.361 2 .16 12 13 4.288 0 .358 7 .21 12 14 -4.288 -0 .358 6.38 13 14 3.213 0 .328 6.79 13 15 -3.213 -0 .328 7. 00 14 15 2.140 0 .260 5.63 14 16 -2.140 -0.260 6.34 15 16 1.071 0 .162 3 .16 15 17 -1.071 -0 .162 4.31 16 7 -0.002 -0.063 -4 .65 16 13 0.002 0 .063 -4 .65 17 13 0.000 -0. 064 -4 .73 17 18 0.000 0. 064 0.00 18 8 -0.006 -0 . 087 -6.47 18 14 0.006 0 . 087 -6.39 19 14 0.000 -0 . 092 -6.78 19 19 0.000 0 .092 0. 00 20 9 -0.002 -0.082 -6. 13 20 15 0.002 0 .082 -5. 99 21 15 0.000 -0.090 -6.64 21 20 0.000 0.090 0 . 00 -2- y PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 06/29/;1 --- TIME OF DAY: 18:09:05 22 10 -0.007 -0.060 -4.49 22 16 0.007 0.060 -4.32 23 16 0.000 -0.071 -5.18 23 21 0. 000 0.071 0.00 24 11 0 .019 -0.026 -2.07 24 17 -0 . 019 0.026 -1.74 25 17 0 . 000 -0.035 -2.57 25 22 0 .000 0.035 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 7 0.005 -1.080 0.00 8 0.035 -1.080 0.00 9 0. 070 -1.080 0.00 10 0 . 105 -1.080 0.00 11 0. 143 -1.080 0.00 13 0.005 -1.080 0.00 14 0.035 -1.080 0.00 15 0.070 -1.080 0.00 16 0.105 -1.080 0.00 17 0.143 -1.080 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.062 0.00 2 0.000 -0.083 0.00 3 0.000 -0.075 0.00 4 0.000 -0.049 0.00 5 0.000 -0.017 0.00 6 -0.355 5.367 0.00 12 -0.361 5.367 0. 00 18 0.000 0.064 0.00 19 0.000 0.092 0. 00 20 0.000 0.090 0.00 21 0.000 0 .071 0.00 22 0.000 0 .035 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 7 0 . 0106 -0.0019 -0.0015 8 0 . 1380 -0.0113 -0.0021 9 0.2941 -0.0191 -0.0020 10 0.4444 -0.0248 -0.0015 11 0.5331 -0.0277 -0.0008 13 0.0106 -0.0019 -0 .0015 '14 0.1380 -0.0113 -0 . 0021 PAGE 5 MSU STRESS-11 VERSION 9/89 --- DATE: 06/29/;1 --- TIME OF DAY: 18:09:05 15 0.2941 -0.0191 -0.0019 16 0.4444 -0.0248 -0.0014 17 0.5330 -0.0277 -0.0005 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.0106 0. 0000 0. 0007 2 0.1380 0.0000 0. 0008 3 0.2941 0.0000 0.0006 4 0.4444 0.0000 0.0002 5 0.5331 0.0000 -0.0002 6 0. 0000 0.0000 -0.0017 12 0.0000 0.0000 -0.0017 18 0.0106 0.0000 0.0008 19 0.1380 0.0000 0.0012 20 0.2941 0.0000 0.0013 21 0.4444 0.0000 0.0012 22 0.5330 0. 0000 0.0008 Seismic Analysis per 2009 IBC wi di widi2 fi fidi # in # 2160 0.0106 0 10 0 .1 5 10 2160 0 .1380 41 70 9.7 35 70 2160 0.2941 187 140 41.2 70 140 2160 0.4444 427 210 93.3 105 210 2160 0.5331 614 286 152 .5 143 286 0 0.0000 0 0 0.0 0 0 10800 1269 716 296.7 716 g = 32.2 ft/sec2 T = 0.6609 sec I = 1.00 Cs = 0.0975 or 0.1178 Sd1 = 0.387 Cs min = 0.070666 or 1.5g R = 6 Cs = 0.0975 V = (Cs*I) *W*.67 V = 0.0975 W*.67 = 716 # 100% 2`) 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 1.333 Point P M Lx Ly Pcap Mcap Ratio 13 5.4 2.2 6.0 43.0 21.19 29.73 33% 14 4.4 7.2 38.0 43 .0 21.19 29.73 45% 15 3 .3 7.0 42 .0 43.0 21.19 29.73 39% 16 2.3 6.3 46.0 43.0 21.19 29.73 32% 17 1.2 4.3 46.0 43.0 21.19 29.73 20% 0 0.0 0.0 6.0 43.0 21.19 29.73 0% Load Beam Check 4.50x 2.750x 0.075 Fy = 55 ksi A = 1.038 in2 E = 29,500 E3 ksi Sx = 1.096 in3 Ix = 2.599 in4 Length = 144 inches Pallet Load 2100 lbs Assume 0.5 pallet load on each beam M = PL/8= 18.90 k-in fb = 17.25 ksi Fb = 33 ksi 52% Mcap = 36.15 k-in 48.20 k-in with 1/3 increase Defl = 0.53 in = L/ 270 w/ 25% added to one pallet load M = .232 PL = 17.54 k-in 49% Base Plate Design Column Load 7.9 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 = 9.30 in Load factor = 1.67 M = 502 #-in 5 in thick slab f'c = 2500 psi s = 4 .17 in3 fb = 120 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 = 496 psi fb = 23820 psi Fb = 37500 psi OK ! ! 71 Calculations for : CHARTER MECHANICAL TIGARD , OR 06/29/2011 Loading: 2100 # load levels 6 pallet levels @ 6, 28, 50, 72, 120, 170 Seismic per IBC 2009 100% Utilization Sds = 0 . 707 Sd1 = 0 . 387 I = 1 . 00 144 " Load Beams Uprights : 36 " 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 . 50x 2 . 750x 0 . 075 Load beams w/ 3-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.707 1.33 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*P1* .67 Weight 60 # per level frame weight Columns @ 36 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3 .000x 3.000x 0.075 170 2160 367 585 99 120 2160 259 413 50 72 2160 156 248 18 KLx = 6 in 50 2160 108 172 9 KLy = 43 in 28 2160 60 96 3 A = 0.595 in 6 2160 13 21 0 Pcap = 21190 lbs ---- ---- ---- ---- ---- ---- ---- ---- 12960 963 1534 178 Column 57% Stress Max column load = 11429 # Min column load = -1249 # Uplift Overturning ( .6- .11Sds)DL+(0.6-.14Sds)PLapp-EL = -2740 # MIN (1+0. 11Sds)DL+ (1+0.14Sds)PL+ EL = 12067 # MAX REQUIRED HOLD DOWN = -2740 # Anchors: 1 T = 2740 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 3000 psi concrete Tcap = 2869 # 96% Stressed V = 767 # per leg Vcap = 5214 # = 15% Stressed COMBINED = 97% Stressed OK Braces: Brace height = 43 " Brace width = 36 " Length = 56 " P = 2390 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 139 Pcap = 2933 # 81% In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0 .707 1. 33 Allowable Stress Increase I = 1. 00 R = 4.0 V = (Sds/R) *I*P1 Weight 60 # per level frame weight Columns @ 36 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 170 2160 367 416 71 120 60 7 8 1 72 60 4 5 0 KLx = 6 in 50 60 3 3 0 KLy = 43 in 28 60 2 2 0 A = 0.595 in 6 60 0 0 0 Pcap = 21190 lbs 2460 384 435 72 Column 15% Stress Max column load = 3237 # Min column load = -899 # Uplift Overturning ( .6-.11Sds)DL+(0. 6-.14Sds)PLapp-EL = -1283 # MIN (1+0.11Sds)DL+ (1+0.14Sds)PL+ EL = 3251 # MAX REQUIRED HOLD DOWN = -1283 # Anchors: 1 T = 1283 # 2 0.5 in dia HILTI TZ 3 .25 "embedment in 3000 psi concrete Tcap = 2869 # 45% Stressed V = 217 # per leg Vcap = 5214 # = 4% Stressed COMBINED = 27% Stressed OK Braces: Brace height = 43 " Brace width = 36 " Length = 56 " P = 677 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 139 Pcap = 2933 # 23% PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 06/29/;1 --- TIME OF DAY: 18:15:34 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 6 Levels Type Plane Frame Number of Joints 26 Number of Supports 14 Number of Members 30 Number of Loadings 1 Joint Coordinates 6 13 2C 26 1 0.0 6.0 S 5 12 19 25 2 0.0 28.0 S 3 0.0 50.0 S 4 11 18 24 4 0.0 72.0 S 5 0.0 120.0 S 3 10 17 23 6 0.0 170.0 S 2 9 16 22 7 73.5 0.0 S 8 73.5 6.0 1 8 15 21 9 73.5 28.0 10 73.5 50.0 7 14 11 73.5 72.0 12 73.5 120.0 13 73.5 170.0 14 220.5 0.0 S 15 220.5 6.0 16 220.5 28.0 17 220.5 50.0 18 220.5 72.0 19 220.5 120.0 20 220.5 170.0 21 294.0 6.0 S 22 294.0 28.0 S 23 294.0 50.0 S 24 294.0 72.0 S 25 294.0 120.0 S 26 294.0 170.0 S Joint Releases 7 Moment Z 14 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 6 Force X Moment Z 21 Force X Moment Z 22 Force X Moment Z 23 Force X Moment Z 24 Force X Moment Z 25 Force X Moment Z 26 Force X Moment Z PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 06/29/;1 --- TIME OF DAY: 18:15:34 Member Incidences 1 1 8 2 2 9 3 3 10 4 4 11 5 5 12 6 6 13 7 7 8 8 8 9 9 9 10 10 10 11 11 11 12 12 12 13 13 14 15 14 15 16 15 16 17 16 17 18 17 18 19 18 19 20 19 8 15 20 9 16 21 10 17 22 11 18 23 12 19 24 13 20 25 15 21 26 16 22 27 17 23 28 18 24 29 19 25 30 20 26 Member Properties 1 Thru 6 Prismatic Ax 1.038 Ay 0.727 Iz 2.599 7 Thru 18 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 19 Thru 30 Prismatic Ax 1.038 Ay 0.727 Iz 2.599 Constants E 29000. All C 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 8 Force Y -1.08 9 Force Y -1.08 10 Force Y -1.08 11 Force Y -1.08 12 Force Y -1.08 13 Force Y -1.08 15 Force Y -1.08 16 Force Y -1.08 17 Force Y -1.08 18 Force Y -1.08 19 Force Y -1.08 20 Force Y -1.08 1,771.1 PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 06/29/;1 --- TIME OF DAY: 18:15:34 8 Force X 0.007 9 Force X 0.033 10 Force X 0.058 11 Force X 0.083 12 Force X 0.139 13 Force X 0.198 15 Force X 0.007 16 Force X 0.033 17 Force X 0.058 18 Force X 0.083 19 Force X 0. 139 20 Force X 0.198 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2009 IBC wi di widi2 fi fidi in 2160 0.0110 0 14 0.2 7 14 2160 0.0647 9 66 4.3 33 66 2160 0.1195 31 116 13.9 58 116 2160 0.1755 67 166 29.1 83 166 2160 0.3823 316 278 106.3 139 279 2160 0.5287 604 396 209.4 198 397 12960 1026 1036 363.1 1038 g = 32.2 ft/sec2 T = 0.5374 sec I = 1.00 Cs = 0.1199 or 0.1178 Shc = 0.387 Cs min = 0.070666 or 1.5W R = 6 Cs = 0.1178 V = (Cs*I) *W*.67 V = 0.1178 W*.67 = 1038 # 100% PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 06/29/;1 --- TIME OF DAY: 18:15:34 Structure Storage Rack in Load Beam Plane 6 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0 . 060 0.00 1 8 0.000 0. 060 -4 .44 2 2 0.000 -0.067 0.00 2 9 0.000 0.067 -4.95 3 3 0.000 -0.064 0.00 3 10 0 .000 0.064 -4.67 4 4 0 . 000 -0.075 0.00 4 11 0 . 000 0.075 -5.54 5 5 0 . 000 -0.074 0.00 5 12 0. 000 0.074 -5.44 6 6 0 .000 -0.029 0.00 6 13 0 .000 0.029 -2 .16 7 7 6.441 0.513 0.00 7 8 -6.441 -0.513 3.08 • 8 8 5.362 0.503 5.88 8 9 -5.362 -0.503 5.19 9 9 4.286 0.461 5.05 . 9 10 -4.286 -0.461 5.09 10 10 3.213 0.394 4 .79 10 11 -3.213 -0.394 3 .88 11 11 2.141 0.326 7 .86 11 12 -2.141 -0.326 7 . 80 12 12 1.071 0.181 3 .92 12 13 -1.071 -0.181 5.13 13 14 6.441 0.523 0 .00 13 15 -6.441 -0.523 3 .14 14 15 5.362 0.519 6 . 00 14 16 -5.362 -0.519 5 .41 15 16 4.286 0.495 5.39 15 17 -4.286 -0.495 5. 50 16 17 3.213 0.446 5.30 16 18 -3.213 -0.446 4 .51 17 18 2.141 0.348 8 .33 17 19 -2.141 -0.348 8 .36 18 19 1.071 0.215 4 .68 18 20 -1.071 -0.215 6. 08 19 8 -0.003 -0.062 -4 .53 19 15 0.003 0.062 -4.52 20 9 -0.010 -0.072 -5 .28 20 16 0.010 0.072 -5.24 21 10 -0. 009 -0.070 -5.21 21 17 0 . 009 0.070 -5.14 3 V PAGE 5 MSU STRESS-11 VERSION 9/89 --- DATE: 06/29/;1 --- TIME OF DAY: 18:15:34 22 11 0.015 -0.084 -6.20 22 18 -0.015 0.084 -6. 09 23 12 -0.006 -0.084 -6.28 23 19 0.006 0.084 -6 . 10 24 13 0.017 -0.038 -2 . 97 24 20 -0.017 0.038 -2.63 25 15 0.000 -0.063 -4 .61 25 21 0.000 0.063 0 . 00 26 16 0.000 -0.076 -5 .57 26 22 0.000 0.076 0.00 27 17 0.000 -0. 077 -5.67 27 23 0.000 0. 077 0.00 28 18 0.000 -0. 092 -6.75 28 24 0.000 0.092 0.00 29 19 0.000 -0.094 C-6 §-I-I....111AP! e09.1.(.// 29 25 0.000 0.094 0 .00 �(,(. .` �.. 30 20 0.000 -0.047 -3 .45 ��(PT�g✓ne 30 26 0.000 0.047 0. 00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 8 0.007 -1.080 0.00 9 0.033 -1.080 0.00 10 0.058 -1.080 0.00 11 0.083 -1.080 0.00 12 0.139 -1.080 0.00 • 13 0.198 -1.080 0.00 15 0. 007 -1.080 0.00 16 0. 033 -1.080 0.00 17 0.058 -1.080 0.00 18 0.083 -1.080 0.00 19 0.139 -1.080 0.00 20 0.198 -1.080 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.060 0.00 2 0.000 -0.067 0.00 3 0.000 -0.064 0.00 4 0.000 -0.075 0.00 5 0.000 -0.074 0.00 6 0.000 -0.029 0.00 7 -0.513 6.441 0.00 14 -0.523 6.441 0.00 21 0.000 0.063 0.00 22 0.000 0.076 0.00 23 0.000 0.077 0.00 24 0.000 0.092 0.00 25 0.000 0.094 0. 00 . • PAGE 6 MSU STRESS-11 VERSION 9/89 --- DATE: 06/29/;1 --- TIME OF DAY: 18:15 :34 26 0.000 0.047 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 8 0.0110 -0.0022 -0.0015 9 0.0647 -0.0091 -0.0017 10 0.1195 -0.0145 -0.0017 11 0.1755 -0.0186 -0.0021 12 0.3823 -0.0246 -0.0021 13 0.5287 -0.0277 -0.0011 15 0 .0110 -0.0022 -0.0015 16 0.0647 -0.0091 -0.0017 17 0.1196 -0.0145 -0.0017 18 0.1754 -0.0186 -0. 0020 19 0.3823 -0.0246 -0.0019 20 0.5286 -0.0277 -0.0007 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0. 0110 0.0000 0.0007 2 0 . 0647 0.0000 0.0007 3 0 .1195 0.0000 0.0006 4 0.1755 0.0000 0.0006 5 0.3823 0.0000 0.0005 6 0.5287 0.0000 0.0000 7 0.0000 0.0000 -0.0018 14 0.0000 0.0000 -0.0018 21 0.0110 0.0000 0.0008 22 0.0647 0.0000 0.0010 23 0.1196 0.0000 0.0011 24 0.1754 0.0000 0.0013 25 0.3823 0.0000 0.0015 26 0. 5286 0.0000 0.0009 • 32% 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 1.333 Point P M Lx Ly Pcap Mcap Ratio 15 6.5 3.1 6.0 43 .0 21.19 29.73 41% 16 5.4 6.0 22.0 43 .0 21.19 29.73 46% 17 4 .4 5.5 22.0 43 .0 21.19 29.73 39% 18 3 .3 4.5 22.0 43 .0 21.19 29.73 31% 19 2 .3 8.4 48.0 43 .0 21.19 29. 73 39% 20 1.2 6.1 50.0 43 . 0 21.19 29.73 26% Load Beam Check 4.50x 2.750x 0.075 Fy = 55 ksi A = 1.038 in2 E = 29,500 E3 ksi Sx = 1.096 in3 Ix = 2.599 in4 Length = 144 inches Pallet Load 2100 lbs Assume 0.5 pallet load on each beam M = PL/8= 18.90 k-in fb = 17.25 ksi Fb = 33 ksi 52% Mcap = 36.15 k-in 48.20 k-in with 1/3 increase Defl = 0.53 in = L/ 270 w/ 25% added to one pallet load M = .232 PL = 17.54 k-in 49% .411 Base Plate Design Column Load 9.1 kips Allowable Soil 1500 psf basic Assume Footing 29.5 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 = 10.24 in Load factor = 1.67 M = 608 #-in 5 in thick slab f'c = 2500 psi s = 4 .17 in3 fb = 146 psi Fb = 5 (phi) (f'c".5) = 163 psi OK ! ! Shear : Beam fv = 36 psi Fv = 85 psi OK ! ! Punching fv = 76 psi Fv = 170 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 566 psi fb = 27150 psi Fb = 37500 psi OK ! ! 116 Calculations for : CHARTER MECHANICAL { '� TIGARD , OR 06/29/2011 Loading: 2100 # load levels 6 pallet levels @ 6 , 28 , 50, 72 , 120 , 170 Seismic per IBC 2009 1005 Utilization Sds = 0 . 707 Shc = 0 . 387 I = 1 . 00 96 " Load Beams Uprights : 36 " 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 . 50x 2 . 750x 0 . 060 Load beams w/ 3-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 ' I • Cold Formed Section HEIGHT OF BEAM 4.500 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 4 . 1800 2 .2500 9.4050 21.1613 6.0862 0.0300 0.1254 TOP 1.4300 4 .4700 6.3921 28.5727 0.0000 0.8750 1.2513 STEP SIDE 1.3650 3 .6575 4 .9925 18 .2600 0.2119 1.7200 2.3478 STEP BOTT 0.7400 2 .8450 2.1053 5.9896 0.0000 2.2200 1.6428 SHORT SID 2.5550 1.4375 3.6728 5.2797 1.3899 2.7200 6.9496 BOTTOM 2.4300 0.0300 0.0729 0 .0022 0.0000 1.3750 3 .3413 CORNERS 0.2042 4.4228 0.9031 3 .9944 0.0003 0.0772 0.0158 2 0.2042 4.4228 0.9031 3 . 9944 0.0003 1.6728 0.3416 3 0.2042 2.8922 0.5906 1.7082 0.0003 1.7972 0.3670 4 0.2042 2.7978 0.5713 1.5984 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 13.9252 29.3800 29.6403 90 .5632 7.6901 17.9100 17.4898 AREA = 0.836 IN2 CENTER GRAVITY = 2.129 INCHES TO BASE 1.256 INCHES TO LONG SIDE Ix = 2.110 IN4 Iy = 0.956 IN4 Sx = 0.890 IN3 Sy = 0.640 IN3 Rx = 1.589 IN Ry = 1.070 IN BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 4.5 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 2100 LBS PER PAIR CONNECTOR VERTICAL LOAD = 525 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 @ 0.5 IN FROM BTM OF CONN M = PL L = 1 IN Pmax = Mcap/L = 5.232 KIPS RIVET LOAD DIST MOMENT P1 2 .844 4.500 12.797 RIVET OK P2 1.580 2.500 3 .950 P3 0.316 0.500 0.158 P4 0.000 0.000 0.000 TOTAL 4.740 16.905 CONNECTOR OK WELDS 0.125 " x 4 .500 " FILLET WELD UP OUTSIDE 0.125 " x 2 .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 0.06 " THICK WELD L = 9.00 IN A = 0.540 IN2 S = 0.405 IN3 Fv = 26.0 KSI Mcap = 10.53 K-IN W/1/3 INCR= 14.04 K-IN y3 In Upright Plane Seismic Load Distribution per 2009 IBC Sds = 0.707 1.33 Allowable Stress Increase I = 1.00 R = 4 .0 V = (Sds/R) *I*P1* .67 Weight 60 # per level frame weight Columns @ 36 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 170 2160 367 585 99 120 2160 259 413 50 72 2160 156 248 18 KLx = 6 in 50 2160 108 172 9 KLy = 43 in 28 2160 60 96 3 A = 0.595 in 6 2160 13 21 0 Pcap = 21190 lbs 12960 963 1534 178 Column 57% Stress Max column load = 11429 # Min column load = -1249 # Uplift . Overturning ( .6-.1lSds)DL+(0.6- .14Sds)PLapp-EL = -2740 # MIN (1+0.11Sds)DL+ (1+0.14Sds)PL+ EL = 12067 # MAX REQUIRED HOLD DOWN = -2740 # Anchors: 1 T = 2740 # 2 0.5 in dia HILTI TZ 3.25 "embedment in 3000 psi concrete Tcap = 2869 # 96% Stressed V = 767 # per leg Vcap = 5214 # = 15% Stressed COMBINED = 97% Stressed OK Braces: Brace height = 43 " Brace width = 36 " Length = 56 " P = 2390 # Use : C 1.500x 1.250x 0.075 A = 0 .280 in L/r = 139 Pcap = 2933 # 81% In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2009 IBC Sds = 0.707 1.33 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*P1 Weight 60 # per level frame weight Columns @ 36 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 170 2160 367 416 71 120 60 7 8 1 72 60 4 5 0 KLx = 6 in 50 60 3 3 0 KLy = 43 in 28 60 2 2 0 A = 0.595 in 6 60 0 0 0 Pcap = 21190 lbs ---- ---- ---- ---- ---- ---- ---- ---- 2460 384 435 72 Column 15% Stress Max column load = 3237 # Min column load = -899 # Uplift Overturning ( .6-.11Sds)DL+(0.6-.14Sds)PLapp-EL = -1283 # MIN (1+0.11Sds)DL+ (1+0.14Sds) PL+ EL = 3251 # MAX REQUIRED HOLD DOWN = -1283 # Anchors: 1 T = 1283 # 2 0 .5 in dia HILTI TZ 3 .25 "embedment in 3000 psi concrete Tcap = 2869 # 45% Stressed V = 217 # per leg Vcap = 5214 # = 4% Stressed COMBINED = 27% Stressed OK Braces: Brace height = 43 " Brace width = 36 " Length = 56 " P = 677 # Use : C 1.500x 1.250x 0.075 A = 0.280 in L/r = 139 Pcap = 2933 # 23% 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 1.333 Point P M Lx Ly Pcap Mcap Ratio 15 6.5 3.1 6.0 43.0 21.19 29.73 41% 16 5.4 6.0 22.0 43.0 21.19 29.73 46% 17 4.4 5.5 22.0 43.0 21.19 29.73 39% 18 3.3 4.5 22.0 43.0 21.19 29.73 31% 19 2.3 8.4 48.0 43.0 21.19 29.73 39% 20 1.2 6.1 50.0 43.0 21.19 29.73 26% Load Beam Check 4.50x 2.750x 0.060 Fy = 55 ksi A = 0.836 in2 E = 29,500 E3 ksi Sx = 0.890 in3 Ix = 2 . 110 in4 Length = 96 inches Pallet Load 2100 lbs Assume 0.5 pallet load on each beam M = PL/8= 12 .60 k-in fb = 14 .16 ksi Fb = 33 ksi 43% Mcap = 29.36 k-in 39. 14 k-in with 1/3 increase Defl = 0. 19 in = L/ 494 w/ 25% added to one pallet load M = .232 PL = 11.69 k-in 40% Base Plate Design Column Load 9.1 kips Allowable Soil 1500 psf basic Assume Footing 29.5 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 = 10.24 in Load factor = 1.67 M = 608 #-in 5 in thick slab f'c = 2500 psi s = 4.17 in3 fb = 146 psi Fb = 5 (phi) (f'cA.5) = 163 psi OK 1 ! Shear : Beam fv = 36 psi Fv = 85 psi OK ! ! Punching fv = 76 psi Fv = 170 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 566 psi fb = 27150 psi Fb = 37500 psi OK ! ! "!7 dotrit,-(0-kerz, �1.6,,e/&6 t 2Z ¶pc. Ifkee,e,t 7i4 (;; ,/0 L )i Lao 6/7Z141 We- ( C:42) 4- ?vN!o . 4$qQ3 Vl= a 1-5( 8 qp r- 7400*4/4/e1 1'r ( ) UP4-1Q (L) 6..W s ,e,e4ce..Li1 �z 0,76•( i¢) _ .51:4/6,Y ,942 Sol -N Tube Section 06/29/11 Depth 2.250 in Fy 50 ksi Width 3.800 in E = 29 E3 KSI Thickness 0. 1350 in R 0. 1350 in ARM SECTION Blank = 11 .21 in wt = 5. 1 plf A = 1. 514 in2 Ix = 1.264 in4 Sx = 1. 123 in3 Rx = 0. 914 in Iy = 2.861 in4 Sy 1.506 in3 Ry = 1.375 in a 1.7100 Web w/t 12.6667 L = 24 IN a bar 2. 1150 Flg w/t 24 . 1481 L/r = 26 b 3.2600 x bar 1.8325 Fa = 27. 60 KSI b bar 3. 6650 m 2.2218 Pcap = 41.78 K c 0.8550 x0 -4.0543 Tcap = 45.41 K c bar 1.0575 J 2.8068 Mcap = 33.70 K-IN u 0.3181 x web 1. 9000 gamma 1. 0000 x lip 1. 9000 R' 0.2025 h/t 14.6667 �,p 1 /41 VyV j o/ - > 41 9 1 4(1 "g /¢ Cz. + z(3,03)1 2,/z ;N z -Tx 7-1Z,4.- 3 3.63 (2,4a6-Irz-)1./87( = 7 /4L /u¢ [ 0, 1 )1(z):1 ,/g75 4; el4 //j5t y,rz COLUMN Cold Formed Channel 06/30/11 Depth 5. 130 in Fy= 50 ksi COLUMN SECTION • Flange 2.000 in Lip 0.000 in Thickness 0. 1790 in R 0.1790 in Blank= 8.54 in wt= 5.2 plf A= 1.529 in2 Ix = 5.741 in4 Sx= 2.238 in3 Rx= 1.938 in ly= 0.552 in4 Sy= 0.372 in3 Ry= 0.601 in x bar 0.4285 in Welded Toe-Toe A= 2.12 in Ix = 7. 1 in4 ly= 4 . 4 in4 Rx = 1.840 in Ry= 1.450 in Sx = 2.860 in3 Sy= 2.220 in3 Mcap= 85.8 k-in 0.7 Kips per 24 in Arm 80 in Y-Y braces Ry= 1.450 in Ky = 1 Rx = 1.840 in Kx= 2 Ht P M Pcap P/Pcap M/Mcap Combined (feet) (kips) (k-in) KL/r (kips) (%) (%) (%) 1 2 3.5 51.0 55.2 49.9 7.0% 59.4% 66.4% 2 4 2.8 40.8 55.2 49.9 5.6% 47.5% 53.1% 3 6 2.1 30.6 78.3 41.0 5.1% 35.6% 40.8% 4 8 1.4 20.4 104.3 29.0 4.8% 23.8% 28.6% 5 10 0.7 10.2 130.4 18.6 3.8% 11.9% 15.6% 6 0 0.0 0 55.2 49.9 0.0% 0.0% 0.0% 7 0 0.0 0 55.2 49.9 0.0% 0.0% 0.0% 8 0 0.0 0 55.2 49.9 0.0% 0.0% 0.0% Seismic Cs= 0.283 R = 2.5 LF = 1.4 V= Cs*W/(LF) = 0.202 W 0.7075 kips Ht P M Pcap P/Pcap M/Mcap Combined (feet) (kips) (k-in) (kips) (%) (%) (%)1 2 3.5 101.9 66.3 5.3% 89.1% 94.4% 1°A19.---fr 2 4 2.8 74.7 66.3 4.2% 65.3% 69.6% 3 6 2.1 51.0 54.6 3.8% 44.5% 48.4% 1°6. 4 8 1.4 30.6 38.6 3.6% 26.7% 30.4% 5 10 0.7 13.6 24.7 2.8% 11.9% 14.7% 6 0 0.0 0.0 66.3 0.0% 0.0% 0.0% 7 0 0.0 0.0 66.3 0.0% 0.0% 0.0% 8 0 0.0 0.0 66.3 0.0% 0.0% 0.0% 91 COLUMN Cold Formed Channel 06/30/11 Depth 5. 130 in Fy= 50 ksi COLUMN SECTION Flange 2.000 in Lip 0.000 in Thickness 0. 1790 in R 0.1790 in Blank= 8.54 in wt= 5.2 plf A= 1.529 in2 Ix= 5.741 in4 Sx= 2.238 in3 Rx= 1.938 in ly = 0.552 in4 Sy = 0.372 in3 Ry= 0.601 in x bar 0.4285 in Welded Toe-Toe A = 2.12 in Ix = 7.1 in9 ly= 4.4 in4 Rx = 1.840 in Ry= 1.450 in Sx = 2.860 in3 Sy = 2.220 in3 Mcap= 85.8 k-in 0.7 Kips per 24 in Arm 80 in Y-Y braces Ry = 1.450 in Ky = 1 Rx = 1.840 in Kx = 2 Ht P M Pcap P/Pcap M/Mcap Combined (feet) (kips) (k-in) KL/r (kips) (%) (%) (%) 1 2 7.0 0.0 55.2 49.9 14.0% 0.0% 14.0% 2 4 5.6 0.0 55.2 49.9 11.2% 0.0% 11.2% 3 6 4.2 0.0 78.3 41.0 10.2% 0.0% 10.2% 4 8 2.8 0.0 104.3 29.0 9.7% 0.0% 9.7% 5 10 1.4 0.0 130.4 18.6 7.5% 0.0% 7.5% 6 0 0.0 0 55.2 49.9 0.0% 0.0% 0.0% 7 0 0.0 0 55.2 49.9 0.0% 0.0% 0.0% 8 0 0.0 0 55.2 49.9 0.0% 0.0% 0.0% Seismic Cs= 0.283 R = 2.5 LF= 1.4 V= Cs`W/(LF) = 0.202 W 1.415 kips i ,.vim Ht P M Pcap P/Pcap M/Mcap Combined ��/„ 36"' (feet) (kips) (k-in) (kips) (%) (%) (%) (( /,Cd65 1 2 7.0 101.9 66.3 10.6% 89.1% 99.6% 41.1 2 4 5.6 67.9 66.3 8.4% 59.4% 67.8% ------ / 3 6 4.2 40.8 54.6 7.7% 35.6% 43.3% 4 8 2.8 20.4 38.6 7.3% 17.8% 25.1 5 10 1.4 6.8 24.7 5.7% 5.9% 11.6% 6 0 0.0 0.0 66.3 0.0% 0.0% 0.0% 7 0 0.0 0.0 66.3 0.0% 0.0% 0.0% 8 0 0.0 0.0 66.3 0.0% 0.0% 0.0% 5Z Cold Formed Channels Back-Back Depth 5.000 in Fy = 50 ksi - Flange 2.000 in Lip 1.000 in Thickness 0.1350 in Base Section R 0.1350 in Blank = 10.11 inx 2 wt = 9.3 plf A = 2.73 in2 Ix = 9.96 in4 Sx = 3. 986 in3 Rx = 1.910 in Iy = 1.57 in4 Sy = 1.172 in3 Ry = 0.759 in a 4 .4600 Web w/t 33.0370 a bar 4 .8650 Flg w/t 10.8148 b 1.4600 x bar 0.6559 b bar 1.8650 m 1.0880 c 0.7300 x0 -1.7439 c bar 0. 9325 J 0.0083 u 0.3181 x web 0.7234 gamma 1.0000 x lip 1.2766 R' 0.2025 h/t 35. 0370 lamda 0.2342 p 0.2588 b 1.46 0% Flange Reduction WEB BENDING 50 ksi @ FLGS 44 . 60 ksi @ WEB k 4 lamda 0. 6757 p 0. 9981 be 4.452 0% Web Reduction o -2.222 Ii -0.123 -0.2008 LOAD CAPACITY I eff= 9. 964 in4 S eff= 3. 986 in3 119 . 57 k-in Cap 4 j-?.,> fC. Z ! -1 / "ice _ -� -3 F?�a- 4Z�„J - -r- r_ . ) *z 6,7,14 z A 1(1(1-2 /7t'`"-." 2__ / d7 ,t 7- /0 Z G'i," f fr -- 1,o (2 6,6) e- M‘t't.) fcop r 4 Zig .