Problem 1: A roof truss is made with an angle bar 50mmx25mmx6.35mm connected as shown. The material used is cold drawn steel. Neglecting the weight of all the connectors, compute the total dead load caused by the truss. Also, determine the vertical reaction at each support due to the weights of the truss. B m 4m E 3 m 3 m
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- 04. For the truss shown below, design member HI using W shape of A992 steel. The loads acting on the truss are the design panel loads. Assume that each flange will be connected to a 20-mm thick gusset plate with two lines of three-20-mm diameter bolts as shown in the detail. For this connection, assume that U = 0.85. The size of the member should be controlled so you must limit your selections to W8, W10, and W12 sections. 80 KN B 80 kN 80 KN 80⁰ kN 80 kN =I=I1=IS DETAIL OF CONNECTION D H 80 kN 5 @ 5m= 25 m a.com 80 kN E F 40 kN GIVEN: STEEL GRADE: A992 Steel t = 20mm Length = 5m h = 5m 40 kN REQUIRED: Design of Member HI using W shape + Test Adequacy 5 mSelect all zero-force members in the truss shown below. Check the box for zero- force members 3m 12 m, 8 @ 1.5 m O DE LK EP OHF O BC O BM O EF O OM O CD O BN LO O DK FI O co O O O O O O 0 0 O 0A 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.
- 2. Member BC in the truss below is a 300 mm wide, 10 mm thick steel plate attached to two other 12 mm plates at Joint C by three 24 mm diameter A325N bolts. The plate is A50. Determine the safe load Pu using ASD that the truss can resist according to the capacity of the connection. LS 15 WR + 14 DATE ON ON Mmm 70 m 40 mm6. Member BC in the truss below is a 300 mm wide, 10 mm thick steel plate attached to two other 12 mm plates at Joint C by three 24mmp A490N bolts. The plate is A36. Determine the safe load Pu using LRFD that the truss can resist according to the capacity of the connection. 15 15 с 1.5 3P. + D 1.5 80 mm 70 mm 70 mm 80 mm Fac 7. Repeat Problem 6 using 30mm A325-N bolts and A-50 steel. Use ASD. 50 mm FacA tie member of a roof truss consists of 21SA 100 x 75 x 8 mm. The angles are connected by fillet weld as shown in figure on either side of a 10 mm gusset plate and the member is subjected to a factored pull of 450 kN. Take size of weld as 6 mm and connections are made in workshop. [Use Fe410 grade of steel] 75 m L. C. = 31mm 16A (100 x 75 x 8) mm Choose the nearest correct statements: L1 = 390.5 mm L1 = 195.25 mm Correct Option L2 = 87.75 mm Correct Option L2 = 175.5 mm
- Select all zero-force members in the truss shown below. Check the box for zero- force members 3 m 3 m 12 m, 8 @ 1.5 m DE O LK ЕР O HF O BC BM EF OM CD BN LO O DK FI O coDetermine the force of the members for the space truss shown in the figure. Joints A and B are supported by ball-and-socket while Joint C is supported by short link along z-axis. Indicate whether member is tension (T) or compression (C). 2m y Sm Az By BX Bz PAR Ax CSXScanned with Ca canner a SISU KN 15m 1 2117Bottom chord of truss is composed of two angle bars each having a dimension of 185 mm x 146 mm x 8.7 mm. Between them is a gusset plate, 9.5mm thick. At each end of joints, four 19mm-dia. bolts are fastened along the gage line, having an edge distance of 44 mm and 59mm pitch. Use A36 steel Fy 248 MPa Fu = 400 MPa %3D spacing of bolt = 68.9 mm %3D 9 5mm thick gunset plate edge dist Compute the capacity of the bottom chord based on block shear strength, in KN. uad
- A 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 LRFD1.Use LRFD and design the tension members of the roof truss shown in Figure below. Use double-angle shapes throughout and assume 10-mm-thick gusset plates and welded connections. Assume a shear lag factor of U = 0.80. The trusses are spaced at 9 meters. Use A36 steel and design forthe following loads.Metal deck : 190 Pa of roof surfaceBuilt-up roof : 575 Pa of roof surfacePurlins : 145 Pa of roof surface (estimated)Roof Live Load : 960 Pa of horizontal projectionTruss weight : 240 Pa of horizontal projection (estimated) 2. Use A36 steel and design sag rods for the truss of Problem 1. Assume that, once attached, the metal deck will provide lateral support for the purlins; therefore, the sag rods need to be designed for the purlin weight only.a. Use LRFD.b. Use ASD.Use LRFD and design the tension members of the roof truss shown in Figure below. Use double-angle shapes throughout and assume 10-mm-thick gusset plates and welded connections. Assume a shear lag factor of U = 0.80. The trusses are spaced at 9 meters. Use A36 steel and design for te following loads. Metal deck : 190 Pa of roof surface Built-up roof : 575 Pa of roof surface Purlins : 145 Pa of roof surface (estimated) Roof Live Load : 960 Pa of horizontal projection Truss weight : 240 Pa of horizontal projection (estimated)