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Bu/220/9-00278 7/,3 Su' -1 //i g Calculations for : ,, pkw r. CASCADE WINDOWS TIGARD, OR 09/27/2019 Loading: 4000 # load levels 2 pallet levels @ 114 , 158 Seismic per IBC 2012 1006 Utilization Sds = 0 . 720 Sdl = 0 .443 I = 1 . 00 108 " Load Beams Uprights : 42 " wide C 3 . 000x 3 . 000x 0 . 075 Columns C 1 . 500x 1 . 500x 0 . 075 Braces 5 . 00x 8 . 00x 0 .375 Base Plates with 2- 0 . 500in x 3 . 25in Embed Anchor/Column 4 . 63x 2 . 750x 0 . 060 Load beams w/ 3-Pin Connector by : Ben Riehl Registered Engineer OR# 11949 1194* •jN �/ 14` J. File 4/ ...'•," ASCE 7 Hazards R epo r t Address: Standard: ASCE/SEI 7-10 Elevation: 184. 15 ft (NAVD 88) 6713 SW Bonita Rd Risk Category: II Latitude: 45.415275 Portland, Oregon Soil Class: D _stiff Soil Lonnitude• _122.7458u. 97224 „,,, .•„., . -- •!..'<f,°,<;$ 0.4„,,t‘s " 0, -7-. 44, „ • -,,,,,,,, • 1:;°,44''&:Z"'47'''*'-'0,,,''''''' -.1Vit '1°.°,” ° 1°°•44-,,r‘:-°:'' -* 4-' ':i ,,....„._,-,L. *) ,,," - - * It> --4"H*;./4", — 4,i. ,,,, .. - .°- sith„ •, ;..,:- tt"','.':.:4" • ,,,t414-7. t Ili 4,,ct 01. '40 41°.z.t..-4);<401'''' °°4r t. W f 141\ i ",* to.'0c4c,7,- .-, ,..r . , • ',.1,-,,,,,,t4,-c1,',,,A-V" • -,°41 0,,,,7 ,v,•f.,-7.31,....Hk.,..' *** ..,44/01* t Pstt.‘11>,-, '.44: .,', , k't ' , ,1 1.,.?' 79- f'(..,:li : ' 1,.:S•'^. .-",.1.' 4,, ,.,,, ,, ". - *, ',.., 00 -' ' 4.'S''..?..: :, 'V,-, 4,,'•1,,,'`.•, :,1 1 rt '''°. lakiv:01,-,.."-A4 °!''.1",,,*`°.;•c" ,, ''''': :,.:, • 4 ki4,1,\ 4t, ;; :* . ,.., ge till \,0„,...,,,,1. : . 6 4- Attf ,to 1 9. Sep 23-- Page 1 of 3 mon i httPs I/8s ce 7hazardtoo _Udine/ pag Seismic Site Soil Class: D-Stiff Soil Results: Ss : 0.972 SDs : 0.72 Si : 0.421 SD1 : 0.443 Fa : 1.111 IL : 16 F„ : 1.579 PGA : 0.425 Skis : 1.08 PGA M : 0.457 SM, : 0.665 FPGA : 1.075 Ie : 1 Seismic Design Category D MCER Response Spectrum Design Response Spectrum 40 D 7 .. 0.6 ; e • k „ 04. . 4 ,4* , ,, 11/4, .. .,k 0 3 ° U.2 Ear ;2 ' r 0 r 0 ,. ,. o 6 Sa(g)vs T(s) Sa(9)vs T(s) Data Accessed: Mon Sep 23 2019 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. ‘7' bttps!a srerhazarr tool..onii ne. Page 2 of 3 Mon Sep 23 2019 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 1.500 in Lip 0.000 in Thickness 0.0750 in BRACE SECTION R 0.1000 in Blank = 4 .23 in wt = 1.1 plf A = 0.317 in2 Ix = 0.125 in4 Sx = 0.166 in3 Rx = 0.627 in Iy = 0.075 in4 Sy = 0.079 in3 Ry = 0.487 in a 1.1500 Web w/t 15.3333 a bar 1.4250 Flg w/t 17.6667 b 1.3250 x bar 0.5060 b bar 1.4625 m 0.6531 c 0.0000 x0 -1.1592 c bar 0. 0000 J 0.0006 u 0.2160 x web 0.5435 gamma 0.0000 x lip 0.9565 R' 0.1375 h/t 18.0000 1 Cold Formed Section HEIGHT OF BEAM 4.630 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 4.3100 2.3150 9.9776 23.0983 6.6719 0.0300 0.1293 TOP 1.4300 4.6000 6.5780 30.2588 0.0000 0.8750 1.2513 STEP SIDE 1.3650 3 .7875 5.1699 19.5811 0.2119 1.7200 2.3478 STEP BOTT 0.7400 2.9750 2.2015 6.5495 0.0000 2.2200 1.6428 SHORT SID 2.6850 1.5025 4.0342 6.0614 1.6131 2.7200 7.3032 BOTTOM 2.4300 0.0300 0.0729 0.0022 0.0000 1.3750 3.3413 CORNERS 0.2042 4.5528 0.9297 4.2327 0.0003 0.0772 0.0158 2 0.2042 4.5528 0.9297 4.2327 0.0003 1.6728 0.3416 3 0.2042 3.0222 0.6172 1.8652 0.0003 1.7972 0.3670 4 0.2042 2.9278 0.5979 1.7504 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 14.1852 30.4200 31.1401 97.6346 8.4989 17.9100 17 .8473 AREA = 0.851 IN2 CENTER GRAVITY = 2.195 INCHES TO BASE 1.258 INCHES TO LONG SIDE Ix = 2.266 IN4 Iy = 0.985 IN4 Sx = 0.931 IN3 Sy = 0.660 IN3 Rx = 1.632 IN Ry = 1.076 IN BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 4.63 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.000 IN LOAD = 4000 LBS PER PAIR CONNECTOR VERTICAL LOAD = 1000 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 1651- CONNECTOR 6%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 @ 0.6 IN FROM BTM OF CONN M = PL L = 0.77 IN Pmax = Mcap/L = 5.096 KIPS RIVET LOAD DIST MOMENT P1 2.844 4.400 12.513 RIVET OK P2 1.551 2.400 3 .723 P3 0.259 0.400 0.103 P4 0.000 0.000 0.000 TOTAL 4.653 16.339 CONNECTOR OK WELDS 0.125 " x 4.630 " FILLET WELD UP OUTSIDE 0.125 " x 3.005 " 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 = 9.26 IN A = 0.556 IN2 S = 0.429 IN3 Fv = 26.0 KSI Mcap = 11.15 K-IN 11.15 K-IN In Upright Plane Seismic Load Distribution per 2012 IBC Sds = 0.720 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*P1*.67 Weight 60 # per level frame weight Columns @ 42 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 158 4060 641 569 90 114 4060 463 410 47 0 0 0 0 0 KLx = 114 in 0 0 0 0 0 KLy = 43 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 10931 lbs ---- ---- ---- ==== 8120 ---- ---- ---- 8120 1104 979 137 Column 46% Stress Max column load = 7314 # Min column load = -943 # Uplift Overturning ( .6- .11Sds)DL+(0.6-.14Sds) .75PLapp-1.02EL -2284 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 5027 # MAX REQUIRED HOLD DOWN = -2284 # Anchors: 1 T = 2284 # 2 0.5 in dia HILTI TZ 3.25 inches embed in 3500psi concrete Tcap = 3314 # 69% Stressed V = 514 # per leg Vcap = 5103 # = 10% Stressed COMBINED = 79% Stressed OK Braces: Brace height = 43 " Brace width = 42 " Length = 60 " P = 1051 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 124 Pcap = 3159 # 33% In Upright Plane Seismic Load Distribution TOP LOAD ONLY per 2012 IBC Sds = 0.720 1.00 Allowable Stress Increase I = 1.00 R = 4.0 V = (Sds/R) *I*P1 Weight 60 # per level frame weight Columns @ 42 " Levels Load WiHi Fi FiHi Column: (inches) (#) (k-in) (#) (k-in) C 3.000x 3.000x 0.075 158 4060 641 734 116 114 60 7 8 1 0 0 0 0 0 KLx = 114 in 0 0 0 0 0 KLy = 43 in 0 0 0 0 0 A = 0.595 in 0 0 0 0 0 Pcap = 10931 lbs ---- ---- ---- ==== 4120 ---- ---- ---- 4120 648 742 117 Column 44% Stress Max column load = 4842 # Min column load = -929 # Uplift Overturning (.6-.11Sds)DL+(0.6- .14Sds) .75PLapp-1.02EL -2107 # MIN (1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 4846 # MAX REQUIRED HOLD DOWN = -2107 # Anchors: 1 T = 2107 # 2 0.5 in dia HILTI TZ 3.25 inches embed in 3500psi concrete Tcap = 3314 # 64% Stressed V = 371 # per leg Vcap = 5103 # = 7% Stressed COMBINED = 71% Stressed OK Braces: Brace height = 43 " Brace width = 42 " Length = 60 " P = 796 # Use : C 1.500x 1.500x 0.075 A = 0.317 in L/r = 124 Pcap = 3159 # 25% PAGE 1 , MSU STRESS-11 VERSION 9/89 --- DATE: 09/27/;9 --- TIME OF DAY: 13:55:26 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 0.0 114.0 S 2 5 8 10 2 0.0 158.0 S 3 55.5 0.0 S 4 55.5 114.0 5 55.5 158.0 6 166.5 0.0 S 1 4 7 9 7 166.5 114.0 8 166.5 158.0 9 222.0 114.0 S 10 222.0 158.0 S Joint Releases 3 6 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 0.851 Ay 0.596 Iz 2.266 3 Thru 6 Prismatic Ax 0.595 Ay 0.298 Iz 1.014 7 Thru 10 Prismatic Ax 0.851 Ay 0.596 Iz 2.266 Constants E 29000. All G 12000. All Tabulate All Loading Dead + Live + Seismic Joint Loads 4 Force Y -2.03 5 Force Y -2.03 7 Force Y -2.03 8 Force Y -2.03 4 Force X 0.056 PAGE 2 MSU STRESS-11 VERSION 9/89 --- DATE: 09/27/;9 --- TIME OF DAY: 13:55:26 . 5 Force X 0.077 7 Force X 0.056 8 Force X 0.077 Solve PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED Seismic Analysis per 2012 IBC wi di widi2 fi fidi # in ## 4060 2.4911 25195 112 279.0 56 112 4060 2.5688 26791 154 395.6 77 154 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 0 0.0000 0 0 0.0 0 0 8120 51986 266 674.6 266 g = 32.2 ft/sect T = 2.8059 sec I = 1.00 Cs = 0.0263 or 0.1200 Sdl = 0.443 Cs min = 0.072 R = 6 Cs = 0.0720 V = (Cs*I*.67) *W*.67 V = 0.0482 W*.67 = 266 # 1000 PAGE 3 . MSU STRESS-11 VERSION 9/89 --- DATE: 09/27/;9 --- TIME OF DAY: 13:55:26 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 -0.122 0.00 1 4 0 .000 0.122 -6.75 2 2 0.000 -0.006 0.00 2 5 0.000 0.006 -0.32 3 3 4.020 0.132 0.00 3 4 -4.020 -0.132 15.03 4 4 2 .010 0.041 -0.25 4 5 -2 .010 -0.041 2.06 5 6 4 .020 0.134 0.00 5 7 -4 .020 -0.134 15.30 6 7 2.010 0.113 1.22 6 8 -2 .010 -0.113 3.74 7 4 -0.035 -0.141 -8.03 7 7 0.035 0.141 -7.6 8 7 0.000 -0.160 -8.90 / •tee , 4,1. 8 9 0.000 0.160 f. .0 r- 9 5 0.036 -0.026 -1.75 9 8 -0.036 0.026 -1.16 10 8 0.000 -0.047 -2.59 10 10 0.000 0.047 0.00 APPLIED JOINT LOADS, FREE JOINTS JOINT FORCE X FORCE Y MOMENT Z 4 0.056 -2.030 0.00 5 0.077 -2.030 0.00 7 0.056 -2.030 0.00 8 0.077 -2.030 0.00 REACTIONS,APPLIED LOADS SUPPORT JOINTS PAGE 4 MSU STRESS-11 VERSION 9/89 --- DATE: 09/27/;9 --- TIME OF DAY: 13:55:26 JOINT FORCE X FORCE Y MOMENT Z 1 0.000 -0.122 0.00 2 0.000 -0.006 0.00 3 -0.132 4.020 0.00 • 6 -0.134 4 .020 0.00 9 0.000 0.160 0.00 10 0.000 0.047 0.00 FREE JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 4 2.4911 -0.0266 -0.0024 5 2.5688 -0.0317 -0.0007 7 2.4913 -0.0266 -0.0020 8 2.5686 -0.0317 -0.0002 SUPPORT JOINT DISPLACEMENTS JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION 1 2.4911 0.0000 0.0005 2 2.5688 0.0000 -0.0005 3 0.0000 0.0000 -0.0315 6 0.0000 0.0000 -0.0317 9 2.4913 0.0000 0.0017 10 2.5686 0.0000 0.0009 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 7 4.1 15.3 114.0 43.0 10.93 22 .30 98% 8 2.1 3.7 44.0 43.0 15.89 22 .30 30% O 0.0 0.0 114.0 43.0 10.93 22 .30 0% 0 0.0 0.0 114.0 43.0 10.93 22 .30 0% O 0.0 0.0 114.0 43.0 10.93 22 .30 0% O 0.0 0.0 114.0 43.0 10.93 22.30 0% Load Beam Check 4.63x 2.750x 0.060 Fy = 55 ksi A = 0.851 in2 E = 29,500 E3 ksi Sx = 0.931 in3 Ix = 2.266 in4 Length = 108 inches Pallet Load 4000 lbs Assume 0.5 pallet load on each beam M = PL/8= 27.00 k-in fb = 29.01 ksi Fb = 33 ksi 88% Mcap = 30.72 k-in 40.96 k-in with 1/3 increase Defl = 0.49 in = L/ 220 w/ 25% added to one pallet load M = .22 PL = 23.76 k-in 77% Base Plate Design Column Load 5.5 kips Allowable Soil 1500 psf basic Assume Footing 22.9 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 = wl"2/3 Use 5 "square base plate w = 10.4 psi 1 = 5.97 in Load factor = 1.67 M = 207 #-in 6 in thick slab f'c = 3500 psi s = 6.00 in3 fb = 34 psi Fb = 5 (phi) (f'c'.5) = 192 psi OK ! ! Shear : Beam fv = 17 psi Fv = 101 psi OK ! ! Punching fv = 27 psi Fv = 201 psi OK ! ! Base Plate Bending Use 0.375 " thick 1 = 1.5 in w = 219 psi fb = 10532 psi Fb = 37500 psi OK ! ! l7 Cantilever Rack for CASCADE WINDOW TIGARD, OR 16 ft High Columns W8X18 60 in oc 48 in Arms S4X7.7 Elev @ 48", 96", 144" Seismic Sds = 72% g 15 CANTILEVER ARM Load = 2.50 kips L = 48 inches Impact = 25 % V = 3.1 kips M = 75.0 k-in S4X7.7 Fy = 50 ksi A = 2.26 in2 Sx = 3.03 in3 Mcap = 90.9 k-in 83% stressed 1! ' CANTILEVER COLUMN W8X18 A= 5.26 in Fy= 50 ksi Ix = 61.9 in4 Iy= 7.97 in4 Rx= 3.43 in Ry= 1.23 in Sx = 15.2 in3 Sy= 3.04 in3 • Mcap = 456.0 k-in 2.5 Kips per 48 in Arm 60 in Y-Y braces Ry= 1.23 in Ky= 1 Rx= 3.43 in Kx= 2 18 Ht P M Pcap P/Pcap M/Mcap Combined (feet) skips) (k-in) KL/r (kips) (%) (%) (%) 1 4.0 7.5 210.5 48.8 129.1 5.8% 46.2% 52.0% 2 8.0 5.0 140.4 56.0 123.0 4.1% 30.8% 34.8% 3 12.0 2.5 70.2 84.0 95.8 2.6% 15.4% 18.0% 4 0.0 0.0 0.0 48.8 129.1 0.0% 0.0% 0.0% 5 0.0 0.0 0.0 48.8 129.1 0.0% 0.0% 0.0% 6 0.0 0.0 0.0 48.8 129.1 0.0% 0.0% 0.0% 7 0.0 0.0 0.0 48.8 129.1 0.0% 0.0% 0.0% 8 0.0 0.0 0.0 48.8 129.1 0.0% 0.0% 0.0% Seismic Sds = 0.72 Cs = 0.288 R = 2.5 LF= 0.7 V= Cs*Weff*LF= 0.262 W Weff= 100 %W Ht P M Pcap P/Pcap M/Mcap Combined (feet) (kips) (k-in) (kips) (%) (%) (%) 1 4.0 7.5 399.2 171.7 4.4% 87.5% 91.9% 2 8.0 5.0 234.7 163.6 3.1% 51.5% 54.5% 3 12.0 2.5 101.6 127.4 2.0% 22.3% 24.2% 4 0.0 0.0 0.0 171.7 0.0% 0.0% 0.0% 5 0.0 0.0 0.0 171.7 0.0% 0.0% 0.0% 6 0.0 0.0 0.0 171.7 0.0% 0.0% 0.0% 7 0.0 0.0 0.0 171.7 0.0% 0.0% 0.0% 8 0.0 0.0 0.0 171.7 0.0% 0.0% 0.0% v7 Overturning 3 arms 1 sided OTM = 189 k-in RM = 180 k-in HD = 2.20 kips Top Load Only OTM = 94 k-in RM = 60 k-in HD = 0.69 kips 5/8 " dia Anchor 3500 psi Conc. Tcap = 2802 # 79% stressed Vcap = 3756 # 26% stressed 105% ok lit Longitudinal Load Load = 2.50 kips/arm x 3 arms 1 sided W = 7.50 kips/column Sds = 0.72 Cs = 0.222 R = 3.25 LF = 0.7 V= Cs*Weff*LF = 0.155 W Weff = 100 %W V = 1.16 kips/column 6 columns on 3 bays of bracing V = 2.33 kips/braced bay Brace ht = 60 inches Columns 60 inches oc T = 3.3 kips 2"x10cia bar Tcap = 8.10 kips Fy= 50 ksi 41% 3/4 inch dia bolt each end Vcap = 10.6 kips Grd 5 31% OTM = 112 K-IN RM = 450 K-IN HD = 0 # 5/8 " dia Anchor 3500 psi Conc. Tcap = 2802 # 0% stressed Vcap = 3756 # 31% stressed 31% ok He,/..t;?/.44 L f66 5�,a1Qotir / 2.121. 4t,'YS•eAr. g,,ar I ►a i oar= /ZS CI677) 1000# y 47 temp e75',W7G- Lv S 2¢ '( i IG og / BL-7412em . js it 4nit zoS(99) Z clfo,e 4441) %(/q4fge> = Z g�� "•.� 7Z 07Ar- z 164 7__ C. Zooms& 97r 6 i� v44e . z 5/I* /3Z' NY t ,//3( G/L- 6 jQ ) j a= .01 -/x) t o9Z ,G z 7�� /4,e e„ .4 - Z3 Cold Formed Channel Depth 3 .000 in Fy = 55 ksi Flange 1.625 in Lip 0.750 in Thickness 0.0750 in COLUMN SECTION R 0.1000 in Blank = 7.21 in wt = 1.8 plf A = 0.541 in2 Ix = 0.750 in4 Sx = 0.500 in3 Rx = 1.177 in Iy = 0.217 in4 Sy = 0.223 in3 Ry = 0.633 in a 2 .6500 Web w/t 35.3333 a bar 2 .9250 Flg w/t 17.0000 b 1.2750 x bar 0.6139 b bar 1.5500 m 0.9488 c 0.5750 x0 -1.5627 c bar 0.7125 J 0.0010 u 0.2160 x web 0.6514 gamma 1.0000 x lip 0.9736 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' = 0.389 in2 x bar = 0.728 in I'x = 0.573 in4 S'x= 0.382 in3 R'x= 1.213 in I'y = 0.172 in4 S'y= 0.184 in3 R'y= 0.665 in Cold Formed Channel Depth 1.500 in Fy = 55 ksi Flange 1.500 in Lip 0.000 in Thickness 0.0750 in BRACE SECTION R 0.1000 in Blank = 4.23 in wt = 1.1 plf A = 0.317 in2 Ix = 0.125 in4 Sx = 0.166 in3 Rx = 0.627 in Iy = 0.075 in4 Sy = 0.079 in3 Ry = 0.487 in a 1.1500 Web w/t 15.3333 a bar 1.4250 Flg w/t 17.6667 b 1.3250 x bar 0.5060 b bar 1.4625 m 0.6531 c 0.0000 x0 -1.1592 c bar 0 .0000 J 0.0006 u 0.2160 x web 0.5435 gamma 0.0000 x lip 0.9565 R' 0.1375 h/t 18.0000 Cold Formed Section HEIGHT OF BEAM 3.000 INCHES MAT'L THICKNESS 0.075 INCHES INSIDE RADIUS 0.100 INCHES LOAD BEAM WIDTH 2.750 INCHES STEEL YIELD 55.0 KSI STEP 0.750 INCHES HIGH 1.000 INCHES WIDE ABOUT THE HORIZONTAL AXIS ABOUT THE VERTIC L Y LY LY2 Ii X LX LONG SIDE 2 .6500 1.5000 3.9750 5.9625 1.5508 0.0375 0.0994 TOP 1.4000 2.9625 4.1475 12.2870 0.0000 0.8750 1.2250 STEP SIDE 0.4750 2.5875 1.2291 3.1802 0.0089 1.7125 0.8134 STEP BOTT 0.7250 2.2125 1.6041 3 .5490 0.0000 2.2125 1.6041 SHORT SID 1.9000 1.1250 2 .1375 2.4047 0.5716 2.7125 5.1538 BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3.3000 CORNERS 0.2160 2.9125 0.6291 1.8322 0.0004 0.0875 0.0189 2 0 .2160 2.9125 0.6291 1.8322 0.0004 1.6625 0.3591 3 0.2160 2 .2625 0.4887 1.1056 0.0004 1.8000 0.3888 4 0.2160 2.1625 0.4671 1.0101 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 10.8459 20.8500 15.4348 33.1700 2.1336 17.8875 14.1314 AREA = 0.813 IN2 CENTER GRAVITY = 1.423 INCHES TO BASE 1.303 INCHES TO LONG SIDE Ix = 1.000 IN4 Iy = 0.892 IN4 Sx = 0.634 IN3 Sy = 0.617 IN3 Rx = 1.109 IN Ry = 1.047 IN BEAM END CONNECTOR COLUMN MATERIAL THICKNESS = 0.075 IN LOAD BEAM DEPTH = 3 IN TOP OF BEAM TO TOP OF CONN= 0.000 IN WELD @ BTM OF BEAM = 0.125 IN LOAD = 4000 LBS PER PAIR CONNECTOR VERTICAL LOAD = 1000 LBS EACH RIVETS 3 RIVETS @ 2 " oc 0.4375 " DIA A502-2 1st @ 1 "BELOW TOP OF CONNECTOR AREA = 0.150 IN2 EACH FIT = 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 160 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 @ 2 IN FROM BTM OF CONN M = PL L = 0.875 IN Pmax = Mcap/L = 4 .484 KIPS RIVET LOAD DIST MOMENT P1 2.844 3.000 8.531 RIVET OK P2 0.948 1.000 0.948 P3 0.000 0.000 0.000 P4 0.000 0.000 0.000 TOTAL 3.792 9.479 CONNECTOR OK WELDS 0.125 " x 3.000 " FILLET WELD UP OUTSIDE 0.125 " x 2.250 " FILLET WELD UP INSIDE 0.125 " x 0.750 " FILLET WELD UP STEP SIDE 0.125 " x 1.000 " FILLET WELD STEP BOTTOM 0.125 " x 2.750 " FILLET WELD ACROSS BOTTOM 0 " x 1.750 " FILLET WELD ACROSS TOP USE EFFECTIVE 0.075 " THICK WELD L = 9.75 IN A = 0.731 IN2 S = 0.410 IN3 Fv = 26.0 KSI Mcap = 10.65 K-IN 10.65 K-IN 4ii /TULi•jA-L. 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