Two (2) angles 150 x 90 x 12 tension member of A36 steel, Fy=250 MPa and F₁-400 MPa, is connected to a gusset plate with 22 mm o bolts as shown. It is subjected to the following service loa a part of structure intended E OL-270 KN, LL= 450 KN, and WL-235 KN. The tension member i ublic assembly. Determine whether this member is adequate. Use LRFD. ↓ 40mm F 70mm & 40m ↑ 16mm thick qusset plate 24150x90x12 401 70mm 70mm 70mm 40 mm

Two (2) angles 150 x 90 x 12 tension member of A36 steel, Fy=250 MPa and F₁-400 MPa, is connected to a gusset plate with 22 mm o bolts as shown. It is subjected to the following service loa a part of structure intended E OL-270 KN, LL= 450 KN, and WL-235 KN. The tension member i ublic assembly. Determine whether this member is adequate. Use LRFD. ↓ 40mm F 70mm & 40m ↑ 16mm thick qusset plate 24150x90x12 401 70mm 70mm 70mm 40 mm

Steel Design (Activate Learning with these NEW titles from Engineering!)

6th Edition

ISBN:9781337094740

Author:Segui, William T.

Publisher:Segui, William T.

Chapter7: Simple Connections

Section: Chapter Questions

Problem 7.7.1P

See similar textbooks

Similar questions

A 2L 3 x 2 x ¼ LLBB tension double angle, A36 steel is subjected to a dead load of 12 kips and a live load of 36 kips. It is attached to a gusset plate with a line of 3/4-inch diameter bolts through the long legs. Does this member have enough stamina? Assume Ae= 0.85 in. Use LRFD.
A channel shape, C8 × 18.75, is used as a tension member. The channels are boltedto 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?
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?
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?
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 B. Determine the allowable tensile strength of the tension member based on its gross area.
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 LRFD
Bottom chord of truss is composed of two angle bars each having a dimension of 151 mm x 198 mm x 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 38 mm and 55.8mm pitch. Use A36 steel Fy = 248 MPa Fu = 400 MPa spacing of bolt = 67.3 mm Compute the capacity of the bottom chord based on block shear strength, in KN.
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 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
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.