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Determine the force in each member of the truss.
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- O 88 130% v - + I Annotate T| Edit Trial expired Unlock Full Version ENGR 263 + A A A T O 4.10 Member AB is the beam under consideration. As shown in the illustration of the loading condition, member AB is an overhanging beam that supports a uniformly distributed roof load of 500 lb/ft. It also carries concentrated loads from a rooftop HVAC unit (4000 lb), an interior hanging display support (2000 lb), and a marquee sign (3000 lb). Marquee overnang Displau SLIPPort II Raof Kiots Ol I W = 500 Ib/Ft A B 4000 b 2000 000 I Steel beam !! I1 3 FE 5 FE - Ft RoOFtop HVAC unit 10 FE 4 Ft Marquee sign< R R2 Steel beam (negligible weight) Free-body diagram Dispiay Support Loading conditionwL+ Smax 8EICompute the compressive strength of a WT 12x81 of A992 steel. The effective length with respect to the x-axis is 25 feet 7inches, the effective length with respect to the y axis is 20feet, and the effective length with respect to the z-axis is 20 feet WT12X81 A 23.9 t₁ 1.22 ly 221 d 12.5 k des 1.72 J 9.22 bf 13.0 y 2.70 Cw 43.8 tw 0.705 293
- Engineering analysis Application of first orderDesignation Serial size 457x191 ■ Calculate the design tension resistance of the 457 × 191 × 67 UB. Given information from steel section table (assuming S275): Axis y-y cm³ 1296 67 Elastic modulus Wel Axis Z-Z cm³ 153 Mass per metre kg/m 67.1 Depth of section h mm 453.4 Width of section b mm 189.9 Plastic modulus Wpl Axis y-y cm³ 1471 Axis Z-Z cm³ 237 Thickness Thickness Root of web of flange radius tw tf mm r mm mm 8.5 12.7 Buckling parameter U 0.872 Torsional index X 37.9 10.2 Depth between fillets d mm 407.6 Ratios for local buckling Flange Web Cf/tf Cw/tw dm6 0.705 6.34 Warping Torsional constant lw constant IT cm4 37.1 48.0 Area of section cm² 85.5 Second moment of area Axis y-y cm4 29380 Axis Z-Z cm4 kNm 522 1452 Indicative values for S355 steel Mc.y.Rd Nb.z.Rd* for Lcr=3.5m kN 1600 Radius of gyration i Axis y-y cm 18.5 Axis Z-Z cm 4.12; Designation Serial size 67 457x191Listen When forces are applied at more than two points along the length of a member, and when the forces are not collinear with the axis of the member, the member will be subject to bending. This is an example of a OB 3 Compression member Tension member A two-force member A multiple-force member Q Search 14 15 f6 f7 5 A 4 L FB e 19 110 % 5 € 6 & 7 8 9 0
- A= 63.04 cM², bF = 100 wm, tF = IS-3 wm For ISMC 400 tw = 8.6 mm, Ixx = 15123.4 cm4 For ISA 1asx75X 10 Iyy e 8t-6 an, Crr = 4.04 cm Ivy = s06.3 cnt, cuy = 243 cM ISA 125X TSX10 A = 19.02 Cu? Ixx = 300. 3 CM", Cy y = 1. 76 cm ISMC 400 For the builtup section shown in the figure, provided are the details of the individual structural properties. Find: [ Select ] The x bar from the bottom of the overall figure [ Select] the centroidal MOI lyyTwo columns 300mmx300mm and 400mmx400mm are loaded by axial and bending forces as shown. They are to be supported by a combined footing shown. Unit weight of concrete = 24 kN/m2;Unit weight of soil = 17.24 kN/m3; fc'=21 MPa, fy = 414 MPa, Concrete Cover to bar centroid 80 mm, SBC=248 kPa. Dimensions: X 4 meters thickness = 568 mm %3D D = 1.73 meters Forces: P1DL = 239 kN P1LL = 177 kN M1DL = 38 kN-m %3! M1LL = 30 kN-m P2DL = 495 kN %3D P2LL 393 kN %3D M2DL = 65 kN-m M2LL 65 kN-m Calculate the critical nomninal one way shear stress in MPa.steel structure (AISC ) masnual