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krG!)-64F-cet:2d— ?)._e/t- Sh k)i,t Calculations for : KELLY IMAGING TIGARD , OR 03/06/2018 Loading: 1000 # load levels 4 pallet levels @ 52 , 80 , 108 , 136 Seismic per IBC 2012 100% Utilization Sds = 0 . 715 Sdl = 0 . 441 I = 1 . 00 94 " Load Beams Uprights : 48 " wide C 3 . 000x 3 . 000x 0 . 075 Columns C 1 . 500x 1 . 000x 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/ 3-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 /ci0 PRO, ", GINES /O ac /11949 p 'r O6•;c� V3 10 A.% siNto EXP. DATE: 12/ h dig USGSDesign Maps Summary Report User-Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available a 2008) Site Coordinates 45.3984°N, 122.7498°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Eeer°tn 14) ,,# P jy ' , ` _ Lake Oswego ' c"x Sherwood,-,, 0 :, . ....., ., 4-,, �' � ,7 i�� • *Oregon City Newt€ 3 ii USGS-Provided Output SS = 0.962 g SMS = 1.073 g Sps = 0.715 g S1 = 0.418 g SM1 = 0.662 g SD1 = 0.441 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MC: .:z?.e`p1.)-i`So S;:1cttrj"t'€ :les':'g`t Resp;.:-ise', v{:u4rJ,ri a, i Although this information is a product of the U.S. Geological Survey; we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knot ledge. 41 IBC 2012 LOADING SEISMIC: Ss= 96.2 % g S1= 41.8 % g Soil Class D Modified Design spectral response parameters Sms= 107.3 % g Sds= 71.5 % g Sm1= 66.2 % g Sd1= 44.1 % g Seismic USE 2 Seismic Design Category D or D Ie = 1 R = 4 R = 6 Cs = 0.1788 W Cs= 0.1192 W Using Working Stress Design V= Cs*W/1.4 V= 0.1277 W V= 0.0852 W Cold Formed Channel Depth 3.000 in Fy = 36 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 = 36 ksi Flange 1.000 in Lip 0.000 in Thickness 0.0750 in BRACE SECTION R 0.1000 in Blank = 3.23 in wt = 0.8 plf A = 0.242 in2 Ix = 0.087 in4 Sx = 0.115 in3 Rx = 0.598 in Iy = 0.025 in4 Sy = 0.036 in3 Ry = 0.318 in a 1.1500 Web w/t 15.3333 a bar 1.4250 Flg w/t 11.0000 b 0.8250 x bar 0.2875 b bar 0.9625 m 0.4072 c 0.0000 x0 -0.6947 c bar 0.0000 J 0.0005 u 0.2160 x web 0.3250 gamma 0.0000 x lip 0.6750 R' 0.1375 h/t 18.0000 %J 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 36.0 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 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 = 1000 LBS PER PAIR CONNECTOR VERTICAL LOAD = 250 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 4% 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 @ 1.5 IN FROM BTM OF CONN M = PL L = 1 IN Pmax = Mcap/L = 3.924 KIPS RIVET LOAD DIST MOMENT P1 2.844 3.500 9.953 RIVET OK P2 1.219 1.500 1.828 P3 0.000 0.000 0.000 P4 0.000 0.000 0.000 TOTAL 4.063 11.781 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 In Upright Plane Seismic Load Distribution per 2012 IBC Sds = 0.715 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*P1*.67 Weight 60 # per level frame weight Columns @ 48 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 136 1060 144 184 25 108 1060 114 146 16 80 1060 85 108 9 KLx = 52 in 52 1060 55 70 4 KLy = 41 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 10634 lbs 4240 399 508 53 Column 22% Stress Max column load = 3225 # Min column load = 103 # Overturning ( .6- .11Sds)DL+(0.6-.14Sds) .75PLapp-1.02EL -562 # MIN (1+0.11sds)DL+ (1+0.14Sds) .75PL+ .51EL = 2343 # MAX REQUIRED HOLD DOWN = -562 # Anchors: 4 T = 562 # 2 0.5 in dia POWERS STUD+SD2 3 .25 inches embed in 3000psi concrete Tcap = 3068 # 18% Stressed V = 267 # per leg Vcap = 4309 # = 6% Stressed COMBINED = 25% Stressed OK Braces: Brace height = 41 " Brace width = 48 " Length = 63 " P = 501 ## Use : C 1.500x 1.000x 0.075 A = 0.242 in L/r = 198 Pcap = 936 # 54% PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 03/06/;8 --- TIME OF DAY: 16:43:13 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 52.0 S 4 9 14 18 2 0.0 80.0 S 3 0.0 108.0 S 4 0.0 136.0 S 3 8 13 17 5 48.5 0.0 S 6 48.5 52.0 7 48.5 80.0 2 7 12 16 8 48.5 108.0 9 48.5 136.0 1 6 11 15 10 145.5 0.0 S 11 145.5 52.0 5 10 12 145.5 80.0 13 145.5 108.0 14 145.5 136.0 15 194.0 52.0 S 16 194.0 80.0 S 17 194.0 108.0 S 18 194 .0 136.0 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 `: t PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 03/06/;8 --- TIME OF DAY: 16:43:13 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 0.888 Ay 0.622 Iz 1.389 5 Thru 12 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 13 Thru 20 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 6 Force Y -0.530 7 Force Y -0.530 8 Force Y -0.530 9 Force Y -0.530 11 Force Y -0.530 12 Force Y -0.530 13 Force Y -0.530 14 Force Y -0.530 6 Force X 0.014 7 Force X 0.020 8 Force X 0.028 9 Force X 0.035 11 Force X 0.014 12 Force X 0.020 13 Force X 0.028 14 Force X 0.035 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2012 IBC wi di widi2 fi fidi in # 1060 0.2143 49 28 6.0 14 28 1060 0.2429 63 40 9.7 20 40 1060 0.2583 71 56 14 .5 28 56 1060 0.2667 75 70 18.7 35 70 0 0.0000 0 0 0.0 0 0 0 0.0000 0 0 0.0 0 0 4240 257 194 48.9 194 g = 32.2 ft/sect T = 0.7336 sec I = 1.00 Cs = 0.1003 or 0.1192 Sdl = 0.441 Cs min = 0.071533 R = 6 Cs = 0.1003 V = (Cs*I*.67) *W*.67 V = 0.0672 W*.67 194 # 100%; 1/ 1 PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 03/06/;8 --- TIME OF DAY: 16:43:13 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 -0.052 0.00 1 6 0.000 0.052 -2 . 53 2 2 0.000 -0.018 0. 00 2 7 0.000 0.018 -0.86 3 3 0.000 -0.005 0.00 3 8 0.000 0.005 -0.26 4 4 0.000 0.001 0.00 4 9 0.000 -0.001 0. 07 5 5 2.090 0.096 0.00 5 6 -2.090 -0.096 4.99 6 6 1.565 0.071 0.34 6 7 -1.565 -0.071 1.65 7 7 1.042 0.050 0.48 7 8 -1.042 -0.050 0.92 8 8 0.522 0.014 0.08 8 9 -0.522 -0.014 0.32 9 10 2.090 0.098 0.00 9 11 -2.090 -0.098 5.10 10 11 1.565 0.095 0.68 10 12 -1.565 -0.095 1.98 11 12 1.042 0.076 0.84 11 13 -1.042 -0.076 1.29 12 13 0.522 0.056 0.57 12 14 -0.522 -0.056 0.99 13 6 -0.011 -0.057 -2.80 13 11 0.011 0.057 -2. 5 14 11 0.000 -0.062 -3 .02 "061f Catfd, 14 15 0.000 0.062 0.00 15 7 -0.001 -0.026 -1.26 15 12 0.001 0.026 -1.21 16 12 0.000 -0.033 -1.61 16 16 0.000 0.033 0.00 17 8 -0.008 -0.015 -0.74 17 13 0.008 0.015 -0.69 18 13 0.000 -0.024 -1. 17 18 17 0.000 0.024 0 . 00 19 9 0.021 -0.007 -0 .39 19 14 -0.021 0.007 -0 .27 20 14 0.000 -0.015 -0. 72 20 18 0.000 0.015 0. 00 E PAGE 5 MSU STRESS-11 VERSION 9/89 --- DATE: 03/06/;8 --- TIME OF DAY: 16:43:13 JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.2143 0.0000 0.0004 2 0.2429 0.0000 0.0000 3 0.2583 0.0000 -0.0002 4 0.2667 0.0000 -0.0002 5 0.0000 0.0000 -0.0056 10 0.0000 0.0000 -0.0056 15 0.2144 0.0000 0.0007 16 0.2429 0.0000 0.0005 17 0.2584 0.0000 0.0004 18 0.2666 0.0000 0.0004 1 ‘ Beam-Column Check C 3.000x 3 .000x 0.075 Fy = 36 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 11 2.1 5. 1 52.0 41. 0 10.63 14 .60 55% 12 1.6 2 . 0 28.0 41. 0 10.72 14.60 29% 13 1.1 1.3 28.0 41.0 10.72 14.60 19% 14 0.6 1. 0 28.0 41.0 10.72 14.60 13% 0 0.0 0. 0 52.0 41.0 10.63 14.60 0% 0 0.0 0. 0 52.0 41.0 10.63 14 .60 0% Load Beam Check 3.50x 2.750x 0.075 Fy = 36 ksi A = 0.888 in2 E = 29,000 E3 ksi Sx = 0.736 in3 Ix = 1.389 in4 Length = 94 inches Pallet Load 1000 lbs Assume 0.5 pallet load on each beam M = PL/8= 5.88 k-in fb = 7.98 ksi Fb = 21.6 ksi 37% Mcap = 15.89 k-in 21.19 k-in with 1/3 increase Defl = 0.13 in = L/ 700 w/ 25% added to one pallet load M = .22 PL = 5.17 k-in 33% 16 Base Plate Design Column Load 2.4 kips Allowable Soil 1500 psf basic Assume Footing 15.2 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 = 2.62 in Load factor = 1.67 M = 40 #-in 6 in thick slab f'c = 3000 psi s = 6.00 in3 fb = 7 psi Fb = 5 (phi) (f'c' .5) = 178 psi OK ! ! Shear : Beam fv = 8 psi Fv = 93 psi OK ! ! Punching fv = 10 psi Fv = 186 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 151 psi fb = 7257 psi Fb = 37500 psi OK ! ! Calculations for : KELLY IMAGING TIGARD , OR 03/06/2018 Loading: 1500 # load levels 3 pallet levels @ 52 , 92 , 132 Seismic per IBC 2012 1000 Utilization Sds = 0 . 715 Sdl = 0 . 441 I = 1 . 00 94 " Load Beams Uprights : 48 " wide C 3 . 000x 3 . 000x 0 . 075 Columns C 1 . 500x 1 . 000x 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/ 3-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 In Upright Plane Seismic Load Distribution per 2012 IBC Sds = 0.715 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*Pl* .67 Weight 60 # per level frame weight Columns @ 48 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3 .000x 3.000x 0.075 132 1560 206 268 35 92 1560 144 187 17 52 1560 81 106 5 KLx = 52 in 0 0 0 0 0 KLy = 41 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 10634 lbs ---- ---- ---- ==== 4680 ---- ---- ---- 4680 431 561 58 Column 25% Stress Max column load = 3550 # Min column load = 123 # Overturning ( .6- .11Sds)DL+(0.6- .l4Sds) .75PLapp-1.02EL -622 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 2571 # MAX REQUIRED HOLD DOWN = -622 # Anchors: 4 T = 622 # 2 0 .5 in dia POWERS STUD+SD2 3 .25 inches embed in 3000psi concrete Tcap = 3068 # 20% Stressed V = 294 # per leg Vcap = 4309 # = 7% Stressed COMBINED = 27% Stressed OK Braces: Brace height = 41 " Brace width = 48 " Length = 63 " P = 553 # Use : C 1.500x 1.000x 0.075 A = 0.242 in L/r = 198 Pcap = 936 # 59% (1 In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2012 IBC Sds = 0.715 1.00 Allowable Stress Increase I = 1. 00 R = 4.0 V = (Sds/R) *I*Pl Weight 60 # per level frame weight Columns @ 48 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 132 1560 206 288 38 92 60 6 8 1 52 60 3 4 0 KLx = 52 in 0 0 0 0 0 KLy = 41 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 10634 lbs 1680 215 300 39 Column 17% Stress Max column load = 1652 # Min column load = -57 # Uplift Overturning ( .6-.11Sds)DL+(0.6-.14Sds) .75PLapp-1.02EL -478 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 1660 # MAX REQUIRED HOLD DOWN = -478 # Anchors: 4 T = 478 # 2 0.5 in dia POWERS STUD+SD2 3.25 inches embed in 3000psi concrete Tcap = 3068 # 16% Stressed V = 150 # per leg Vcap = 4309 # = 3% Stressed COMBINED = 19% Stressed OK Braces: Brace height = 41 " Brace width = 48 " Length = 63 " P = 296 # Use : C 1.500x 1.000x 0.075 A = 0.242 in L/r = 198 Pcap = 936 # 32% �6 PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 03/06/;8 --- TIME OF DAY: 16:49:58 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 52.0 S 2 0.0 92.0 S 3 7 3 0.0 132.0 S it 14 4 48.5 0.0 S 5 48.5 52.0 6 48.5 92.0 2 6 10 13 7 48.5 132.0 8 145.5 0.0 S 9 145.5 52.0 1 5 9 12 10 145.5 92.0 11 145.5 132.0 12 194 . 0 52.0 S 4 8 13 194 . 0 92.0 S 14 194 .0 132.0 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 0 PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 03/06/;8 --- TIME OF DAY: 16:49:58 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 -0.059 0.00 1 5 0.000 0.059 -2.86 2 2 0. 000 -0.020 0.00 2 6 0 .000 0.020 -0.97 3 3 0 . 000 -0.004 0.00 3 7 0.000 0.004 -0.19 4 4 2 .317 0.098 0.00 4 5 -2.317 -0.098 5.08 5 5 1.543 0.072 0.93 5 6 -1.543 -0.072 1.94 6 6 0.772 0.033 0.46 6 7 -0.772 -0.033 0.86 7 8 2 .317 0.100 0.00 7 9 -2 .317 -0.100 5.21 8 9 1.543 0.088 1.25 8 10 -1.543 -0.088 2.28 9 10 0. 772 0.061 0.94 9 11 -0 .772 -0.061 1.50 10 5 -0 . 007 -0.064 -3 .15 10 9 0 .007 0.064 49 11 9 0 . 000 -0.070 1 . 7,(' ootee 11 12 0. 000 0.070 '. 10 iminVevcir 6 -0. 006 -0.029 -1.44 12 10 0 . 006 0.029 -1.37 13 10 0. 000 -0.038 -1.84 13 13 0. 000 0.038 0.00 14 7 0 .014 -0.012 -0.67 14 11 -0.014 0.012 -0.51 15 11 0. 000 -0.020 -0 .99 15 14 0.000 0.020 0.00 APPLIED JOINT LOADS, FREE JOINTS 7 PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 03/06/;8 --- TIME OF DAY: 16:49:58 JOINT FORCE X FORCE Y MOMENT Z 5 0.019 -0.780 0.00 6 0.033 -0.780 0.00 7 0.047 -0.780 0.00 9 0.019 -0.780 0.00 10 0.033 -0.780 0.00 11 0.047 -0 .780 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.059 0.00 2 0.000 -0.020 0.00 3 0.000 -0.004 0.00 4 -0.098 2 .317 0.00 8 -0.100 2.317 0.00 12 0.000 0.070 0.00 13 0.000 0.038 0.00 14 0.000 0.020 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 5 0.2248 -0.0070 -0.0013 6 0.2767 -0. 0106 -0.0006 7 0.3019 -0.0123 -0.0003 9 0.2248 -0.0070 -0.0012 10 0.2768 -0.0106 -0.0005 11 0.3019 -0.0123 -0.0001 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.2248 0.0000 0.0004 2 0.2767 0.0000 0.0000 3 0.3019 0.0000 -0.0002 4 0.0000 0.0000 -0.0058 8 0.0000 0.0000 -0.0058 12 0.2248 0.0000 0.0008 13 0.2768 0 .0000 0.0006 14 0.3019 0.0000 0.0004 2e1/4 Beam-Column Check C 3.000x 3.000x 0.075 Fy = 36 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 2.3 5.2 52.0 41.0 10.63 14.60 58% 10 1.6 2.3 40.0 41.0 10.72 14.60 31% 11 0.8 1.5 40.0 41.0 10.72 14.60 18% 0 0.0 0 .0 4. 0 41.0 10.72 14.60 0% 0 0.0 0 . 0 52 .0 41.0 10.63 14.60 0% 0 0.0 0 . 0 52 . 0 41.0 10.63 14.60 0% Load Beam Check 3.50x 2.750x 0.075 Fy = 36 ksi A = 0.888 in2 E = 29, 000 E3 ksi Sx = 0.736 in3 Ix = 1.389 in4 Length = 94 inches Pallet Load 1500 lbs Assume 0.5 pallet load on each beam M = PL/8= 8.81 k-in fb = 11.98 ksi Fb = 21.6 ksi 55% Mcap = 15.89 k-in 21.19 k-in with 1/3 increase Defl = 0.20 in = L/ 467 w/ 25% added to one pallet load M = .22 PL = 7.76 k-in 49% 11/9 Calculations for : KELLY IMAGING TIGARD , OR 03/06/2018 Loading: 2000 # load levels 2 pallet levels @ 52, 116 Seismic per IBC 2012 100% Utilization Sds = 0 . 715 Sdl = 0 . 441 I = 1 . 00 94 " Load Beams Uprights : 34 " wide C 3 . 000x 1. 625x 0 . 075 Columns C 1 . 500x 1 . 000x 0 . 075 Braces 3 . 00x 4 . 00x 0 . 130 Base Plates with 1- 0 . 500in x 3 . 25in Embed Anchor/Column 3 . 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 2012 IBC Sds = 0.715 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*Pl*.67 Weight 60 # per level frame weight Columns @ 34 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 1.625x 0.075 116 2060 239 341 40 52 2060 107 153 8 0 0 0 0 0 KLx = 88.4 in 0 0 0 0 0 KLy = 50 in 0 0 0 0 0 A = 0.389 in 0 0 0 0 0 Pcap = 5900 lbs 4120 346 494 47 Column 41% Stress Max column load = 3457 # Min column load = -223 # Uplift Overturning ( .6- .11Sds)DL+(0.6- .14Sds) .75PLapp-1.02EL -891 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 2427 # MAX REQUIRED HOLD DOWN = -891 # Anchors: 4 T = 891 # 1 0.5 in dia POWERS STUD+SD2 3 .25 inches embed in 3500psi concrete Tcap = 2025 # 44% Stressed V = 259 # per leg Vcap = 2551 # = 10% Stressed COMBINED = 54% Stressed OK Braces: Brace height = 50 " Brace width = 34 " Length = 60 " P = 658 # Use : C 1.500x 1.000x 0.075 A = 0.242 in L/r = 190 Pcap = 1020 # 65% PAGE 1 MSU STRESS-11 VERSION 9/89 --- DATE: 03/06/;8 --- TIME OF DAY: 16:56:48 INPUT DATA LISTING TO FOLLOW: Structure Storage Rack in Load Beam Plane 2 Levels Type Plane Frame Number of Joints 10 Number of Supports 6 Number of Members 10 Number of Loadings 1 Joint Coordinates 1 0.0 52.0 S 2 5 8 10 2 0.0 116.0 S 3 48.5 0.0 S 4 48.5 52.0 5 48.5 116.0 6 145.5 0.0 S 1 4 7 9 7 145.5 52.0 8 145.5 116.0 9 194.0 52.0 S 10 194.0 116.0 S 3 6 Joint Releases 3 Moment Z 6 Moment Z 1 Force X Moment Z 2 Force X Moment Z 9 Force X Moment Z 10 Force X Moment Z Member Incidences 1 1 4 2 2 5 3 3 4 4 4 5 5 6 7 6 7 8 7 4 7 8 7 9 9 5 8 10 8 10 Member Properties 1 Thru 2 Prismatic Ax 0.888 Ay 0.622 Iz 1.389 3 Thru 6 Prismatic Ax 0.389 Ay 0.194 Iz 0.573 7 Thru 10 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 4 Force Y -1.03 5 Force Y -1.03 7 Force Y -1.03 8 Force Y -1.03 4 Force X 0.023 31 PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 03/06/;8 --- TIME OF DAY: 16:56:48 5 Force X 0.05 7 Force X 0.023 8 Force X 0.05 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2012 IBC wi di widi2 fi fidi # in # 2060 0.2623 142 46 12.1 23 46 2060 0.3747 289 100 37.5 50 100 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 0 0.0000 0 0 0.0 0 0 4120 431 146 49.5 146 g = 32.2 ft/sect T = 0.9428 sec I = 1.00 Cs = 0.0780 or 0.1192 Shc = 0.441 Cs min = 0.071533 R = 6 Cs = 0.0780 V = (Cs*I*.67) *W*.67 V = 0.0523 W*.67 = 146 # 100% PAGE 3 MSU STRESS-11 VERSION 9/89 --- DATE: 03/06/;8 --- TIME OF DAY: 16:56:48 Structure Storage Rack in Load Beam Plane 2 Levels Loading Dead + Live + Seismic MEMBER FORCES MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT 1 1 0.000 -0.048 0. 00 1 4 0.000 0.048 -2.31 2 2 0.000 -0.011 0.00 2 5 0.000 0.011 -0.54 3 3 2.047 0.072 0.00 3 4 -2.047 -0.072 3.72 4 4 1.023 0.044 1.26 4 5 -1.023 -0.044 1.57 5 6 2.047 0.074 0.00 5 7 -2.047 -0.074 3.87 1 6 7 1.023 0.056 1.58 6 8 -1.023 -0.056 1. 99 7 4 -0.004 -0.054 -2 .67 7 7 0.004 0.054 -2 .5 8 7 0.000 -0.060 2 .90 "'t - ; ' / 8 9 0.000 0.060 0 tai ,�C ` 9 5 0.006 -0.018 -1.03 �'& 9 8 -0.006 0.018 -0 . 75 10 8 0.000 -0.026 -1.24 10 10 0.000 0.026 0 . 00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 4 0.023 -1.030 0.00 5 0.050 -1.030 0.00 7 0.023 -1.030 0.00 8 0.050 -1.030 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 03/06/;8 --- TIME OF DAY: 16:56:48 JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.048 0 .00 2 0.000 -0.011 0 .00 3 -0.072 2.047 0. 00 6 -0.074 2.047 0. 00 9 0.000 0.060 0 . 00 10 0.000 0.026 0 . 00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 4 0.2623 -0.0094 -0.0011 5 0.3747 -0.0152 -0.0005 7 0.2623 -0.0094 -0.0010 8 0.3747 -0.0152 -0.0002 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 0.2623 0.0000 0.0003 2 0.3747 0.0000 -0.0002 3 0.0000 0.0000 -0.0070 6 0.0000 0.0000 -0.0070 9 0.2623 0.0000 0.0008 10 0.3747 0.0000 0.0006 BuPzc)1g - 000 '78 7409 SW Tech Center Dr.Ste. 145 spur Tigard,OR.97223 ��avc�rE ii Ph:503-443-3799 Fax:503-620-2748 �,� DAILY FIELD REPORT FOR PROPRIETARY ANCHORS r&$ZING, INC 501.443.3799 Mar 27,2018 Date: Permit#: BUP2018-00078 lef ENGINEERED PRODUCTS a PAPE' tinuous ❑ KELLY IMAGING COMPANY Con 9800 40th AVE S. SUIT 1 DURHAM RD. SEATTLE, WA 98118 SUITE 145 Periodic 0 TIGARD, OR 97223 Inspector/Certification# Tom Snider Cert#OBOA 1075 ACS Job# 18-7677-03 Anchor Embedded in: Masonry Is this a re-inspection?: Compressive Strength: EXISTING UNKNOWN Approved ❑ Yes 0 No plans available?: HOLE DETAIL/CONDITION acceptablepera 0 Yes ❑ No Work approved Anchor plans?: Yes El No Size: 1/2.. Hole 0: 1/2' Embed Depth: 3-1/4° Installation complies with Holes cleaned properly?: manufacturer's evaluation report?: El Yes No 0 Yes ❑ No ❑ Embedment per plans?: LJ ❑ Yes No LOCATION OF A CHORS GRIDLINES INSTALLATION ESR REPORT# GRIDLINES ESR-1917 TZ CARBON&STAINLESS in CONCRETE GRIDLINES ANCHOR TYPE: DROP-IN ANCHOR EPDXY TYPE: N/A IS THERE AN RFI? ❑ Yes 0 No EXP. DATE: Na RFI ATTACHED? INSPECTION DETAILS: ❑ Yes Q No Image Description: Typical ACS representative arrived at the job site to observe completed drop in installation. anchors,at storage rack uprights,located as per plan,Sheet 1 of 1, Page 2 from Engineered Products. J All work was completed, and complied with the contract documents, - fiii plans,specifications,and meets the manufacturers material installation `" instructions with no exceptions. Foreman notified of nonconformance items? ❑ Yes ❑ No Q N/A Foremans Name: Reviewed _e J I a- Date: cc: 03-28-2018 Bob Brown,President Acs-i157 BB/TS ACCREDIT D 1E1/R 2 8 201t1