Design the most economical W14 column to carry a load of 1650k if Lx = 24’ and Ly = 16’. Fix-pin supports and Fy = 50ksi.
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Design the most economical W14 column to carry a load of 1650k if Lx = 24’ and Ly = 16’. Fix-pin supports and Fy = 50ksi.
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- 7) Determine the force in each member of the truss shown below. C F 100 kips 1S' 1S D - 20 ァー 20Design any one tension member from the truss shown below. Dead load D = 35 k and live load L = 40 k. Assume U = 1.0. Design using either LRFD or ASD. M A H D B N D E D D 6 at 30 ft = 180 ft K F G D 15 ft 15 ftH.W-4: For the beam of sections and detail shown in Fig. find the maximum live load (PL) that the beam can be carry it. Neglect self-weight? Ans. PL=195.74 kN Use f 35 = - MPa fy 420 -2.0m- 70mm 2PL 2020mm 5025mm 350 mm sct.a-a 600 mm- a a -2.0m- -LHHH] .... .... 8025mm Soemy 3025mm 350 mm sct.b-b b b -2.0 m- 600 mm PL
- Design the steel reinforcement for short column(400x600mm) under the load Pu-1500KN Mu-600kN.m, use d-500mm& d'=60mm f'c-28MPa, fy -414MPause Ø25mm steel bars. 2 ne structural shown below,design the steel reinforcement for the beam(B1)for bending moment, the slab carry live load is 8kPa &the dead load(not include self weight)is SkPa. fe-28MPa, fy -414MPa ,all columns(400x700mm)&all beams (350x700mm), sketch longitudinal section and draw all details for the steel reinforcement,use effective cover 75mm for top&bottom,use Ø25mm steel bars. -8.25m -8.25m 1500mm 200mm T* 3.0m faol Solve Part 1 700mm1. Design the most economical A36 steel base bf plate to resist a dead lgad = 1,400 kN and a live load = 1,700 kN. The column is supported by a m 700 mm x 700 mm concrete pedestal with fc' = 27 MPa. The column section used is W14x500. d. 0.95d N A W16x100 is used as a column to carry an axial load of 1,200 kN. Design a base plate to support the column such that m & n_are approximately the same. The base plate is to rest fully on a concrete pedestal with fc' = 21 MPa. Use A50 steel base plate. 2. m •0.80bf n RINGUse 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)
- 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.Design a column base plate for a W10 x 33 column supporting a service dead load of 20 kips and a service live load of 50 kips. The column is supported by a 12-inchx 12-inch concrete pier. Use A36 steel and f ,c= 3 ksi. a. Use LRFD. b. Use ASD8 8a 8b 8c W 6 x 16 structural steel column is designed for bi-axial bending. Both end connection are fixed ended with unsupported length of 3.0m. The column supports a service dead load "P" & service live load "P". The column also supports a service moment Mx = My = 10 kN.m (ASD) or a factored moment Mux = Muy = 12kN.m unsupported length of 3.0m. The column supports a service dead load "P" & service live load "P". Designation A40 Ag (mm2) 3058 Weight kg/m 24 37 30 31 210.31 width mm bf flange. d (depth) 159.51 102.36 W6 x 16 expla'n briefly your cho'ce. (transform your comparative analys's 'nto a narat've form to support your choice) W6 x 25 4735 162.05 154.43 11.56 9.27 W6 x 20 157.48 152.91 3787 3974 W8 x 21 133.86 10.16 thickness tf Web 10.29 thickness tw 6.60 Elastic Properties mm 4 mm 3 Ix x 106 Sxx 103 167 8.13 6.60 6.35 13 22 17 31 274 220 298 mm. rx 66.04 68.58 67.56 88.65 mm 4 lyx 106 2 7 6 4 mm 3 Sy x 106 36 92 72 61 mm ry 24.54 38.00 38.10 32.00 Plastic properties mm 3 Zx x…
- Q4: Calculate the forces induced in members KL, CL, and CB by the 20-ton load on the cantilever truss. M L. K 26 16' G E B A 6 panels at 12 20 tonsA 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)The cross-sectison of a simply supported plate girder is shown in figure. The loading on the grider is symmetrical. The bearing stiffeners at supports are the sole means of providing restraint against torsion. Design the bearing stiffeners at supports. with minimum moment of inertia about the center line of web palte only as the sole design criterion. The flat section available are: 250 x 25, 250 x 32, 200 x 28, and 200 x 32 mm. Draw a sketch 500 25 8 .1445 Dimensions in mm 20 +425