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Specifications ./14t ,20/2-oat1 f12f / $&) c4:c56S ref ?f, 4" RSOLOTIONS P3110057: 541.668.8117 Hip _..5-%;00, Shafer Lane•Jacksonville, Oregon 97539 — _ POrtfolito: o o STRUCTURALSOLUTIONSINC .NET — - STRUCTURAL CALCULATIONS t. For 22TB ZUlb Exhaust Hood Anchorages • - Costa Vida, Tigard 10124 SW Washington Square Rd Tigard, Oregon For: Oregon Architecture Job# 029-17 2/22/2017 ikuc Tun PROF- 1_,GINe %e 58623 OREGON OA/N.?FY' EXPIRES: 12/311/8 Project: Exhaust Hood Anchorages Engr: LCF Job# 029-17 Structural Solutions, Inc. Date: 02/2017 Client Oregon Architecture Page: Design Criteria BUILDING CODES AND DESIGN REFERENCES • 2014 Oregon Structural Specialty Code(OSSC)&Amendments per local jurisdiction • Minimum Design Loads for Buildings and Other Structures(ASCE 7-10) • Manual of Steel Construction(AISC 360-10),Thirteenth Edition, by the American Institute of Steel Construction. • Seismic Provisions for Structural Steel Buildings(AISC 341-10) by the American Institute of Steel Construction. • Building Code Requirements for Reinforced Concrete(ACI 318-08) by the American Concrete Institute. DESIGN LOADS Occupancy Category: II A) Dead Load: As noted in calculations B) Live Loads: - Roof 20 psf C) Partition Load: N/A psf D) Snow Loads: Exposure Category: N/A Flat Roof Snow Load: N/A psf Corresponding Importance Factor,Is: N/A Table 1.5-2 E) Wind Design Criteria (ASCE 7-10): Basic Wind Speed: N/A mph Exposure Category: N/A Corresponding Importance Factor,Iw: N/A Table 1.5-2 F) Seismic Design Criteria(ASCE 7-10) Occupancy Category: II Table 1.5-1 Corresponding Importance Factor,IE: 1.00 Table 11.5-2 Seismic Design Category: D Section 11.6 Max.Considered Earthquake Spectral Response Acceleration(Undamped) 0.2 sec.period for soil site class B S5: 0.978 g Figure 22-1 1.0 sec.period for soil site class B Si: 0.425 g Figure 22-2 Soil Site Coefficients Soil Site Class: D Table 1613.5.2 Fe: 1.400 Table 11.4-1 Fv: 1.930 Table 11.4-2 Max.Considered Earthquake Spectral Response Acceleration(5%Damped) 0.2 sec.period for soil site class B Sos: 0.723 g Eq. 11.4-3 1.0 sec.period for soil site class B SDI: 0.446 g Eq. 11.4-4 Project: Exhaust Hood Anchorages Engr: LCF Job# 029-17 Structural Solutions, Inc. Date: 02/2017 Client: Oregon Architecture Page: Seismic Design &Anchorage Units: Hood 1 Type: Hung Exhaust Hood Mount: Roof Amplification Factor: ap 2.5 Short period spectral Acceleration: Sos 0.723 g Weight: Wp 960 lbs Modification Response Factor: Rp 6.0 Importance Factor: Ip 1 Height to point of attachment: z 25 ft Height to roof: h 25 ft Seismic Design Force Cp=[(0.4*ap*SDs)/(Rp/Ip)*(1+2*z/h))= 0.362 ASCE 7-10 Eqn 13.3-1 Max Cp=1.6*Sos*Ip 1.157 ASCE 7-10 Eqn 13.3-2 Min Cp 0.3*Sos*Ip 0.217 ASCE 7-10 Eqn 13.3-3 Fp= 0.362 *Wp= 347 lbs Fv= .2*SDs*Wp= 139 lbs ASCE 7-10 Eqn 12.14-6 Reactions Distance from support to CG: d -17 ft Distance between anchor points: b 4.5 ft Minimum reaction: RA 1860 lbs Tension Maximum reaction: RB -1092 lbs Compression Shear force at anchor point: V 174 lbs 7-1 SS. 6 111-0/2--.÷-1171—W i Z Project: Exhaust Hood Anchorages Engr. LCF Job# 029-17 Structural Solutions, Inc. Date: 02/2017 Client: Oregon Architecture Page: Seismic Design &Anchorage Units: Hood 2 Type: Hung Exhaust Hood Mount: Roof Amplification Factor: av 2.5 Short period spectral Acceleration: SDs 0.723 g Weight: Wp 294 lbs Modification Response Factor: Rp 6.0 Importance Factor: 1p 1 Height to point of attachment: z 25 ft Height to roof: h 25 ft Seismic Design Force Cp=[(0.4*ap*SDs)/(Rp/Ip)*(1+2*z/h)]= 0.362 ASCE 7-10 Eqn 13.3-1 Max Cp=1.6*SDs*IP 1.157 ASCE 7-10 Eqn 13.3-2 Min Cp=0.3*SDS*lP 0.217 ASCE 7-10 Eqn 13.3-3 Fp= 0.362 *Wp= 106 lbs Fv= .2*SDs*WP= 43 lbs ASCE 7-10 Eqn 12.14-6 Reactions Distance from support to CG: d -17 ft Distance between anchor points: b 5 ft Minimum reaction: RA 530 lbs Tension Maximum reaction: RB -294 lbs Compression Shear force at anchor point: V 53 lbs ,_.._ __.. C2-^,10 __ . .. _ II Project: Exhaust Hood Anchorages Engr. LCF Job# 029-17 Structural Solutions, Inc. Date: 02/2017 Client: Oregon Architecture Page: Seismic Design &Anchorage Units: Hood 3 Type: Hung Exhaust Hood Mount: Roof Amplification Factor: ap 2.5 Short period spectral Acceleration: SDs 0.723 g Weight: Wp 819 lbs Modification Response Factor: R 6.0 Importance Factor: Ip 1 Height to point of attachment: z 25 ft Height to roof: h 25 ft Seismic Design Force Cp=[(0.4*ap*Sps)/(Rp/Ip)*(1+2*z/h)1= 0.362 ASCE 7-10 Eqn 13.3-1 Max Cp=1.6*Sas*Ip 1.157 ASCE 7-10 Eqn 13.3-2 Min Cp 0.3*Sps*Ip 0.217 ASCE 7-10 Eqn 13.3-3 Fp= 0.362 *Wp= 296 lbs Fv= .2*Sos*Wp= 118 lbs ASCE 7-10 Eqn 12.14-6 Reactions Distance from support to CG: d -17 ft Distance between anchor points: b 4.5 ft Minimum reaction: RA 1587 lbs Tension Maximum reaction: R5 -932 lbs Compression Shear force at anchor point: V 148 lbs . .-4= � 1 I . .. 2, 1 141L v 9 Project: Exhaust Hood Anchorages Engr. LCF Job# 029-17 Structural Solutions, Inc. Date: 02/2017 Client: Oregon Architecture Page: Seismic Design &Anchorage Units: Hood 4 Type: Hung Exhaust Hood Mount: Roof Amplification Factor: ap 2.5 Short period spectral Acceleration: SDs 0.723 g Weight: Wp 235 lbs Modification Response Factor: Rp 6.0 Importance Factor: Ip 1 Height to point of attachment: z 25 ft Height to roof: h 25 ft Seismic Design Force Cp=[(0.4*ap*SDs)/(Rp/Ip)*(1+2*z/h)]= 0.362 ASCE 7-10 Eqn 13.3-1 Max Cp=1.6*Sos*Ip 1.157 ASCE 7-10 Eqn 13.3-2 Min Cp0.3*Sps*Ip 0.217 ASCE 7-10 Eqn 13.3-3 Fp= 0.362 *Wp= 85 lbs Fv= .2*SDs *Wp= 34 lbs ASCE 7-10 Eqn 12.14-6 Reactions Distance from support to CG: d -17 ft Distance between anchor points: b 4 ft Minimum reaction: RA 496 lbs Tension Maximum reaction: Rs -308 lbs Compression Shear force at anchor point: V 42 lbs q;- /? A13* c • "" PROJECT : .INC `TRUCTURRSOLUTIONS � >..� JOB NUMBER S Ii F T 305A Shafer Lane Jacksonville, OR 97530 ; °ili-y, , d WORK E Phone: 541.608.8117 z s-tsk- --ctasm,c_ 60os137 Is 2,54- •• • tAsE- C)1C DESIGNED/CHECKED: DATE: SCALE: SHEET NUMBER: c OF i Tide Block Line 1 You can change this area using the'Settings'menu item • and then using the Printing& Title Block'selection. Title Block Lire 6 ...._ i d1 m. A11-.5 1 v <e F1 =S1SIVUW-MAtt#IN00-01Df1 md10Q9-�i ec6"- ` • . -w BOO=M19113017 f x,171.le.lierAillae Lic.#: KW-06005960 Licensee: STRUCTURAL SOLUTIONS INC D : 600S137•54 ..Somali Bum Properties •:,:1,74,-4, ;:::- '•,.*:-:',.;,,„:-,7,;.!=f,.;:, Elastic Modulus 29,000.0 ksi Span#1 Span Length = 25.0 ft Area= 0.5140 inA2 Moment of Inertia = 2.518 inM Ro.n4I W(0.166651V + * + X Span=25.0ft X ..,....*?:::i'-'`,,,;,..4,:.•;.: ,-..:,,,:.::',. ...` Service loads entered.Load Factors will be applied for calculations. Uniform Load: W=0.0050 ksf, Tributary Width=1.333 ft Point Load: E=0.1740100 12.50 ft •. DESIGN SUMMARY _ i__ " _'• Maximum Bending= 0.761 k-ft Maximum Shear= 0.06090 k Load Combination E Only'0.70 Load Combination E Only*0.70 Location of maximum on span 12.500ft Location of maximum on span 12.500 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 1.350 in 222 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.945 in 317 Max Upward Total Deflection 0.000 in 0 Maximum Forces&Stresses forLoad Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 25.00 ft 1 0.76 0.76 0.06 Dsgn.L= 25.00 ft 1 -0.00 +0.60W Dsgn.L= 25.00 ft 1 0.31 0.31 0.05 E Only'0.70 Dsgn.L= 25.00 ft 1 0.76 0.76 0.06 +0.450W Dsgn.L= 25.00 ft 1 0.23 0.23 0.04 E Only*0.5250 Dsgn.L= 25.00 ft 1 0.57 0.57 0.05 Overall Maxhtuan Deflections Load Combination Span Max."-'Defl Location in Span Load Combination Max'+'Defl Location in Span E Only 1 1.3504 12.500 0.0000 0.000 Vertical Reactions 4.:',Z.,11.,' ; . •?'` . '= , Support notation:Far left Is#1 Values in KIPS Load Combination Support 1 Support 2 - Overall MAXimum 0.087 0.087 Overall MINimum 0.037 0.037 +0.60W 0.050 0.050 E Only'0.70 0.061 0.061 +0.450W 0.037 0.037 E Only*0.5250 0.046 0.046 W Only 0.083 0.083 E Only 0.087 0.087 7 Structural (S) Section Properties SSMA M. ilt k .sx rtiv 1 - 11X41 MI*l *ed • kr** *1000 X0%i.• * Ma tit-11 1!! LLIL, n 4,4 La , 4008200-43 - 0.0451 .- 33 0.402 • 1.37 1.047 0.524 1.615 0.235 0.764 104/ 0.478 -9,45 9.74 1739 , 810 0.272 a886 -1.676 1.000 2.449 6.532 53.0 4006200-54 0.0566 50 0.500 1.70 1.292 0.646 1.608 0.287 0.758 1.292 0.549 16.43 17.31 3372 1223 0.534 1.083 -1.662 0.993 2.433 0.534 42.9 4008200-68 0.0713 50 • 0.622 212 1,589 0.795 1.599 0.349 0.750• 1.589 0751 2248 23,04 4871 1356 1.054 1.318 -1343.0963 2.412 0.536 42.9 4006200-97 0.1017 50 0.864 2.94 2.155 1.077 1.579 0.462 0.731 2.155 1.063 36.68 37.17 6658 1207 2.978 1.749 -1.605 0.963 2.368 0.540 39.9 4008250-43 0.0451 33 0.447 1.52 1.224 0.612 1.655 0.399 0.945 1.224 003 9.93 10,41 1739 810 . 0.303 ".1486 -2139 1,252 2.864 0.443 .63.7 400S250-54 0.0566 50 0.556 1.89 1.512 0.756 1.649 0.49 0.938 1.506 0.576 17.24 18.42 3372 1223 0.594 1.821 -2.124 1.244 2.848 0.444 51.6 4006250-68 0.0713 ,, 50 0,693 2.36 1.864 .0.932 1.64 0.599 0.929 1.864 0.775 2119 2476 4871 1356 1,174 ,2.225 -2105 1.235 2.826 0445 51.6 400S250-97 0.1017 50 0.966 3.29 2.541 1.271 1.622 0.801 0.911 2.541 1.191 40.06 41.47 6658 1207 3.329 2.978 -2.066 1.214 2.78 0.448 48.8 4006300-54 0.0566 50 0.613 2.09 1732 0.866 1.681 0.760 1.114 1.637 0 592 1772 19.25 3372 1223 0.655 2.802 -2.594 1.496 3.285 0.377 59.9 400S300-68 0.0713 50 0.764 2.60 2.139 1.070 1.673 0.933 1.105 2.099 0.805 24.09 26.05 4871 1356 1.295 3.432 -2.574 1.486 3.263 0.378 60.0 4009300-97 ' 0.1017 50 1,067 163 2,928 1.464 1656 1.258 1.086 2.897 1.3O7 •39.12 4 40.72 ' 6658 1207 3,679 4.619 -2.535 1.465 3.216 0.379 603 550S137-33 0.0346 33 0.301 1.02 1.283 0,467 2.064 0.067 0.472 1.283 0.453 8.95 7.48 699 699 0.12 0.411 -0.841 0.536 2.278 0.864 33.7 5508137-43 0.0451 33 0.391•• 133 1.655 0302 2059 0.085 0.467 1,655 0.592 13.08' 11.6 1550 1199 0.266 . 0.52 083 .053- 2.268: 0.866 31.7 5506137-54 0.0566 50 0.486 1.65 2.039 0.741 2.049 0.103 0.46 2.039 0.714 24.03 20.88 3093 1881 0.519 0.632 -0.817 0.523 2.254 0.868 25.4 5506137-68 0.0713 50 0.604 205 2.503 0.91 2036, 0.123 0.451 2 503 0.909 3/42 28.89 5350 2532 1.023 0764 -0.801 0.514 2,234 0.871 24.9 5506137-97 0.1017 50 0.838 2.85 3.38 1.229 2.008 0.155 0.43 3.38 1.229 44.72 44.72 9518 3026 2.891 0.997 -0.766 0.497 2.192 0.878 23.9 550S162-33 0.0346 33 0 327 1.11 1 458 0.530 2.112 0 113 0 589. 1.458 0.512 10.11 863 699 699 0130 0713 -1.114 0 697 •2459. 0.195 41.4 5506162-43 0.0451 33 0.424 1.44 1.883 0.685 2.107 0.145 0.584 1.883 0.681 14.792 13.14 1550 1199 0.288 0.905 -1.103 0.691 2.448 0.797 39.2 5508162-54 0.0566 50 0.528 110 2.324 0.845 2098 0,176 0.577 2.324 0.811• 26.86 2 23.52 3093 1881 0.564 1 105 -1.090 0.684 2.434. 0.800 316 5506162-68 0.0713 50 0.657 2.24 2.861 1.040 2.086 0.212 0.568 2.861 1.031 34942 32.28 5350 2532 1.114 1.342 -1.072 0.675 2.414 0.803 31.1 5506162-97 01017 . 50 0.915 311 3.886 1413 2.061 0.276 0.549 3.886 1,413 ..•50.13 5013 9518 3026 3.154•<1775 -1.037 0.656 2.372 0.809 30 5506200-33 0.0346 33 0.362 1.23 1.694 0.616 2.164 0.204 0.751 1.678 0.559 11.05 9.80 699 699 0.144 1.326 -1.508 0.925 2.742 0.698 51.9 5506200-43 0.0451 33 0 469 1.60 2 189 0.796 2159 0.261 0746 2.189 " 0.776 15.33 13.96 1550 1199 0.318 .1.691 -1.496 0.918 2731 0.700 517 5506200-54 0.0566 50 0.585 1.99 2.706 0.984 2.152 0.32 0.739 2.706 0.901 26.98 24.84 3093 1881 0.624 2.072 -1.483 0.911 2.716 0.702 41.8 550S200-68 0.0713 50 0.729 2.48 3.341 1.215 2.141 0389 0731 3 341 117 38.83 35.92 5350 2532 1235 • 2.531 -1465 0.902 2.695 0.705 39.6 550S200-97 0.1017 50 1.016 3.46 4.563 1.659 2.119 0.515 0.712 4.563 1.659 57.25 57.25 9518 3026 3.504 3.384 -1.428 0.882 2.652 0.710 38.6 5508250-43 0.0451 33 0.515 1.75 2524 0.918 2.215 0.445 0.93 2.524 0817 °16 15 14.74 1550 1199 0.349. 2.837 -1,933 1.163 3.083 0.607 626 5506250-54 0.0566 50 0.641 2.18 3.126 1.137 2.208 0.547 0.923 3.084 0.95 28.44 26.11 3093 1881 0.685 3.486 -1.919 1.155 3.067 0.609 50.7 5506250-68 0,0713 50 0.800 '2.72 3.866 1.406 2.198 0.659 0.914 3.864- 1.233 36.91 35.43 5350 2532 1.356 4.274 -1.900 1146 3.046 3.611 50.6 5505250-97 0.1017 50 1.118 3.80 5.304 1.929 2.178 0.897 0.895 5.304 1.837 61.77 60.32 9518 3026 3.855 5.761 -1.862 1.126 3.002 0.615 47.6 600S13733. 0.0346 33 0.316 1.08 1.582 0.527 2.229 0.069 0.464 1548 0.455. 8.98 • 819 . 638 63/1 0127 0.500 -0.807 0 519 Z416 0.889 315 6003137-43 0.0451 33 0.413 1.41 2.042 0.681 2.223 0.087 0.459 2.041 0.645 12.74 11.82 1416 1240 0.280 0.633 -0.796 0.513 2.406 0.890 33.3 --) 6008137-54 0.0566 50 0.514 1 75 2.518 0.839 2.213 0.105 0.452 2 518 0.777 23/6 21.24 2823 1947 0549 0.769 -0.784 0 506 2.391 0.893 26.8 600S137-68 0.0713 50 rub- 2.18 7.1ffr 1.031 2.200 0.125 0.443 3.094 1.030 111-a 28.89 5350 2879 1.084 0.930 -0.768 0.497 2.371 0.895 26.5 6008137-97 .0,1017 • .50 0.889 3.03 4.188 1.396 2.170 0.159 0.422 4 188 1396 50.802 5050 10472 3805 3.066 1.216 -0.734 0.480 2.330 0.901 23.6 6006137-118 0.1242 50 1.065 3.62 4.913 1.638 2.147 0.176 0.406 4.913 1.638 61.69 61.69 12526 3622 5.477 1.391 -0.709 0.467 2.298 0.905 22.9 600,9162-33 0.0346 33 0.344 117 1.793 0.598 2.282 0116 0.581 1793 0.577 11.41 9.47 638 638 0137 0,861 -1.072 0.677 2.587 0.828 411 600S162-43 0.0451 33 0.447 1.52 2.316 0.772 2.276 0.148 0.576 2.316 0.767 16.682 14.46 1416 1240 0.303 1.095 -1.062 0.670 2.577 0.830 39.0 6006162-54 0.0566 50 0556 1.85 2.860 ,0.953 2.267 0.180 0.570 2.860 0.916 31)332 25.90 2823 1947 0.594 1.337 -1_049 0663 2.562 0 832 314 6006162-68 0.0713 50 0.693 2.36 3.525 1.175 2.255 0.218 0.560 3.525 1.164 39,472 35.69 5350 2879 1.174 1.626 -1.032 0.655 2.543 0.835 30.8 6006162-97 0.1017 50 0.966 129 4797 1 599 2229 0.283 0.541 4.797 1.599 56732 5672 10472 3805 3.329 2.153 -0.997 0.636 2.501 0.841 29.8 6006162-118 0.1242 50 1.158 3.94 5.652 1.884 2.209 0.321 0.526 5.652 1.884 68.94 2 68.93 12526 3622 5.956 2.487 -0.971 0.623 2.470 0.845 29.1 6008200-33 00346 33 0379 1/9 2.075 0.692 2.340 0.209 0.743 2 058 0.621 12.28 1977 638 638 0 151 1.593 -1457 0.901 2.855 0740 516 6003200-43 0.0451 33 0.492 1.67 2.683 0.894 2.335 0.268 0.739 2.683 0.873 17.24 15.39 1416 1240 0.334 2.033 -1.446 0.894 2.844 0.742 51.4 6006200-54 0.0566 -50 0.813 209 3.319 1 106 2.327 0.328 0.732 3 319 1 015 30.40 27.38 2823 1947 0.655 2.493 -1.432 0.887 2.829 (744 416 6006200-68 0.0713 50 0.764 2.60 4.101 1.367 2.316 0.400 0.723 4.101 1.317 43.712 39.69 5350 2879 1.295 3.047 -1.415 0.878 2.809 0.746 39.3 6008200-97 0.1017 50 1.067 3.63 5.612 1.871 2.293 0,530 0.705 5 612 1.871 64.532 63.67 10472 3805 3.679 .4.080 -1,378 0.859 2.767 0752 383 6008200-118 0.1242 50 1.283 4.36 6.641 2.214 2.275 0.611 0.690 6.641 2.214 78.442 78.44 12526 3622 6.595 4.763 -1.311 0.845 2.735 0.756 376 600S250-43 0 0451 -33 0.537 1.83 .3.082 1.027 2.396 0.458 0.923 3.082 0 918 1814 s 16 21 1416 1240 0.364 3.411 -1374 1.136 3.179 0.662 62.4 6006250-54 0.0566 50 0.670 2.28 3.819 1.273 2.388 0.562 0.917 3.766 1.069 32.00 28.71 2823 1947 0.715 4.194 -1.860 1.129 3.163 0.654 50.5 6006250-68 0,0713 50 0.836 2.84 4.727 1.576 2.378 0.688 0.908 4.723 1.386 41.49 39.07 5350 2879 1 416 ' 5.145 -1842 1.119 3.142 0.656 50.4 600S250-97 0.1017 50 1.169 3.98 6.496 2.165 2.357 0.923 0.889 6.496 2.063 69.38 2 66.81 10472 3805 4.030 6.947 -1.803 1.100 3.098 0.661 47.3 8006250-118 0.1242 50 1.407 4.79 7.713 2 571 2 342 1 075 0.874 7.713 2.498 85.92k 86.83 12526 3622 7.234 8142 -1775 1.085 3.066 0.665 46.6 600S300-54 0.0566 50 0.726 2.47 4.319 1.440 2.439 0.875 1.098 4.014 1.106 33.13 29.62 2823 1947 0.775 6.452 -2.299 1.372 3.527 0.575 59.1 6006300-68 0.0713 50 0.907 109 5.354 1.785 2.430 1.075 1.089 5.221 1446 43.30 40.53 5350 2879 1537, 7937 -2.280 1.363 3 505 0.577 59.0 6006300-97 0.1017 50 1.271 4.32 7.381 2.460 2.410 1.454 1.070 7.280 2.247 67.28 64.67 10472 3805 4.381 10.776 -2.241 1.343 3.461 0.581 58.8 6008300-118 01242 50 1.531 5.21 8.785 2.928 2395 1704 1 055 8.713 2.797 94.242 90.37 12526 3622 7.872 12.683 -2.212 1 328 3.427 0.583 55.3 6006350-54 0.0566 50 0.825 2.81 5.022 1.674 2.467 1.491 1.344 4.721 1.335 39.97 36.56 2823 1947 0.881 12.942 -3.037 1.787 4.137 0.461 74.4 6008350-68 0.0713 50 1132 3.51 6.237 2.079 2459 ._1.841 1.336 6.166 1771 53.01 4969 5350 2879 1748 15.968 -3.018 1.777 4,115 0.462 74.4 6008350-97 0.1017 50 1.449 4.93 8.631 2.877 2.441 2.518 1.318 8.631 2.593 77.64 78.36 10472 3805 4.994 21.811 -2.979 1.757 4.071 0.464 74.4 6008350-118 01242 50 1.748 595 10,304 3.435 2.428 2.978 1.305 10.304 3.268 108.43' 10766 12526 3622 8.990 25.791 -2.951 1742 4038 0.466 70.6 • 8006137-331 0.0346 33 0.388 1.32 3.198 0.799 2.873 0.073 0.435 2.998 0.622 12.30 10.71 474 474 0.155 0.957 -0.696 0.460 2.987 0.946 32.5 -800S137-43 0.0451 33 0.503 171 4134 1.033 2866 0.093 0 430 4.001 0.896 1770 1578 1051 1051 0.341 1.214 -0.687 0.454 2.978 0.947 32.2 8008137-54 0.0566 50 0.627 2.13 5.110 1.277 2.855 0.112 0.423 4.974 1.083 32.42 28.47 2091 2091 0.670 1.478 -0.676 0.448 2.964 0.948 25.9 8006137-68 0.0713 50 0.782 2.66 6.303 1.576 2.839 0 134 0.414 6.285 1.468 43.96 39.57 4221 3367 1.325 1.789 -0.661 0.440 2.944 0.950 25.6 800S137-97 0.1017 50 1.093 3.72 8.597 2.149 2.805 0.169 0.394 8.597 2.149 64.35 63.91 10885 5938 3.767 2.349 -0.630 0.423 2.902 0.953 25.0 -8008137-118 0.1242 50 1.314 4.47 10.147 2.537 2.779 0.188 0.378 10.147 2537 95.56 95.56 16235 7115 6755 2.694 -0.608 0.411 2.870 0.955 21.9 800,9162-33' 0.0346 33 0.413 1.41 3.582 0.696 2.943 0.125 0.550 3.384 0.710 14.03 12.61 474 474 0.165 1.630 -0.936 0.607 3.137 0.911 40.1 8006162-43 0.0451 33 0.537 1.83 4.633 1.158 2.937 0.160 0.546 4.500 1.019 20.14 18.33 1051 1051 0.364• 2.076 -0.926 0.601 3.128 0.912 398 8006162-54 0.0566 50 0.670 2.28 5.736 1.434 2.927 0.194 0.539 5.600 1.229 36.79 32.81 2091 2091 0.715 2.539 -0.914 0.594 3.113 0.914 32.1 800S162-68 0.0713 50 0.836 2.84 7089 1.772 2.913 0.235 0.530 7 070 1.663 49.80 45.11 4221 3367 1.416 3.093 -0.899 0.586 3.094 0.916 31.9 8006162-97 0.1017 50 1.169 3.98 9.713 2.428 2.883 0.305 0.510 9.713 2.428 72.70 71.93 10885 5938 4.030 4.114 -0.866 0.568 3.053 0.919 31.4 'Web height-to-thickness ratio exceeds 200.Web stihtners are required at al/support points and concentrated loads. 'Allowable moment Includes cold work of foming. See Table Notes on page 7. L. ' Channel Selection U N(STRUT' CHANNEL SELECTION CHART `ao ., 'Channel.Dimaadone MaterlaiThick s. , Hol*Patilaa ea ,z, ,1l ,„:., -,,,„,„ _ :. „,,,,..„,.;-„,,-,.,,,J,,,,-..,..,,,,..,..,,,,, ..„ .:,-,:::•...,, . .,:,... „...:::.::.,..,,,,,„,..„:,,,. . . ...,„„,,,,„ .:,,, :,:,,:„-!„,- .:!::, ,,:,„,,i,w,- :„:„..,:,..„-„,,,,,,,-,:.,:;,,,:„ ;„, .„.. -r :::.,„.,..i.V,i0.." "1:1:1.,;' iri: i' 4M• ..'a Si} a i � I e,_ g xM,iiri T ' Y4� - �,..,4y k �` - '� a ® t• * 4i- � r.��� a-r xa� �. c3 �^ , za'ir�x_�•�4 �: �,4 :xr : ,vim 4 stains es o-v .=1 ,11111dt1 i 'Steel t es 4 Alum. -NS T' `fig " y��, �� �� `�ia 6� '�. `l�•mss« _ *}�,�S Channel h In * ` In 1.�+,j t1 a Sauge hr * ^.::...�a :' .' 3Z. 04 SMlO . P1000 134(41.3) 134(41.3) 12 ga 12 ga 0.109(2.8) • ■ ■ ■ ■ ■ P1100 134(41.3) 134(41.3) 14 ga 14 ga - U ■ IN ■ - - P2000 134(41.3) 134(41.3) 16 ga - - ■ ■ ■ ■ - - P3000 134(41.3) 134(34.9) 12 ga - - ■ ■ ■ ■ - P3300 134(41.3) %(22.2) 12 ga 12 ga - ■ ■ - ■ - - P4000 134(41.3) }3i*(20.6) 16 ga 16 ga 0.078(2.0) ■ ■ - ■ - - P4100 134(41.3) 'Me(20.6) 14 ga - - ■ ■ - ■ - - ° ida P5000 134(41.3) 3'1A(82.6) 12 ga 12 ga - ■ ■ ■ ■ - - P5500 134(41.3) 27/*(61.9) 12 ga - 0.109(2.8) • ■ ■ ■ - - 5 CHANNELS&COMBINATIONS IN DESCENDING ORDER OF STRENGTH `0V.+..;Arse . �'h`'.'•�" x I'k <_ azo, MOmeIS ;Tq r)� :^'" r *->S 't*- `'. *�t � ,� '� >.a T�f'_` •� �'�az' .,3..+*� �-cx:4 k,�g.s-a,. � X.'.�.�L.t�,. � . : Channel `W (crM)W inj',;,ln4,(aM)'In'(cirAJ- In4bs'fN�nr). Channel 4 W ) 16e�1�/tn) ht*(am) ki'gc t')t .. .(}m):.t 1.793 6.10 6.227 1.916 48,180 0.418 . 1.42 0.145 0.162 4,060 P5001 11.57 9.1 259.2 31.4 5,440 P1100 2.69 2.1 6.0 2.6 460 P1004A 1.965 6.68 4.068 1.669 41,980 P3000 0.500 1.70 0.120 0.153 3,850 12.68 9.9 169.3 27.4 4,740 3.23 2.5 5.0 2.5 430 P5501 1.452 4.94 2.805 1.151 28,940 P4101 0.579 1.97 0.117 0.143 3,610 9.37 7.3 116.8 18.9 3,270 3.74 2.9 4.9 2.4 410 P7001C41 2.221 7.55 1.856 1.142 28,720 P2000 0.342 1.16 0.125 0.140 3,520 14.33 11.2 77.2 18.7 3,250 2.21 1.7 5.2 2.3 400 13,0 P5000 0.897 3.05 1.098 0.627 15,770 P4001 0.478 1.66 0.104 0.128 3,210 5.78 4.5 45.7 10.3 1,780 3.14 2.5 4.3 2.1 360 P1001 1.111 3.78 0.928 0.571 14,360 A 0.459 1.56 0.077 0.103 2,590 ' 716 56 38.6 9.4 1,620 3301 2.96 2.3 3.2 1.7 290 P7101 0.835 2.84 0.733 0.451 11,340 A1000 0.305 1.04 0.061 0.086 2,170 5.39 4.2 30.5 7.4 1,280 1.96 1.5 2.5 1.4 250 P3001 1.000 3.40 0.591 0.430 10,810 P3300 0.395 1.34 0.037 0.072 1,800 6.45 5.1 24.6 7.0 1,220 2.55 2.0 1.5 1.2 200 P5500 0.726 2.47 0.522 0.390 9,820 A4001 0.264 0.90 0.037 0.058 1,470 4.68 3.7 21.7 6.4 1,110 1.70 1.3 1.5 1.0 170 P2001 0.684 2.32 0.618 0.381 9,570 P6001 0.213 0.73 0.045 0.055 1,400 4.41 3.5 25.7 6.2 1,080 1.38 1.1 1.9 0.9 160 P9200 0.489 2.23 0.279 0.297 7,480 P4100 0.290 0.98 0.026 0.054 1,360 r 3.16 3.3 11.6 4.9 850 1.87 1.5 1.1 0.9 150 0.492 1.67 0.358 0.265 6,6700.244 0.83 0.023 0.049 1,230 A5000 3.17 2.5 14.9 4.3 750 P40081.57 1.2 0.9 0.8 140 .01001 0.609 2.07 0.302 0.242 6,070 A3300 0.230 0.78 0.017 0.038 950 3.93 3.1 12.6 4.0 690 1.48 1.2 0.7 0.6 110 P9000 0.387 1.88 0.166 0.205 5,150 A 0.132 0.45 0.008 0.022 560 2.50 2.8 6.9 3.4 580 0.85 0.7 0.3 0.4 60 P1000 0.555 1.89 0.185 0.202 ,y§,p�.. 0.107 0.36 0.009 0.020 510 3.58 2.8 -7.7 _ 3.3 __570 P6000 0.69 0.5 0.4 0.3 _ 60 3` P3301 0.790 2.69 0.176 0.201 5,�...-... P7001 0.148 0.50 0.007 0.018 460 510 4.0 7.3 3.3 570 0.96 0.8 0.3 0.3 50 k£ 700 Combinations not shown in catalog are available on special order. P0 0.074 0.25 0.002 0.007 170 Consult factory for more details. 0.48 0.4 0.1 0.1 20 1 ie" Framing System K 3 Fasteners (Screws and Welds) Screw Table Notes 1. Screw spacing and edge distance shall not be less than 3 x d. (d=Nominal screw diameter) 2. The allowable loads are based on the steel properties of the members being connected,per AISI section E4. 3. When connecting materials of different steel thicknesses or tensile strength(Fu),the lowest applicable values should be used. 4. The nominal strength of the screw must be at least 3.75 times the allowable loads. 5. Values include a 3.0 factor of safety. 6. Applied loads may be multiplied by 0.75 for seismic or wind loading,per AISI A 5.1.3. 7. Penetration of screws through joined materials should not be less than 3 exposed threads.Screws should be installed and tightened in accordance with screw manufacturer's recommendations. Allowable Loads for Screw Connections (lbs/screw) 18 0.0188 33 45 66 1 09 60 t' 33 151 76 141 65 129 55 30 0.0312 33 45 0.0459 3394 184,,:' 12 151 61 43 .. 43 0.0451 33 45 280 124 263 109 244 94 224 79 64 6.9668 "".33 .:.48 994 156"- 13Y 119 68 0.0713 33 45 567 196x-,. �.. . .-.-. . .... ._,Y Weld Table Notes 1. Weld capacities based on AISI,section E2 2. When connecting materials of different steel thicknesses or tensile strength(Fu),the lowest applicable values should be used. 3. Values indude a 2.5 factor of safety. 4. Based on the minimum allowance load for fillet or flare groove welds,longitudinal or transverse loads. 5. Allowable loads based on E60xx electrodes. 6. For material less than or equal to.1242"thick,drawings show nominal weld size.For such material,the effective throat of the weld shall not be less than the thickness of the thinnest connected part. Allowable Loads for Fillet Welds and Flare Groove Welds *„. Waal Size Load 43 0.0451 33 45 1/16 609 0446 33' 44.'i. ., :t84 68 0.0713 33 45 118 963 Of 0.1911 33 46 'N$. ', S' 1 . ' • 4 r 4v 88 0.0713 50 65 1390 9P 91017 69. 86. , 1983 '60 48 SSMC[ i s� 92 DOWEL-TYPE FASTENERS Table iID BOLTS: Reference Lateral Design Values, Z, for Single Tal Shear (two member) Connections1,2 —Er: . for structural glued laminated timber main member with 1/4"ASTM A 36 steel side plate — D. Thickness it E, ... .g 1 , a h. z a tt il in t7 c147 = iii 00 mm3 tm is 0 ZII Zi til Zl Zn Zl Zs Z. ZII Z1 Zs Zl in: in. in. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. 1/2 - - 830 410 780 380 740 350 720 340 640 290 5/8 - - 1050 470 980 430 920 400 910 390 800 330 2-1/2 1/4 3/4 - - - 1270 530 1180 490 1110 450 1090 440 960 370 ,- 'yc.Fra i : '3 ;. i g4�Ir � yy ,�. Fs nFi 4 ' , ^.�_„ J • *, r.. �� 7 i .,w• .ca ::k.-4 :-"itW�7�!.' ::, i., gin"..»h.. ...i4. _ .F .�. a tea....c,n ..���,_. ,a.: .. <.... . e... - _ Ma.• ... �• 1/2 860 540 - - - - - - - - - - 5/8 1260 610 - - - - - - - - - - i 3 1/4 3/4 1610 670 F-° .=,.. `'lrr .,7yi: a : r . xG lf . S � sf*:t r j - ab r s ?" fV: `,'1 y r*,1 ` ` fia . I 1/2 - - 830 490 800 440 770 410 770 400 720 330 —NB- - 1211),_ 550 1160 500 1110 460 1090 450 960 380 y, ---^ 3-1/8 1/4 3/4 1540 620 142p 0 s >560 arc 1340 ., 510 1310 50.,0 11 50 20 d G r T ?wl k d k � * 4 i a ,..:!,-,p. ,,, ,, ' a s .. �; , k 5/8 1260 760 - - - - - - - - - - 5 1!4 3/4 1740 1000 k `4 � F t 1 M,c "r.� a ar s , m4 s k. t+a•R. b K _ 5/8 1210 710 1160 670 1130 640 1120 6301 1050 550 3/4 1670 940 1610 840 1560 760 1550 740 1450 610 5-1/8 114 w xgaA :iaw ;, „ 5/8 1260 760 1210 710 1160 670 1130 640 1120 630 1050 570 4 3/4 1740 1000 1670 940 1610 890 1560 850 1550 840 1450 750 t 1. Affar6-3/4 1/4 ., '' r• ... ^ .,'- 'r .... •Trr -" } . tom # : , R z 3/4 1740 1000 - - - - - - - - - - 8-1/2 1/4 7/8 2320 1280 - - - - - - - - - - 1 2980 1590 - - - - - - - - - - 3/4 - - 1670 940 1610 890 1560 • 850 1550 ' 840 1450 750 t 8-3/4 1/4 7/8 - - 2220 1210 2140 1130 2070 1080 2050 1070 1920 970 1 - - 2860 1500 2750 1420 2670 1350 2640 1330 2470 1150 10-1/2 1/4 7/8 2320 1280 - - - - - - - - - - , 1 2980 1590 - ' - - - - - - - - - 10-3/4 1/4 7/8 - - 2220 1210 2140 1130 2070 1080 2050 1070 1920 970 1 - - 2860 1500 2750 1420 2670 1350 2640 1330 2470 1200 7/8 - - 2220 1210 2140 1130 2070 1080 2050 1070 1920 970 12-1/4 1/4 1 - • - 2860 1500 2750 1420 2670 1350 2640 1330 2470 1200 14-1/4 1/4 1 - - 2860 1500 2750 1420 2670 1350 2640 1330 2470 1200 1.Tabulated lateral design values,Z,for bolted connections shall be multiplied by all applicable adjustment factors(see Table 10.3.1). t 2.Tabulated lateral design values,Z,are for"full-body diameter"bolts(see Appendix Table L1)with bolt bending yield strength,F,ti,of 45,000 psi and dowel 0 bearing strength,F,,of 87,000 psi for ASTM A36 steel. Sill I AMERICAN WOOD COUNCIL i Design Maps Summary Report Design Maps Summary Report User—Specified Input Building Coda Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available In 2008) Site Coordinates 45.4473°N, 122.7776°W Site Soil Classification Site Class D—"Stiff Soil" Risk Category I/II/III t F 4is 1 k i C 14 PF n # 1411. ri di yylYNi .: „oh : �, . vz � °a€ilrRyt y9 g iN r+��'' "i t �h+ €€" �1 y �R�l e(iYii Nr3 ; �r, �4iR ll. €,y ' ir,:: � li � ,r470k4:1tiyrl o i ''.."..:045 �pyg o. l jfi ' 1, b �Y�8�' � w Y '1 �n� :Y k ..,1,•,:"'",',.: A • N Neill kM..k - u7 :...i.4•-',1'. �"A6 ' "x",�7r„,..Ye eke ry. 171 >r ft d�i '"" •-a r . 1 Nr l i F[i N�iii,ii , ( €+r° y 11:1. It k` a x1 gi''' .' i+ r, .tq .�yi s7.., d v g,110,-: ii��! ° r °�+' i; f : ' N i i* ,NrN ' 9pe a It th�III1j s "`" k w Y '' ��d IN '.''.1..:1441411,—''. € N - Ih'ii it, tp ^'''' '. N 9 i' flip d"� ��ehir, .,' � ,`•'''' :!:',1, ��' ,','")'d, Nig V. y � NiY pp " •ai a" ..•y !�' �;. €�� ! Y F; , � N.rN I�Ilw � yBi+t�ii NN.i y< N eR. �",�gkieia • •a.r 9� A . r+ „N sii,1, i N al s i ' ,f . a. 0 NeNw N Sit 9 N9 yN. ��g i ktl.�y.". '.:: ' A Cis 3f "tl41 Jpt�l, h y•N+ Y 4i.,* ,iy.��� P .4' � .�. ix: .'Y : i ?...'. � r. +:. . a. Ny ., prN N:.. N aii a e'fi i ' r iia '� � s ' °r RNs ...S€ i y'r • ,o. .... ,...: a a:a. et .Y;s...; USGS—Provided Output Ss = 0.978 g S„s = 1.084 g SDs = 0.723 g S1 = 0.4258 S„1 = 0.6698 SDI = 0.446 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. Response Spectrum Design ResPekle•Spectrum am sen an 110tn a" nes aha aa all a 'a cow 'off CL" a� ! as I au a32 a33 0.24 QM a16 417 aim 61-0:1003 am azo ala a'6° neo 1.03 120 l.tn 760 t eo 2m a03 az/ C144Per4od,7 sen "3 1.03 120 1-413 1 e0 l.eo iso Perad T(see) (gee) 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 knowledge. I2 hltysJ/earthquake.usgs.go7r/cxl2/desigmaps/us/sunmaryphp?templateFmirrmal&latitude=45.44738dongitudEP 122 T7768�siteclass=38ris4category=08edltlon=... 1/1