Problem 3. Lap connection is made of A325 % inch diameter bearing type bolts that threads are not in theplane of shear. The plates 3/8 x 7 and 5/16 x 7 are made of A36 (F,=58 ksi) steel. If live load to dead load ratiois 4, find the maximum service load that the connection can carry.A325X% in diameter boltsPL 3/8 x 7PL 5/16 x 71.5 in 2 in 2 in 1.5 in1.5 in2 in2 in1.5 in

Answer A 325 group bolt 3/4 inch diameter bolt Plate 38 x 7 Plate 516 x 7 A 36 steel Live loadDead…

Problem 3. Lap connection is made of A325 % inch diameter bearing type bolts that threads are not in the plane of shear. The plates 3/8 x 7 and 5/16 x 7 are made of A36 (Fu=58 ksi) steel. If live load to dead load ratio is 4, find the maximum service load that the connection can carry. A325X PL 3/8 x 7 % in diameter bolts P PL 5/16 x 7 1.5 in 2 in 2 in 1.5 in 1.5 in 2 in 2 in 1.5 in

Problem 3. Lap connection is made of A325 % inch diameter bearing type bolts that threads are not in the plane of shear. The plates 3/8 x 7 and 5/16 x 7 are made of A36 (Fu=58 ksi) steel. If live load to dead load ratio is 4, find the maximum service load that the connection can carry. A325X PL 3/8 x 7 % in diameter bolts P PL 5/16 x 7 1.5 in 2 in 2 in 1.5 in 1.5 in 2 in 2 in 1.5 in

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

See similar textbooks

Similar questions

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 slip-critical in kip?
At the connection at point C, 4 M20 bolts are used to connect the U150x75x6.5x10 profile with the gusset plate, tb = 10 mm. The quality of U profile steel and gusset plate is BJ41. Bolt quality is A490M with shear plane on the non-threaded part. a) Check the bolt clearance requirements in the direction of the force. b) Check that the shear strength of the bolt is sufficient to withstand the factored load SUBC. c) Determine the distance between the bolts, s, so that the bearing strength of the connected plates is sufficient to withstand the factored load SUBC. Baut M20 - S, BC U150x75x6,5x10 Pelat buhul, t = 10 mm Kolom WF 300x300x10x15 (satuan dalam mm) 81
Problem 3. An un-equal leg angle L8x4x2 made of ASTM A242 steel (Fy = 50 ksi, Fu = 70 ksi) is used as a tension member and connected to a gusset plate as shown in Figure 2 (a to d). ASABINCAT SALLALALALALALALALAL w₁ Weld * Gusset Rate 3 (c) Longitudinal and transverse welds O 18x4x2 Gusset Plate Steel Type: A242 18x4x2 bolts: 3/4 dia. Steel Type: A242 T (d) Bolted connection (d) Calculate factored fracture strength of the tension member in Figure 2(c). (e) Calculate factored fracture strength of the tension member in Figure 2(d). (f) What is the maximum permissible length for this tension member?
A double lap splice connection shown in figure B is made up of 6mm x 150mm and 9mm x 150mm. Use NSCP specifications and assume a double row of bolts with standardsize holes for a bearing type connection with threads excluded from the shear planes.Minimum tensile strength Fu = 552.93MPa. Assume diameter hole is 3mm bigger than thediameter of bolts. Allowable shear stress is Fv = 207MPa. Allowable bearing stress fb = 1.2Fu.Diameter of bolts is 19mm. Fy = 449.25MPa.(a) Compute the tensile capacity of the steel plates. (Max. Net Area = 0.85 of Gross Area)(b) Compute the number of 19mm diameter bolts to develop the full strength of the plates. Note: SHOW DRAWINGS AND SOLUTIONS.
What will be minimum number of bolts required in each row for a suitable bolted bracket connection of an ISHT 75 section attached to the flange of a ISBH 300 @ 577 N/m to carry a vertical factored load of 600 kN at an eccentricity of 60 mm as shown in the figure? Take design strength of bolt as 65.19 kN. [Assume pitch P= 60 mm] P O O
A C15x40 channel section is bolted to a gusset plate is used to resist a tensile loadPu =313 k. The bolts are 3/4 inch  diameter bolts A325 N (Group A, N Type) used insingle shear to resist this load. The bolts are to be symmetric and arranged in 3 rows.1) Determine the number of bolts needed for this connection. Draw a detailshowing how the bolts are arranged and showing spacing and edge distances onthis connection. Assume edge distance Le = 1.75db , use Le to nearest 1/4 in.2) If the connection is to be replaced by a fillet welded connection with transversewelds only along the channel web, determine the required fillet size to thenearest 16th of an inch.
1. An L 178 x 102 x 19 with one line of 20mm diameter bolts in each leg in usual gage as shown. Assume the connection length is 450mm. The pitch distance for the subsequent standard size holes is 75mm. Use ASTM A572M Grade 345 steel materials and : a. Determine the design strength of the member. b. Specify the maximum permitted length of the member as per AISC specifications.) 102mm g g 19mm 178mm L 178 x 102 x 19 Gusset Plate
1. In the butt joint shown below, the 7/8-inch diameter boits are made of A325 steel with threads excluded from the shear piane and the plates are made of A36 steel. o of a Determine the bolt shear strength b) Determine the bearing strength of the plate ) Determine the tensile strength (both gross and net) of the plate d) What is the strength of the bolted connection?
PLEASE DOUBLE CHECK YOUR ANSWER Determine the maximum factored load that can be applied to the Tension member shown. The angle is ASTM A36. The diameter of the bolts is 1-in. CIVIL ENGINEERING STEEL DESIGN W12 x 16 4,-0.220 in -3.99 in 1=+=+=+= 3 in 3 in 3 in
1. The tension member shown in Figure 3.4-2 is a PL 58 x 10, and the steel is A36. The bolts are 3/4-inch in diameter. a. Draw the different potential failure lines. b. Compute the effective net area. 22" 2½" 2" 4 3" *₁ 3" ✓ 2" 2. A double-channel shape, 2C10 x 20 steel, Fy = 50 ksi and Fu = 70 ksi, is used for a built-up tension member as shown in the figure. The holes are for 12-inch-diameter bolts. PNA a. Determine the design strength for LRFD. b. Determine the allowable strength for ASD. YD Shape A 2" 2" -X Area, Depth, d | 3²²-|-1 3²² | 00 "There is no elevator to success, you have to take the stairs." - Zig Ziglar God bless. Ⓒ O O O Web Thickness, tw in. in. O 4" C10-30 x25 x20 5.87 10.0 10 0.379 % x15.3 4.48 10.0 10 0.240 4 4" Table 1-5 C-Shapes Dimensions Flange Width, b₁ 2 in. in. in.2 in. C15x50 14.7 15.0 15 0.716 1168 3.72 3% 0.650 % x40 11.8 15.0 15 0.520 x33.9 10.0 15.0 15 0.400 % 14 3.52 32 0.650 % %/16 3.40 3% 0.650 % C12-30 8.81 12.0 12 0.510 4 3.17 3% x25 7.34 12.0 12…
Consider the following bolted connection. Slippage is permitted. Member: L6x6x3/4 3/16 “ gusset plate Pu Pu A36 steel 3.5* 1"diameter A325-X bolts 1 1/4" 3 " 3* 1 1/4" Question 3.1: Please, indicate if the combined bolt shear strength is closer to: Question 3.2: Please, indicate if the combined bolt bearing strength is closer to: Question 3.3: Please, indicate if the angle yielding strength is closer to: Question 3.4: Please, indicate if the angle fracture strength is closer to: Question 3.5: Please, indicate if the angle block shear strength is closer to: Question 3.6: Please, indicate if the overall connection strength is closer to:
The tension member shown in Figure 3.4-2 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" +|+| in seinefrinehich 9 оо SO