W14 x 82 A992 steel 13' 3.
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Determine the nominal axial compressive strength of the members shown in the following
figure. NSCP 2015
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- E2A76 x 76 x6 mm angular section shown is welded to an 8 mm thick gusset plate. The length L1 is 65 mm, L2 is 125 mm, and the cross sectional area of the angle is 929 sq.mm. Fy-248MPA and Fu -400MPA. Gusset Plate Alowable Sresse Alowable tensle stress igross ara)0.00 Alowable tereile stres net area)0SOF. Allowable shear stress (net ares)0.30F. Determine the value of P based on net area using a strength reduction coefficient of 85% O 138.24 KN O 140.14 kN O 157.93 kN O 304.00 N NextDETERMINE THE CENTROIDAL MOMENT OF INERTIA OF THE BUILT-UP SECTION SHOWN USING A STEEL PLATE 1"X16" AND C-12X25 STEEL SECTION WELDED TOGETHER. REFER TO THE TABLLE BELOW FOR THE PROPERTIES 12" Type EDI_Std_Nomenciature AISC_Manual_Label C15X50 C15X50 C15X40 C15X33.9 14.7 15.0 3.72 0.716 0.650 0.799 0.778 404 11.0 C15X40 11.8 15.0 3.52 0.520 0.650 348 9.17 C15X33.9 10.0 15.0 3.40 0.400 0.650 0.788 315 8.07 0.674 0.674 C12X30 C12X30 8.01 12.0 3.17 0.510 0.501 162 5.12 C12X25 C12X20.7 C12x25 C12X20.7 7.34 12.0 3.05 0.307 0.501 144 4.45 6.08 12.0 2.94 0.282 0.501 0.698 129 3.96 1. Determine Ixx (Centroidal) (Select ] 2. Determine lyy (Centroidal) [ Select ] > >
- Mx=20 kip, section made of two 3x10", one 0.5 x 10 QUESTIO Calculate the The maximum normal stress in steel a plank and ONE 0.5"X10" steel plate. Ewood 20 ksi and E steel-240ksi Copyright © McGraw-Hill Education Permission required for reproduction or display 10 in. 312 3 in. in. 3 in.Р, 3 500 k PL = 1,000 k 500 k PD 1,000 k |fixed fixed Check whether a 17 ft W 14 x 211 section of A992 steel can safely carry the given applied service loads pinned 35 ft 18 ft \pinned pinned Strong Axis Weak AxisDesignation 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 457x191
- The rigid plate ABC shown in figure 2, was positioned on top of two identical steel posts, and the aluminum post was 0.1mm shorter than the steel posts at temperature of 50°C, if the allowable compressive stress in steel is limited to 120 MPa and in aluminum to 150 MPa, what is the maximum possible load P that can be supported on the rigid plate at temperature of 10°C ?beam x from c-dDetermine the centroidal moment of inertia of the built up section shown using a steel plate 1" x 16" and C-12 x 25 steel section welded together. Refer to the table below. ASAP