Use LRFD and ASD. 250 8 Gusset Plate 150 Front View P Tension Member Gusset Plate 50 50 O O 6-Holes Top View 1
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- A PL 38 X 6 tension member is welded to a gusset plate as shown. The steel is A36 (Fy = 36ksi, Fu = 58ksi). a. The design strength, Pu based on gross area b. The design strength, Pu based on effective area PL % x6 3/8" 6" Cross Sectional area of PL3/8x6 a) Blank 1 b) Blank 2A 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 EA double-angle tension member, 2L 3 x 2 x 4 LLBB, of A36 steel is subjected to a dead load of 12 kips and a live load of 36 kips. It is connected to a gusset plate with one-line of 3/4-inch-diameter bolts through the long legs. Does this member have enough strength? Assume that A₂ = 0.85An. Ae Use LRFD. Use ASD. 1 2 IL Section CIVIL ENGINEERING STEEL DECIGN
- 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 LRFDA 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 FO E. • D A ВDesign the reinforcements of the given T beam below. bf=900mm bw=420mm tf-120mm d=550mm d'=80mm fc'=34MPa fy=415MPa USE NSCP 2015 A.Mu = 1300kN-m, As = mm2 B.Mu = 1800kN-m, As = mm2, As' = mm2
- Group A bolts are used in the connection in Figure . Use an elastic analysis and determine the required size if slip is permitted. The 10kip load consists of 2.5 kips of service dead load and 7.5 kips of service live load. All structural steel is A36. a. Use LRFD. b. Use ASD.... A36 (Fy=36ksi; Fu=58ksi) steel is used for the tension member shown. a. Determine the design strength based on the gross area. b. Determine the design strength based on the net area. - PL % ×12 2" 5/8" 2" 4" 12" 4" 2" 4-in.-diameter bolts Cross Sectional area of PL3/8x6 a) Blank 1 b) Blank 2 Blank 1 Add your answer Blank 2 Add your answerJ 6 The cast iron bearing seat in the picture is bolted to the steel beam of the ceiling bracket and supports the gravity load. Use M20 coarse thread ISO class 8.8 bolts with a thickness of 3.4 mm The steel washers are placed under the bolt head and nut. The flange of this bracket is 20 mm thick, the shaft The elastic modulus of the bearing is 135 GPa. (a) Assuming this is a permanent joint and the fasteners are lubricated when assembled, find the required wrench torque. (b) If the gravity load is 15 kN, try to find the load factor n of the design.
- A 16 mm thick tension member is connected by two 6.25 mm spliced plates as shown. The tension member carries a service loads of dead load of 110 kN and a live load of 100 kN. 40, 80 , 40 , 40, 80 40 1625 mm 16 mm 1625 mm Fy 248 MPa Fu = 400 MPa Diam. of bolts = 16 mm Fnv = 300 MPa O Determine the nominal strength for one bolt due to shear. O Determine the nominal strength for one bolt due to bearing strength of the connection. ® Determine the number of bolts required for the connection.Tension Members in Roof Trusses Use LRFD and design the tension members of the roof truss shown in Figure P3.8-4. Use double-angle shapes throughout and assume %-inch-thick gusset plates and welded connections. Assume a shear lag factor of U 00.80. The trusses are spaced at 30 feet. Use A36 steel and design for the following loads. Metal deck: 4 psf of roof surface Built-up roof: 12 psf of roof surface Purlins: 3 psf of roof surface (estimated) Snow: 20 psf of horizontal projection Truss weight: 5 psf of horizontal projection (estimated) 8' 8 @ 10' = 80'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 A. Determine the Yielding Capacity of the section based on LRFD (kips) Round your answer to 2 decimal places. c. Determine the Tensile Rupture capacity of the section based on LRFD need answer please