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Plans (47) . , West Coast Forensics, Engineering and Design, LID ; — -:- , -, • , - Interior Partitions OEA 6900 SW Atlanta Street Tigard, Oregon 97223 ,- ;:'PAS-a52i- - ' '':- . ir4 p. 0,i,- 1,, ::„:0 II t q Vilif 441 1/4 _..) ( l;K;:.,,,, i-r-:mel!,,! ::>,.. :7'I\ ( -:I ' c-7919)A.T.11:: ...,_...„ „,C777,C,,OTT / ,\ r \:::: . 2: 10 ,. C. Y' ..)” rEL-WirfETITZ5=3 Structural Details & Calculations March 27, 2018 OFFICE COPY CITY OP TIGARD REVIEW D FOR CODE COMPLIANCE Approved: -N, I OTC: ( j Permit#: Address: 000 if.:4-I-)0 .,_ ,s-r #: Suite By: 1,...tIPIMMMISSIINIMMOMINNO•1011. Date: 3,a9.... ) 3835 SW Kelly Avenue, Portland, Oregon 97239 ph: 503.232.5744 fax: 503.232.5372 www.wcfore.com tii- 1 .+r Fraut _ Y f `� �_ i two, , __ ` IP a1 CLQ sr.,...) AC.or iv 7'!a- 4,-r: ' 1 L G a;RD' 02—. • 01-7 2-2.3 I 11, 11 e I' _. � r Y V F 14111., . I II , fl G0� Pk1E1r.) DD 1Ls A New tiuSti 10/ ell ! I � k � I 1 Ai/ITCH W P L,Ls �� ; �x,s�► � 1 sir ®� el i I or-ttv,0 : r• r t ,,,,, ..,...,, ..„.... ,„, "-1 '1"44441NIN 41 kTy P ; 4 Vies., / gi al von ! taiIn(+, • i iN�',�'�• CI 1!§..'\sk',\X"‘N.\\,:'%%_ ,..44\a‘k. Vit. '� \Ii6.\\-____NA t IF t' ,, ANN,qktNzh.--, 1 I 1 ' t r j * ---_—_ ii. 7 , 0 + 11 Et I 1 • _ • 11 It IF 1 . 1 ii E , 1....1) if J 1 , i) , re\ 1 No .,,,\ s\1 i 1 , ((i ' . ) • , II `_T ' . w 62 /TL � z ��/ F project W � 4 date r, , , (2.€ 4,..„ 0„1,..),AN CY:Z._ , 1 '1.('" ePt b `e‘ 1 t , 1 _.f ' i, 1,2 0/4„, ivt, 04 C,_„,.5-,„.1 LI e0,,S —: , tr.."\, ' P: 5e/i 1"'"" . / ____ _______' -____ -_____ ___ -___�____ r--~�N�m�� ����� �'~ � / - ; , / � � | ` ! 1 / � / | | \ / 1 1 | | | | | | i | , 3835 SW Kelly Avenue Portland, OR 97239 ph: 503.232.5744 fax: 503.232.5372 www.wcfore.com —/1 INT. OR EXT. WALL fROOF OR FLOOR DECK NOTE: o-�— SUSPENDED CEILINGS TO BE INSTALLED WITH BERC2 SYSTEM BY ARMSTRONG AS DUCT SHOWN, APPROVED EQUAL NOTE 10 CLIP SYSTEM OR PRESCRIPTIVE - TYP. NOTE 5 METHOD PER OSSC 803.9.1.1 NOTE 4AND ASTM 635 & 636 -NOTE 3 I NOTE 91 8 MAX NOTE 6 NOTE: ALL WIRE TO BE NO. 12 / GUAGE. CONNECTIONS TO BE 3 TURN MINIMUM WITHIN 3 INCHES OF THE CONNECTION NOTE 1 NOTE 11,12 2 \ ,INOTE , rNOTE 7 rNOTE 7 NOTE 8 G"-O' MAX. / 4'-O" O.G. MAX. C#12 WIRE) A NOTES: 1. i" WALL MOLDING. ATTACH TO PERIMETER WALLS 2. 2" BERC (BEAM END RETAINING CLIP) AT INTERSECTION OF EACH GRID BAR TO WALL SUPPORT. ATTACH BERG TO GRID ON 2 ADJACENT WALLS. PROVIDE i" CLEARANCE ON UNATTACHED BERC. 3. PERIMETER HANGER WIRES - WITHIN 8" OF ALL WALL ON ALL TERMINAL ENDS OF CROSS RUNNERS AND MAIN RUNNERS. 4. SUSPENSION WIRES A 4'-0" ON CENTER. SOFT ANNEALED GALVANIZED 5. VERTICAL STRUT FASTENED TO MAIN RUNNER AND EXTENDED TO THE STRUCTURAL FRAME. 12'-0" O.C. EACH WAY 6. HORIZONTAL RESTRAINTS SECURED TO MAIN RUNNER WITHIN 2" OF CROSS RUNNER. INSTALL 4 AT 90 DEGREE ANGLE FROM EACH OTHER AND AT ANGLE LESS THAN 45 DEGREES FROM THE PLANE OF THE CEILING. 7. HEAVY DUTY SUSPENDED CEILING SYSTEM - MAIN RUNNERS AND CROSS RUNNERS 8. ACOUSTICAL CEILING PANELS - 24" X 48" X i" LAY-IN. (24" X 24" WHERE INDICATED ON PLANS) 9. TRAPEZE DUCTWORK AND OTHER LARGE OBSTRUCTIONS, COUNTER SLOPE. 10. CONNECTION DEVICE TO HAVE 180# CAPACITY. 11. LIGHT FIXTURES MUST BE ATTACHED TO SUSPENSION SYSTEM. FIXTURE WEIGHING LESS THAN 561bs MUST HAVE (2) 12-GUAGE WIRES AT DIAGNOL CORNERS. HEAVIER FIXTURES MUST BE SUPPORTED INDEPENDANTLY FROM THE BUILDING STRUCTURE. PENDANT LIGHTS MUST BE SUPPORTED DIRECTLY FROM THE STRUCTURE WITH A 9-GUAGE WIRE REGARDLESS OF WEIGHT. 12. MECHANICAL DEVICES MUST BE ATTACHED TO MAIN BEAMS AND CROSSS TEES. DEVICES WEIGHING LESS THAN 20Ibs DO NOT REQUIRE SAFETY WIRES. DEVICES WEIGHING 20-56Ibs REQUIRE (2) 12-GUAGE WIRES AT DIAGONAL CORNERS. HEAVIER FIXTURES MUST BE SUPPORTED INDEPENDANTLY FROM THE BUILDING STRUCTURE. LATERAL BRACING FOR HEAVY DUTY SUSPENDED CEILING SCALE ' 1/2"=1'-O" Product Submittal Sheet ..ffSCAFCGI Spokane Washington Manufacturing Facility Stockton California Manufacturing Facility m 2800 East Main Avenue,Spokane,WA 99202 2525 South Airport Way,Stockton,CA 95206 5t.evl Stud tnmP R;J Phone:509.343.9000 Fax:509-343-9060 Phone:209.670.8053 Fax:209.670.8057 350S125-18 Product Information4 The non-structural stud is fabricated from prime mill certified steel with a true galvanized coating. 1—' 1 Heavier coatings may be available upon request. I i 1 Steel Material Properties D Geometric Properties 18 Mil Labeled Thickness 3-1/2" Web Width .X —X 0.0188" Design Thickness 1-1/4" Flange Height 0.0179" Minimum Thickness 3/16" Return Length 1 33 ksi Yield Strength(Fy) 45 ksi Tensile Strength(Fu) Return G40 Galvanize Coating Thickness �---- l i t Black Color Code(Painted Ends) Y --- Flange H._ LEED-Contributing Credits D Recycled Content of Steel All SCAFCO materials have a high inherent recycled steel content. • 14.4% Pre-Consumer Scrap Recycled Content • LEED 2009-MRc2(2 points)&MRc4(2 points) • 19.8% Post-Consumer Scrap Recycled Content • LEED v4-MR Credits-EPD(2 points)-Waste Management • 36.9%Total Recycled Content (2 points)-Sourcing of Raw Materials(1 point)- Material Ingredients(1 point)-Innovation(2 points) ASTM and AISI Code Standards D SCAFCO Technical Services • ASTM A653/A653M,A924/A924M,A1003,C645,C754 For additional information,visit www.SCAFCO.com or contact • AISI S100-07 with supplement S2-10 per 2012 IBC,AISI S100-12 per 2015 IBC technical services at 509-343-9000 or technical@SCAFCO.com • 2012,2015 International Building Codes and 2010,2013 CBC Section Properties UNIFORM �ICC� Table Notes: 't,,„...1,110,1s � 1.The centerline bend radius is based on inside corner radii. ER 0313 � r�'o, 2.Effective properties incorporate the strength increase from the cold work of forming as applicable per AISI 5100 A7.2. ESR-3®64P SSMC., 3.Tabulated gross properties are based on the full-unreduced cross section of the studs away from punch-out's. l�lri 4.For deflection calculations,use the effective moment of inertia. 5.Allowable moment Is the lesser of Mal and Mad.Stud distortional buckling is based on an assumed K4=0. Gross Properties Effective and Distortional Properties Torsional Properties Section Area Weight Ix Sx Rx ly Ry lxe Sxe Mal Mad Vag VaNet Jx1000 Cw Xo m Ro Lu B (in) (in2L (Ib/ft) (in4) (in3) (in) (in4) (in) (in4) (in3) (in-k) (in-k) (Ib) (lb) (in4) in6 (in) (in) (in) 350S125-18 0.115 0.39 0.215 0.123 1.366 0.021 0.423 0.203 0.072 1.42 1.47 180 159 0.014 0.050 -0.797 0.495 1.637 0.763 28.8 Limiting Wall Heights Table Notes: Table Notes: Table Notes: 1.Allowable composite limiting heights are calculated using 1.Loads have not been reduced for strength or deflection 1.Loads have not been reduced for strength or ICC-ES AC86-2012. checks;full lateral load is applied. deflection checks;full lateral load is applied. 2.No fasteners are required for attaching the stud to the track. 2.Limiting heights are based on steel properties only without 2.Limiting heights are based on studs braced at 3.Stud end bearing must be a minimum of 1 inch. the contribution of sheathing to strength and stiffness of maximum spacing of 48"oc.Bracing can be placed 4.Composite limiting heights are based on a single layer of 5/8"type-X the assembly.Properly fastened sheathing is still required at greater distances if deflection controls. gypsum board installed in the vertical orientation to both sides for members to be considered fully braced. 3.Web crippling check based on 1"end bearing. of the wall over full height using minimum No.6 type S drywall 3.Web crippling check based on 1"end bearing. screws spaced a maximum of 12"oc for studs at 24"spacing,and 4.Studs are assumed to be adequately braced at maximum 16"oc for studs at 16"and 12"spacing. spacing of Lu to develop full allowable moment. Stud Spacing Composite Wall Heights(5 psf) Non-Composite Fully Braced(5 psf) Non-Composite Braced at 48"0.C.(5 psf) (in) L/120 L/240 L/360 11120 L1240 L1360 LI120 L1240 L1360 12"o.c. 18'3"1 16'4" 14'4" 13'9" 13'9" 12'1" 15'9"f 12'10"d 11'3"d 16"o.c. 15'10"1 14'10" 13'0" 11'11" 11'11" 11'0" 11'1"f 11'1"f 11'1"d 24"o.c. 12'11"f 12'11"1 11'4" 9'9" 9'9" 9'7" 9'1"1 9'1"f 9'1"f Track (T) Section Properties SSMA Table Notes 1. The centerline bend radius is based on inside corner radii shown 4. Effective properties incorporate the strength increase from the in the steel thickness table on page 5. cold work of forming as applicable per AISI 5100 Section A7.2. 2. Web depth for track sections is equal to the nominal height plus 5. For deflection calculations, use the effective moment of inertia. 2 times the design thickness plus the bend radius. 6. Based on ASTM C645, 18, 27,and 30 mil track material is 3. Hems on nonstructural track sections are ignored. Not all track considered nonstructural. members are hemmed. 7. See page 5 for additional table notes. Design Gross Properties Effective Prop.(33 ksi) Effective Prop.(50 MI) Torsional Properties Section Thickness Area Weight ix Sx Rx ly Ry Ise Sxe Ma VagIxe Sxe Ma Vag Jx1000 Cw Xo m Ro 8 On) (in') (ibift) (in') (in') (in) (in') (in) (in') (in') (in-k) (lb (in' ) (in') (in-k) (ib) (in') (in') (in) (In) (in) 1621125-18 0.0188 0.077 0.26 0.041 0.047 0.733 0.013 0.411 0.030 0.025 0.50 302 - - - - 0.009 0,007 -0.878 0.503 1.215 0.478 1621125-27 0.0283 0.117 0.40 0.063 0.072 0.735 0.020 0.410 0.050 0.044 0.87 541 - - - - 0.031 0.010 -0,872 0.501 1.211 0.482 162T125-30 0.0312 0.129 0.44 0.070 0.079 0.735 0.022 0.409 0.057 0.050 1.00 597 - - - - 0.042 0.012 -0.870 0.500 1.210 0.483 1621125-33 0.0346 0.143 0.49 0.077 0.087 0.736 0.024 0.408 0.066 0.058 1.15 663 - - - - 0.057 0.013 -0.868 0.499 1.209 0.484 2501125-18 0.0188 0.094 0.32 0.103 0.079 1.051 0.015 0.400 0.078 0.045 0.90 249 - - - - 0.011 0.018 -0.769 0.460 1.362 0.681 250T125-27 0.0283 0.141 0.48 0.157 0.119 1.053 0.022 0.398 0.129 0.079 1.56 685 - - - - 0.038 0.027 -0.763 0,457 1.360 0.685 2501125-30 0.0312 0.156 0.53 0.173 0.131 1.053 0.025 0.397 0.145 0.090 1.77 832 - - - - 0.051 0.030 -0.762 0.456 1.359 0.686 2501125-33 0.0346 0.173 0.59 0.192 0.145 1.054 0.027 0.397 0.166 0.103 2.03 1024 - - - - 0.069 0.033 -0.760 0.456 1.358 0.687 2501125-43 0.0451 0.225 0.77 0.250 0.188 1.055 0.035 0.395 0.231 0.147 2.91 1356 - - - - 0.153 0.042 -0.755 0.453 1.356 0.690 2501125-54 0.0566 0.282 0.96 0.318 0.236 1.062 0.043 0.392 0.310 0.203 4.01 1692 0.297 0.188 5.64 2563 0.301 0.054 -0.749 0.449 1.357 0.696 2501125-68 0.0713 0.355 1.21 0.408 0.297 1.072 0.054 0.389 0.408 0.281 5.56 2111 0.402 0.262 7.85 3199 0.602 0.069 -0.740 0.444 1.360 0.704 2501125-97 0.1017 0.506 1.72 0.604 0.423 1.092 0.074 0.383 0.604 0.423 9.56 2954 0,604 0.423 12.67 4476 1.745 0.101 -0.724 0.434 1.365 0.719 2507150-27 0.0283 0.156 0.53 0.181 0.137 1.078 0.037 0.486 0.139 0.082 1.61 685 - - - - 0.042 0.044 -0.976 0.575 1.534 0.595 2501150-30 0.0312 0.172 0.58 0.199 0.151 1.078 0.040 0.486 0.157 0.093 1.83 832 - - - - 0.056 0.049 -0.975 0.574 1.533 0.595 2501150-33 0.0346 0.190 0.65 0.221 0.167 1.079 0.045 0.485 0.179 0.107 2.11 1024 - - - - 0.076 0.054 -0.973 0.573 1.532 0.596 2507150-43 0.0451 0.248 0.84 0.289 0.217 1.080 0.058 0.483 0.252 0.154 3.03 1356 - - - - 0.168 0.070 -0.968 0.570 1.529 0.599 2501150-54 0.0566 0.311 1.06 0.368 0.273 1.088 0.072 0.481 0.342 0.213 4.22 1692 0,325 0.197 5.89 2563 0.332 0.089 -0.961 0.566 1.529 0.605 2501150-68 0.0713 0.391 1.33 0.472 0.344 1.099 0.089 0.478 0.465 0.299 5.92 2111 0.445 0.276 8.27 3199 0.663 0.114 -0.953 0.561 1.531 0.613 2501150-97 0.1017 0.557 1.9 0.701 0.491 1.121 0.124 0.471 0.701 0.491 9.69 2954 0.701 0.463 13.86 4476 1.921 0.168 -0.935 0.55 1.534 0.629 2501200-33 0.0346 0.225 0.76 0.280 0.212 1.117 0.097 0.658 0.203 0.112 2.22 1024 - - - - 0.090 0.118 -1,418 0.813 1.921 0.455 2501200-43 0.0451 0.293 1.00 0.366 0.275 1.118 0.126 0.657 0.288 0.163 3.21 1356 - - - - 0.198 0.153 -1.413 0.810 1.918 0.457 2501200-54 0.0566 0.367 1.25 0.466 0.346 1.127 0.157 0.654 0.396 0.228 4.51 1692 0.371 0.209 6.25 2563 0.392 0.195 -1.405 0.806 1.917 0.462 2507200-68 0.0713 0.462 1.57 0.600 0.437 1.139 0.196 0.652 0.548 0.324 6.41 2111 0.517 0.296 8.86 3199 0.783 0.251 -1.396 0.800 1.916 0.469 (g45ci 2501200-97 0.1017 0.659 2.24 0.893 0.626 1.165 0.275 0.646 0.893 0.556 10.99 2954 0.856 0.51 15.27 4476 2.271 0.374 -1.376 0.789 1.915 0.484 -- 3501125-18 0.0188 0.113 0.38 0.219 0.121 1.394 0.016 0.383 0.174 0.063 1.25 175 - 0.013 0.038 -0.675 0.418 1.595 0.821 3507125.27 0.0283 0.170 0.58 0.331 0.182 1.396 0.025 0.381 0.277 0.128 2.53 590 0.045 0.057 -0.670 0.416 1.595 0.823 3501125-30 0.0312 0.187 0.64 0.365 0.200 1.396 0.027 0.380 0.312 0.145 2.86 790 - - - - 0.061 0.063 -0.669 0.415 1.594 0.824 3501125-33 0.0346 0.207 0.71 0.405 0.222 1.397 0.030 0.379 0.354 0.165 3.27 1024 - - - - 0.083 0.070 -0.668 0.414 1.594 0.824 3501125-43 0.0451 0.270 0.92 0.528 0.288 1.397 0.038 0.377 0.490 0.233 4.61 1739 - - - - 0.183 0.090 -0.663 0.412 1.592 0.826 3507125.54 0.0566 0.339 1.15 0.668 0.361 1.404 0.048 0.375 0.651 0.317 6.26 2392 0.626 0.297 8.89 3372 0.362 0.114 -0.658 0.408 1.595 0.830 3501125-68 0.0713 0.427 1.45 0.851 0.454 1.412 0.059 0.372 0.851 0.433 8.55 2994 0.839 0.407 12.18 4536 0.723 0.144 -0.650 0.403 1.599 0.835 3501125-97 0.1017 0.608 2.07 1.243 0.645 1.43 0.081 0.366 1.243 0.645 14.56 4213 1.243 0.645 19.3 6383 2.096 0.209 -0.636 0.394 1.607 0.844 3507150-27 0.0283 0.184 0.63 0.377 0.207 1.431 0.041 0.470 0.298 0.132 2.62 590 - - - - 0.049 0.094 -0.869 0.529 1.739 0.750 3507150-30 0.0312 0.203 0.69 0.416 0.228 1.432 0.045 0.469 0.336 0.150 2.96 790 - - - - 0.066 0.103 -0,867 0.528 1.739 0.751 3507150-33 0.0346 0.225 0.76 0.461 0.253 1.432 0.049 0.469 0.382 0.171 3.39 1024 - - - - 0.090 0.114 -0.866 0.527 1.738 0.752 3507150-43 0.0451 0.293 1.00 0.601 0.328 1.433 0.064 0.467 0.531 0.243 4.80 1739 - - - - 0.198 0.148 -0.861 0.525 1.736 0.754 3501150-54 0.0566 0.367 1.25 0.761 0.412 1.440 0.079 0.465 0.712 0.332 6.57 2392 0.679 0.310 9.28 3372 0.392 0.187 -0.855 0.521 1.738 0.758 3501150-68 0.0713 0.462 1.57 0.972 0.518 1.450 0.099 0.462 0.957 0.459 9.07 2994 0.919 0.428 12.81 4536 0.783 0.238 -0.847 0.516 1.741 0.763 350T150-97 0.1017 0.659 2.24 1.422 0.738 1.469 0.136 0.455 1.422 0.738 14.58 4213 1.422 0.701 20.98 6383 2.271 0.346 -0.831 0.506 1.748 0.774 3501200-33 0.0346 0.259 0.88 0.574 0.315 1.487 0.108 0.647 0.428 0.181 3.57 1024 - - - - 0.103 0.249 -1.285 0.761 2.069 0.614 3501200-43 0.0451 0.338 1.15 0.749 0.409 1.489 0.140 0.645 0.600 0.257 5.09 1739 - - - - 0.229 0.323 -1.280 0.758 2.066 0.616 3501200-54 0.0566 0.424 1.44 0.949 0.513 1.496 0.175 0.642 0.814 0.355 7.01 2392 0,770 0.329 9.85 3372 0.453 0.409 -1.273 0.754 2.067 0.621 3501200-68 0.0713 0.534 1.82 1.213 0.647 1.508 0.218 0.639 1.112 0.496 9.80 2994 1.054 0.458 13.71 4536 0.904 0.522 -1.264 0.749 2.069 0.626 1-0 e 3501200-97 0.1017 0.761 2.59 1.78 0.923 1.53 0.305 0.633 1.779 0.831 16.41 4213 1.708 0.769 23.01 6383 2.622 0.765 -1.247 0.738 2.073 0.638 --p 3501250-43 0.0451 0.383 1.30 0.896 0.490 1.530 0.257 0.819 0.659 0.268 5.29 1739 0.260 0.593 -1.719 0.996 2.443 0.505 3507250.54 0.0566 0.480 1.63 1.137 0.615 1.538 0.321 0.817 0.900 0.371 7.33 2392 0.846 0.343 10.26 3372 0.513 0.752 -1.712 0.992 2.442 0.509 3501250-68 0.0713 0.605 2.06 1.454 0.776 1.550 0.401 0.814 1.241 0.522 10.31 2994 1.168 0.479 14.35 4536 1.025 0.961 -1.703 0.987 2.443 0.514 3507250-97 0.1017 0.862 2.93 2139 1.109 1.575 0.563 0.808 2.027 0.889 17.56 4213 1.924 0.815 24.39 6383 2.973 1.413 -1.684 0.975 2.443 0.525 3627125.18 0.0188 0.115 0.39 0.237 0.126 1.435 0.017 0.380 0.189 0.065 1.29 169 - - - - 0.014 0.042 -0.665 0.413 1.627 0.833 3621125-27 0.0283 0.173 0.59 0.358 0.191 1.438 0.025 0.378 0.301 0.135 2.66 569 - - - - 0.046 0.062 -0.661 0.411 1.627 0.835 3621125-30 0.0312 0.191 0.65 0.395 0.210 1.438 0.027 0.378 0.339 0.152 3.01 762 - - - - 0.062 0.068 -0.659 0.410 1.626 0.836 3627125-33 0.0346 0.212 0.72 0.438 0.232 1.438 0.030 0.377 0.384 0.174 3.44 1024 - - - - 0.085 0.076 -0.658 0.409 1.626 0.836 3627125-43 0.0451 0.276 0.94 0.571 0.302 1.439 0.039 0.375 0.531 0.245 4.84 1739 - - - - 0.187 0.098 -0.654 0.407 1.625 0.838 3627125-54 0.0566 0.346 1.18 0.723 0.378 1.445 0.048 0.373 0.705 0.332 6.57 2480 0.678 0.312 9.34 3372 0.369 0.123 -0.648 0.404 1.627 0.841 3621125-68 0.0713 0.436 1.48 0.921 0.475 1.454 0.060 0.370 0.921 0.453 8.95 3104 0.907 0.427 12.78 4703 0.738 0.156 -0.641 0.399 1.631 0.846 3621125-97 0.1017 0.621 2.11 1.343 0.675 1.471 0.082 0.363 1.343 0.675 15.24 4370 1.343 0.675 20.2 6622 2.14 0.226 -0.626 0.39 1.639 0.854 3627150-27 0.0283 0.187 0.64 0.408 0.217 1.475 0.041 0.468 0.323 0.140 2.76 569 - - - - 0.050 0.102 -0.857 0.524 1.769 0.765 3627150-30 0.0312 0.207 0.70 0.449 0.239 1.475 0.045 0.467 0.364 0.158 3.12 762 - - - - 0.067 0.112 -0.856 0.523 1.768 0.766 3621150-33 0.0346 0.229 0.78 0.499 0.264 1.475 0.050 0.467 0.414 0.180 3.56 1024 - - - - 0.091 0.124 -0.854 0.522 1.767 0.766 3627150-43 0.0451 0.298 1.02 0.650 0.343 1.476 0.064 0.465 0.574 0.255 5.04 1739 - - - - 0.202 0.160 -0.850 0.519 1.766 0.768 3621150-54 0.0566 0.374 1.27 0.823 0.431 1.483 0.080 0.462 0.769 0.349 6.89 2480 0.735 0.325 9.74 3372 0.400 0.202 -0.844 0.516 1.768 0.772 3621150-68 0.0713 0.471 1.60 1.050 0.542 1.492 0.099 0.459 1.034 0.480 9.49 3104 0.993 0.449 13.43 4703 0.799 0.257 -0.836 0.511 1.771 0.777 3621150-97 0.1017 0.672 2.29 1.534 0.771 1.512 0.138 0.453 1.534 0.771 15.23 4370 1.534 0.733 21.94 6622 2.315 0.374 -0.82 0.501 1.778 0.787 'Web height-to-thickness ratio exceeds 200.Web stiffeners are required at all support points and concentrated loads. ?Allowable moment includes cold work of forming. Complies With 2009,2012 and 2015 IBC www.SSMA.com 15 Section Properties & Ceiling Spans (U-Sections) - SSMA Table Notes 1. Inside bend radius taken as 3/32". 2. See page 5 for additional table notes. X U-Channel Section Properties Design Gross Properties Effective Properties _ Section Fy ThicknessxWeightY -E' Y ( �) y (in) (yin) b ) (1n`) (in) (iln`) (i) (in") (in') fM k) (ib) 75U050-54 33 0.0566 0.087 0.30 0.007 0.288 0.002 0.155 0.007 0.019 0.45 315 ` 150U050-54 33 0.0566 0.129 0.44 0.039 0.547 0.003 0.144 0.039 0.052 1.22 840 X 200U050-54 33 0.0566 0.157 0.54 0.079 0.709 0.003 0.136 0.079 0.079 1.87 1190ir 250U050-54 33 0.0566 0.186 0.63 0.139 0.866 0.003 0.128 0.139 0.111 2.64 1540 3/4", 1 1/2" 2",21/i" Table Notes 1. Multiple span indicates two or more equal spans with channel 3. Web crippling check is based on 3/4"bearing at end and interior continuous over interior supports. supports. No bearing stiffeners are required. 2. Listed spans are based on unbraced compression flanges. 4. See page 5 for additional table notes. Allowable Ceiling Spans(U-Sections)-L/240 4 psf 6 psf 13 psf" 16 psf' Section FY Spans Channel Spacing(in)on center Channel Spacing(in)on center Channel Spacing(in)on center Channel Spacing(in)on center 24 36 48 60 72 24 36 48 60 72 24 36 48 60 72 24 36 48 60 72 750050-54 33 Single 3'11" 3'5" 3'1" 2'10" 2'8" 3'5" 3'0" 2'8" 2'6" 2'4" 2'7" 2'4" 2'1" 1'11" 1'9" 2'6" 2'2" 2'0" 1'10" 1'8" Multiple 4'10" 4'2" 3'10" 3'7" 3'4" 4'2" 3'8" 3'4" 3'1" 2 10" 3'3" 2'9" 2'4" 2 1" 1'11" 3'1" 2'7" 2'2" 2'0" 1'9" 1500050-54 33 Single 5'6' 4'10" 4'5" 4'1" 3'10" 4'10' 4'3" 3'10" 3'7" 3'5' 3'9" 3'3" 3'0" 2'9" 2 7" 3'7' 3'2' 2'10" 2'7" 2'5' Multiple T 1' 6'2" 5'8" 5 3' 4'11' 6 2" 5 5' 4'11" 4'7" 4'4" 4'10" 4'7' 3'9" 3'4" 2 0" 4'7" 4'0" 3'6" 3'1" 2'9' 2000050-54 33 Single 510" 5 1" 4'8" 4'4" 4'1" 5'1" 4'6" 4'1" 3'10" 3'7" 4'0" 3'6" 3'2" 3'0" 2'10" 3'10" 3'4" 3'1" 2 10" 2 8" Multiple 7'5" 6'6" 5 11" 5'6" 5'2" 6'6" 5 8" 5 2" 4'10" 4'7" 5 1" 4'5" 4'0" 3'9" 3'6" 4'10" 4'3" 3'10" 3'7" 3'2" 2500050 54 33 Single 6'1" 5 4' 4'10" 4'6' 4'3" 5'4" 4'8" 4'3' 4'0" 3'9' 4'2" 3'8' 3'4" 3'1" 211" 4'0" 3'6" 3'2" 3'0" 2'10" Multiple T 9" 6'9" 6'2" 5 9" 5 5" 6 9" 5 11' 5'5 5 0" 4'9" 5 3" 4'7" 4'3" 3'11" 3'9" 5 0" 4'5" 4'0" 3'9" 5 7" *Loads that exceed 10 psf/imit require an approved CP60 coating. Allowable Ceiling Spans(U-Sections)-L/360 4 psf 6 psf 13 psf' 15 psf. Section (q Spans Spacing(in)on center Spacing(in)on center Spacing(in)on center Spacing(in)on center 24 36 48 60 72 24 36 48 60 72 24 36 48 60 72 24 36 48 60 72 750050-54 33 Single 3'5" 3'0" 2'8" 2 6" 2'4" 3'0° 2'7" 2'4" 2'2" 2'1" 2'4" 2'0" 1'10" 1'8" 1'7" 2'2" 1'11" 1'9" 1'7" 1'6" Multiple 4'2" 3'8" 3'4" 3'1" 2'11" 3'8" 3'2" 2 11" 2 8" 2 7" 2'10" 2'6" 2'3" 2'1" 1'11" 2 8" 2 4" 2'2" 2'0" 1'9" 1500050-54 33 Single 5 6" 4'10" 4'5" 4'1" 3'10" 4'10" 4'3" 3'10" 3'7" 3'5" 3'9" 3'3" 3'0" 2'9" T 7" 3'7" 3'2" 2'10' 2'7" 2'5" Multiple T1' 6'2" 5 8" 5 3" 4'11" 6'2" 5 5" 4'11" 4'7' 4'4" 4'10" 4'2" 3'9" 3'4" 3'0" 4'7" 4'0" 3'6" 3'1" T 9" 2000050-54 33 Single 5 10" 5 1' 4'8" 4'4" 4'1" 5'1" 4'6" 4'1" 3'10" 3'7" 4'0" 3'6" 3'2" 3'0" 2'10" 3 10" 3 4" 3'1" 2 10" 2 8' Multiple 7'5" 6'6" 5 11" 5 6" 5 2" 6'6" 5'8" 5'2" 4'10" 4'7" 5 1" 4'5" 4'0" 3'9" 3'6" 4'10" 4'3" 3'10" 3'7" 3'2" 2500050-54 33 Single 6'1'' 5 4" 4'10' 4'6" 4'3" 5'4" 4'8' 4'3" 4'0" 3'9" 4'2" 3'8" 3'4" 3'1" 2'11' 4'0" 3'6" 3'2" 3'0" 2'10' Multiple 7'9" 6'9" 6'2" 5 9" 5'5 6'9" 511" 5'5" 5'0" 4'9" 5'3" 4'7' 4'3" 3'11" 3'9" 5'0" 4'5' 4'0' 3'9" 3'7" *Loads that exceed 10 psf limit require an approved CP60 coating. Complies With 2009,2012 and 2015 IBC www"SSMA.com 69 3.2.6.3 TECHNICAL DATA 5.-�'41-64-1, /a-ig` (0,4,-/ - • c Allowable Loads in Normalweight Concrete" Concrete Compressive Strength Shank Minimum 2000 psi 4000 psi 6000 psi Fastener Diameter Embedment In.(mm) in.(mm) Tension Shear Tension Shear Tension Shear lb(kN) I lb(kN) lb(kN) lb(kN) lb(kN) X-C 22 P8TH 0.138(3.5) 3/4(19.0) 55(0.24) 130(0.58) 90(0.40) 170(0.76) 100(0.44) 200(0.89) X-C G2 0.108(2.75) 3/4(19.0) 110(0.49) .85) 110(0.49) 190(0.85) 110(0.49) 190(0.85) X-GN X-C G3 0.118(3.0) 3/4(19.0) 110(0.49) 190(0.85) 110(0.49) 190(0.85) 110(0.49) 190(0.85) X-C B3 X-GN39 5/8(16.0) 50(0.22) 80(0.36) 50(0.22) 80(0.36) - - X-C 39 G2 0.101(2.6) X-C 39 G3 1(25.0) 60(0.27) 100(0.44) 60(0.27) 100(0.44) - - X-GHP 5/8(16.0) - - 50(0.22) 120(0.53) 50(0.22) 90(0.40) X-P 17 G2 X-P 20 G2 0.118(3.0) X-P G3 3/4(19.0) 80(0.36) 120(0.53) - - - - X-P B3 1 The tabulated allowable load values are for the low-velocity fasteners only,using a safety factor that Is greater than or equal to 5.0,calculated in accordance with ICC-ES AC70.Wood or steel members connected to the substrate must be investigated in accordance with accepted design criteria. 2 Multiple fasteners are recommended for any attachment. Allowable Loads in Minimum f'c=3000 psi Structural Lightweight Concrete" Shank Minimum Allowable Loads Fastener Diameter Embedment lb Minimum ) In.(mm) In.(mm) Required Concrete Installed Through Steel Deck Panel into Concrete2 Thickness Fastener Location: Installed into Concrete Above Deck Upper Flute Lower Flute Upper Flute Lower Flute Panel in. Load Direction: Tension Shear Tension Shear X-C20 THP 0.138(3.5) 5/8(16) 55(0.24) 110(0.49) - 45(0.20) 285(1.27) 285(1.27) 3-1/4 X-C22P8TH 0.138(3.5) 3/4(19) 120(0.53) 220(0.98) 120(0.53) 95(0.42) 260(1.16) 260(1.16) 3-1/4 3/4(19) 110(0.49) 140(0.62) 75(0.33) 85(0.38) 175(0.78) 215(0.96) 2-1/2 X-C G2 0.108(2.75) 1(25) 170(0.76) 220(0.98) 155(0.69) 160(0.71) 255(1.13) 315(1.40) 3' X-GN 3/4(19) 115(0.51) 140(0.62) 75(0.33) 85(0.38) 175(0.78) 215(0.96) 2-1/2 X-C G3 0.118(3.0) X-C B3 1(25) 170(0.76) 220(0.98) 155(0.69) 160(0.71) 255(1.13) 315(1.40) 3-1/4 X-GHP X-P 17 02 X-P 20 G2 0.118(3.0) 5/8(16) 60(0.27) 140(0.62) 60(0.27) 60(0.27) 175(0.78) 215(0.96) 2-1/2 X-P G3 X-P B3 1 The tabulated allowable load values are for the low-velocity fasteners only,using a safety factor that is greater than or equal to 5.0,calculated in accordance with ICC-ES AC70.Wood or steel members connected to the substrate must be Investigated In accordance with accepted design criteria. 2 The steel deck profile is 3"deep composite floor deck with a thickness of 20 gauge(0.0356").Figure 1(Section 3.2.1.1.6)shows the nominal flute dimensions,fastener locations,and load orientations for the deck profile. 3 Multiple fasteners are recommended for any attachment. 4 • MI`Tl Allowable Loads for Fasteners Driven into Steel°•2,3,".t1a2 Shank Fastener Diameter Allowable Loads(ibf) In.(mm) Steel Thickness(inch): 1/8 3/16 1/4 3/8 1/2 3/4 Load Direction: Tension Shear Tension Shear Tension Shear Tension Shear Tension Shear Tension Shear lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) X-S13 THP 0.145 14010 300 30010 450 30010 450 300'0 450 (3.7) (0.62) (1.33) (1.33) (2.00) (1.33) (2.00) (1.33) (2.00) X-516P8TH 0.145 25010 530 33070 575 33510 610 26510 480 (3.7) (1.11) (2.36) (1.47) (2.56) (1.49) (2.71) (1.18) (2.14) X-U 15 0.145 155 395 230 395 420 450 365' 5007 365' 400' (3.7) - - (0.69) (1.76) (1.02) (1.76) (1.87) (2.00) (1.62) (2.22) (1.62) (1.78) X-EGN14 0.118 140 230 220 245 225 290 280 330 280 330 280 330 X-S 14 G3 (3.0) (0.62) (1.02) (0.98) (1.09) (1.00) (1.29) (1.25) (1.47) (1.25) (1.47) (1.25) (1.47) X-S 14 B3 X-E0N145•6 0.118 220 295 260 355 280 385 280 385 280 385 X-S 14 G35•i (3.0) (0.98) (1.31) (1.16) (1.58) (1.25) (1.71) (1.25) (1.71) (1.25) (1.71) X-S 1483'•` X-GHP 0.118 12510 230 17010 245 20010 230 25010 255 X-P G3 (3.0) (0.56) (1.02) (0.76) (1.09) (0.89) (1.02) (1.11) (1.13) X-P B3 X-P 17 G2 0.118 140 220 180 200 225 220 (3.0) (0.62) (0.98) (0.80) (0.89) (1.00) (0.98) X-S 14 G2 0.118 215 290 1508 1958 1300 1508 1308 1500 (3.0) (0.96) (1.29) (0.67) (0.87) (0.58) (0.67) (0.58) (0.67) 1 The tabulated allowable load values are for the low-velocity fasteners only,using a safety factor that is greater than or equal to 5.0,calculated In accordance with ICC-ES AC70.Wood or steel members connected to the substrate must be In investigated in accordance with accepted design criteria. 2 Unless otherwise noted,allowable loads are applicable to static and seismic loads in accordance with Annex A of ICC-ES AC70. 3 Low-velocity fasteners shall be driven to where the point of the fastener penetrates through the steel base material in accordance with Section 3.2.1.2.3,except as noted in this table. 4 Unless otherwise noted,steel base material must have minimum yield and tensile strengths(Fy and F.)equal to 36 ksi and 58 ksi,respectively. 5 Steel base material must have minimum yield and tensile strengths(Fy and F.)equal to 50 ksi and 65 ksi,respectively. 6 X-EGN fasteners installed into 3/8"or thicker base steel require 0.320"minimum penetration depth. 7 Based upon minimum penetration depth of 15/32". 8 Based upon minimum penetration depth of 1/4". 9 Refer to guidelines for fastening to steel,Section 3.2.1.2,for application limits. 10 For steel-to-steel connections designed in accordance with Section E5 of AISI S100-12,the tabulated allowable load may be increased by a factor of 1.25. 11 Refer to guidelines for fastening to steel,Section 3.2.1.2,for application limits. 12 Multiple fasteners are recommended for any attachment. Allowable Tensile Pullover and Shear Bearing Load Capacities for Steel Framing with Power-Driven Fasteners1.2•3•' Sheet Steel Thickness Shank Head 14 ga. 16 ga. 18ga. 20 ga. 22 ga. 24 ga. 25/26 ga. Fastener Diameter Diameter in.(mm) In.(mm) Tension Shear Tension Shear Tension Shear Tension Shear Tension Shear Tension Shear Tension Shear lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) lb(kN) X-GN X-C G3 X-C B3 X-EGN14 0.118 0.276 325 390 265 335 250 235 170 185 100 125 X-S 14 G3 (3.0) (7.0) - - - - (1.45) (1.73) (1.18) (1.49) (1.11) (1.05) (0.76) (0.82) (0.44) (0.56) X-814 B3 X-GHP X-P G3 X-P B3 X-C 22 P8TH 0.138 0.322 860 685 715 490 465 360 375 300 265 205 200 120 130 X-C 20 THP (3.5) (8.2) (3.83) (3.05) (3.18) (2.18) (2.07) (1.60) (1.67) (1.33) (1.18) (0.91) (0.89) (0.53) (0.58) X-513 THP 0.145 0.322 985 685 720 490 515 360 440 300 310 205 235 120 (3.7) (8.2) (4.38) (3.05) (3.20) (2.18) (2.29) (1.60) (1.96) (1.33) (1.38) (0.91) (1.05) (0.53) (0.64) X-S16P8TH 0.145 0.322 940 940 785 685 625 550 510 465 390 365 335 315 X-U 15 (3.7) (8.2) - - (4.18) (4.18) (3.49) (3.05) (2.78) (2.45) (2.27) (2.07) (1.73) (1.62) (1.49) (1.40) 1 Allowable load values are based on a safety factor of 3.0 in accordance with the AISI S100. 2 Allowable pullover capacities of sheet steel should be compared to the allowable fastener tensile load capacities in concrete,steel,and masonry to determine controlling resistance load. 3 Allowable shear bearing capacities of sheet steel should be compared to allowable fastener shear capacities in concrete,steel or masonry to determine controlling resistance load. 4 Data Is based on the following minimum sheet steel properties,Fy-33 ksi,F„-45 ksi(ASTM A653 material). 5 Allowable load values apply to X-C 22 P8TH and X-C 20 THP fasteners with black or white collated strips or guidance washers. 6