Select the lightest W14 section (Fy-50 ksi) to support the service loads PD= 220 k, PL-310 k. The member, 24 ft long and pinned at top and bottom, has lateral support (pinned) supplied in the weak direction at mid-height. Check the compactness of the selected section. Everyone)
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- 4.3-4 Determine the available strength of the compression member shown in Figure P4.3-4. in each of the following ways: a. Use AISC Equation E3-2 or E3-3. Compute both the design strength for LRFD and the allowable strength for ASD. 15 HSS 10x6x ASTM A500, Grade B steel (Fy=46 ksi) 2/3A W14X120 is used as a tension member in atruss. The flanges of the member are connected to a gusset plate by ¾ inch boltas shown below. Use A36 steel with Fy=36 ksi and Fu=58 ksi Determine the Yielding Capacity of the section based on LRFD (kips) Determine the Tensile Rupture capacity of the section based on LRFD Determine the Demand to Governing Capacity Ratio (based on yielding and rupture only) if the Demand load carried by the section are DL=200 kips LL=400 kips use LRFDA W14X120 is used as a tension member in atruss. The flanges of the member are connected to a gusset plate by 3/4 inch boltas shown below. Use A36 steel with Fy-36 ksi and Fu=58 ksi Determine the Yielding Capacity of the section based on LRFD (kips) Determine the Tensile Rupture capacity of the section based on LRFD Determine the Demand to Governing Capacity Ratio (based on yielding and rupture only) if the Demand load carried by the section are DL=200 kips LL=400 kips use LRFD Properties and Dimension Ag=35.30 in^2 x = 6.24 in ry= 3.74 in d=14.5 in tf=0.94 in bf=14.7 in tw=0.59 in k=1.54 d=14.5 Y k1=1.5 bf=14.7 tf-0.94 X -tw=0.59 H
- Compute the nominal compressive strength of the member shown in Figure . Use AISC Equation E3-2 or E3-3.Estimate the cross-sectional area of a 350S125-27 cold-formed shape. a. If the member is tested in tension, what would be the maximum force thesample could carry before reaching the yield strength if the steel has ayield strength of 225 MPa?b. Would you expect a 2.5 m stud to carry the same load in compression?(explain)A built-up section was made using PL414x12mm thk plates as shown in the figure below. It is pinned at both ends with additional support against weak axis at middle point. Assume A50 steel. PL414x12 DO Section W16x67 L x-axis a) Calculate moment of inertia at both axes in mm*. b) Determine the design compressive strength in kN if L-3m. c) Find the design compressive strength in kN if L=18m. Elevation y-axis
- 3.8-4 Design the tension members of the roof truss shown in Figure P3.8-4. Use double-angle shapes throughout and assume 8-inch-thick gusset plates and welded connections. Assume a shear lag factor of U = 0.85. The trusses are spaced at 25 feet. Use A572 Grade 50 steel and design for the following loads. Metal deck: 4 psf of roof surface Build-up roof: 12 psf of roof surface Purlins: 6 psf of roof surface (estimated) Snow: 18 psf of horizontal projection Truss weight: 5 psf of horizontal projection (estimated) a. Use LPER htp://www.jamarana.com b. Use ASD. 8' 8 @ 10' = 80' FIGURE P3.8-4 wwwA PL40 mm X 250 mm (smaller member) is connected to a gusset plate (bigger member) as shown. The diameter of the holes are 25 mm. The pitch and gage of the holes are 50 mm and 75 mm, respectively. The yield strength of the steel is 260 MPa while the ultimate tensile strength of the steel is 400 MPa. Determine the design (LRFD) tensile strength of the tension member in kN. Neglect block shear. H G P P D B F C A EDesign the reinforcements of the given T beam below. bf=800mm bw=450mm tf=120mm d=600mm d'=80mm fc'=35MPa fy=350MPa USE NSCP 2015 A.Mu = 1300kN-m, As = B.Mu = 1600kN-m, As = mm2 _mm2, As' = mm2
- The given beam is laterally supported at the ends and at the 1 3 points (points 1, 2, 3, and 4). The concentrated load is a service live load. Use Fy=50 ksi and select a W-shape. Do not check deflections. a. Use LRFD. b. Use ASD.The member shown in Figure P6.6-4 is part of a braced frame. The load and moments are computed from service loads, and bending is about the x axis (the end shears are not shown). The frame analysis was performed consistent with the effective length method, so the flexural rigidity. EI, was unreduced. Use Kx=0.9. The load and moments are 30 dead load and 70 live load. Determine whether this member satisfies the appropriate AISC interaction equation. a. Use LRFD. b. Use ASD.A plate girder must be designed for the conditions shown in Figure P10.7-4. The given loads are factored, and the uniformly distributed load includes a conservative estimate of the girder weight. Lateral support is provided at the ands and at the load points. Use LRFD for that following: a. Select the, flange and web dimensions so that intermediate stiffeners will he required. Use Fy=50 ksi and a total depth of 50 inches. Bearing stiffeners will be used at the ends and at the load points, but do not proportion them. b. Determine the locations of the intermediate stiffeners, but do not proportion them.