A plate 3⁄8 3 6 is used as a tension member to resist a service dead load of 12 kips and a service live load of 33 kips. This member will be connected to a 3⁄8-inch gusset plate with 3⁄4-inch-diameter Group A bolts. A36 steel is used for both the tension member and the gusset plate. Assume that the bearing strength is adequate, and determine the number of bolts required based on bolt shear.

A plate 3⁄8 3 6 is used as a tension member to resist a service dead load of 12 kips and a service live load of 33 kips. This member will be connected to a 3⁄8-inch gusset plate with 3⁄4-inch-diameter Group A bolts. A36 steel is used for both the tension member and the gusset plate. Assume that the bearing strength is adequate, and determine the number of bolts required based on bolt shear.

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

6th Edition

ISBN:9781337094740

Author:Segui, William T.

Publisher:Segui, William T.

Chapter3: Tension Members

Section: Chapter Questions

Problem 3.6.3P

See similar textbooks

Similar questions

2-PL10x1/2 A-36 Bolts are 7/8 in A-325, threads are not excluded. All edge spacings are minimum | 3" | 3" | о PL 10x3/4 A-572Gr50 a) Determine the nominal bolt capacity. b) Determine the nominal bearing capacity for each plate. c) Determine the nominal rupture capacity of each plate. d) What is the nominal capacity of the connection? e) Using LRFD, is this connection capable of supporting a dead load of 150 kip and a live load of 100 kip?
The tension member shown is a PL 5/8 x 10, and the steel is A36. The bolts are 7/8-inch in diameter. a. Determine the design strength for LRFD. b. Determine the allowable strength for ASD. Tühitinin 2" 2" + 32 | 3² | O O O O OO O
The tension member shown is a PL 5/8 x 10, and the steel is A36. The bolts are 7/8-inch in diameter. a. Determine the design strength for LRFD. b. Determine the allowable strength for ASD. 2" 2" -|-|- |-|-|- -| 3 die einheitliche O O O OO O
(2) The connection shown below is bolted with 3/4 inch diameter, Group A slip-critical bolts in single shear. Assume that the bearing strength is adequate and use an elastic analysis to determine the maximum factored load that can be applied. 5.5" Column Flange o o O o o Gusset Plate 4sp. @3" O O 4" 30⁰ P₁ = ?
Check the bolted section of the given gusset plate connection assuming that the connection is done by M12 bolts with a staggered arrangement. The maximum design tensile axial force to be sustained is Ned = 168 kN. Assume a grade of S235 steel. P. Gusset plate BỘ do=13mm Gusset plate O DO t=16mm t-16mm1 Ni.Ed FO NtEd do=13mm do3D13mm G. 40mm 40mm 140 mm 240mm 30mm
Determine the allowable tensile force P which can be appllied to the plates shown. The AISC specifications A36 steel and 20 mm diameter A325 bolts placed in standard holes with threads excluded from the shear plane are used in a bearing in a bearing type connection. Fy = 248 MPa, Fu = 400 MPa, Fv = 206.9 MPa and Fp = 1.5 Fu. P P CIVIZ 12mm 250 mm ENGINEERING - STEEL DESIGN 12mm P P
A double-channel shape, 2C8 x 18.75 is used as a tension member. The channels are bolted to a ¾-inch gusset plate with % - inch diameter bolts. The tension member is A572 grade 50 steel and the gusset plate is A36. If LRFD is used, how much factored tensile load can be applied? Consider all limit states. →2" popoy |-|-|-|-|-| n оо- 0 0 0 0 x + = ³/8" 288×18.15
Determine the load-carrying capacity of the 2 PL 5/16 x 3 tension member shown based on the limit states of weld/base metal (tension member only) capacity. The weld is 3/16 inch E70 and the plate is grade A36. PL ½x 6 2 PL 16 x 3 3"> The capacity of the two plates (2 PL 5/16 x 3) tension member is closet to: DELL
The connection shown below uses 1-inch-diameter Group A bolts with the threads not in the shear plane. No slip is permitted. Both the tension member and the gusset plate are A36 steel. These bolts have not been added to distribute loads in the filler and two fillers are used. Use LRFD for solution. What is the design strength for block shear in kip? Express your answer in two decimal places. 1/2" thick Gusset Plate 3/8" thick 2" 3" 2" 2" 3" 3" 2"
4. An UPE 300 is to be used as a tension member and it is bolted to a 10mm thick gusset plate with bearing type 8-M20 8.8 bolts as shown in the figure below. a. Check all spacing and edge distance requirements. b. Compute the allowable tensile strength of the channel UPE 300. Don't consider shear strength of the bolts and bearing strength of the bolt holes. [all dimensions are in mm] Material both for gusset plate and UPE 300: S275 F-275N/mm² Fu=430N/mm² UPE 300 Ag = 5660 mm² tw 9.5 mm x = 28.9 mm 70 160 70 + 10mm thick gusset plate +50+ 80 -80-80-50 o +50+80 -80 80-50 UPE 300
A C9x20 is used as tension member connected to a gusset plate of ½ in thick (Figure 5). The member has to resist service dead load and live load of 40 kips & 80 kips respectively. Steel used is A36. Assume connection is adequate in block shear. Design the bolted connection (check slip critical, shear and bearing strength). Use ASD. t = W" C9 × 20 Figure # 5
The connection shown below uses 1-inch-diameter Group A bolts with the threads not in the shear plane. No slip is permitted. Both the tension member and the gusset plate are A36 steel. These bolts have not been added to distribute loads in the filler and two fillers are used. Use LRFD for solution. What is the design strength for block shear in kip? Express your answer in two decimal places. 2" 3" 2" 1/2" thick Gusset Plate O 2" 3" 3" 2" 3/8" thick P