The truss diagonal member consists of a Pair of angles L5x3x1/2 that are loaded in tension. The bolts to be used are 7/8". The member steel is A36. The bolt design shear strength for one angle is 24.3 kips per bolt.
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- A channel shape, C8 × 18.75, is used as a tension member. The channels are bolted to a 10mm-thick gusset plate with 22mm- diameter bolts. The tension member is A572 Grade 50 steel (Fy = 345 MPa, Fu = 450 MPa) and the gusset plate is A36 (Fy = 250 MPa, Fu = 410MPa). What is the ult. capacity of the channel in kips, if yielding on the gross area governs? What is the ult. capacity of the channel in kips, if fracture on the net area governs? What is the ult. capacity of the gusset plate in kips, if block shear governs? What is the effective net area of the channel section, in square millimeters?Select an American Standard Channel shape for the following tensile loads: dead load = 54 kips, live load = 80 kips, and wind load = 75 kips. The connection will be with longitudinal welds. Use an estimated shear lag factor of U = 0.85. (In a practical design, once the member was selected and the connection designed, the value of U would be computed and the member design could be revised if necessary.) The length is 17.5 ft. Use Fy=50 ksi and Fu=65 ksi. a. Use LRFD. b. Use ASD.A double channel shape is used as a tension member. The channels are bolted to a gusset plate with 22mm diameter bolts. Fy-channel = 345 MPa, Fu-channel = 450 MPa Fy-plate = 248 MPa, Fu-plate = 400 MPa Achannel = 3555 mm^2, tw = 12.18 mm, Shear lag factor = 0.90 D. Determine the allowable tensile strength of the tension member based on its net area.
- 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 double channel shape is used as a tension member. The channels are bolted to a gusset plate with 22mm diameter bolts. Fy-channel = 345 MPa, Fu-channel = 450 MPa Fy-plate = 248 MPa, Fu-plate = 400 MPa Achannel = 3555 mm^2, tw = 12.18 mm, Shear lag factor = 0.90 B. Determine the allowable tensile strength of the tension member based on its gross area.Problem:Determine the design capacity of the given tension member. Assume that the Slenderness requirement is satisfied and the plate and connection design are adequate, Use LRFD specificationsASTM A36 (Fy = 36 ksi and Fu = 58 ksi)a) Determine the capacity of the section based on the yielding of gross area.b) Determine the capacity of the section based on tensile fracture of the critical net area. Consider all possible ruptureAll the diameter of bolts are 1/2 inch.
- 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 pleaseThe five-bolt connection shown must support an applied load of P = 400 N. The thickness of the axial member: = 1 mm. and the width = 16 mm If the ultimate shear stress in the bolts must be limited to 250 MPa with F.O.S = 2.5 . And the ultimate normal stress in the axial member = 180 MPa, with F.O.S = 2.9 , And the ultimate bearing stress in the axial member = 95 MPa, F.O.S = 1.3 Determine the minimum bolt diameter that may be used in the connection? In correct wayA double channel shape is used as a tension member. The channels are bolted to a gusset plate with 22mm diameter bolts.Fy-channel = 345 MPa, Fu-channel = 450 MPaFy-plate = 248 MPa, Fu-plate = 400 MPaAchannel = 3555 mm^2, tw = 12.18 mm,Shear lag factor = 0.90A. Determine the ultimate tensile strength of the tension member based on its gross area.B. Determine the allowable tensile strength of the tension member based on its gross area.C. Determine the ultimate tensile strength of the tension member based on its net area.D. Determine the allowable tensile strength of the tension member based on its net area
- A 3-bay truss is simply supported on two masonry walls. The truss is subjected to dead loads, roof live loads, and snow loads. The maximum tensile force Pu in member CE from all LRFD load combinations is equal Pu =74 k. Member CE is a singleangle L6x4x3/8 connected to the gusset plate using one bolt 7/8 in in diameter. The angels are A36 steel (Fy = 36 ksi and Fu = 48 ksi). The edge distance from the center of the bolt to the end of the angle is 4 in as shown. .Determine Pn, the design tensile strength of member CE (the minimum of the design yield strength,design rupture strength, and design block shear strength). Is member CE adequate?STAGGERED CONNECTIONS: A PLATE WITH WIDTH OF 400 mm AND THICKNESS OF 12 mm IS TO BE CONNECTED TO A PLATE OF THE SAME WIDTH AND THICKNESS BY 34 mm DIAMETER BOLTS, AS SHOWN IN THE FIGURE. THE HOLES ARE 2 mm LARGER THAN THE BOLT DIAMETER. THE PLATE IS A36 STEEL WITH YIELD STRENGTH Fy = 248 MPa. ASSUME ALLOWABLE TENSILE STRESS ON NET AREA IS 0.60Fy. IT IS REQUIRED TO DETERMINE THE VALUE OF b SUCH THAT THE NET WIDTH ALONG BOLTS 1-2-3-4 IS EQUAL TO THE NET WIDTH ALONG BOLTS 1-2-4. a. CALCULATE THE VALUE OF b IN MILLIMETERS. b. CALCULATE THE VALUE OF THE NET AREA FOR TENSION IN PLATES IN SQUARE MILLIMETERS. c. CALCULATE THE VALUE OF P SO THAT THE ALLOWABLE TENSILE STRESS ON NET AREA WILL NOT BE EXCEEDED.Simply Supported Beam ABCDE below carries multiple loads as shown. A built-upsection made from a T-Section and a Channel (C-Section) fastened together by 16mm∅ bolts,equally spaced from the center of the section, with shearing capacity τ=100 MPa, for bearing σb= 220 MPa for rivets in single shear and σb = 280 MPa for rivets in double shear. E=200GPa forall materials. Determine the spacing of rivets in mm.