Structural Steel Design (6th Edition)
6th Edition
ISBN: 9780134589657
Author: Jack C. McCormac, Stephen F. Csernak
Publisher: PEARSON
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Question
Chapter 3, Problem 3.33PFS
To determine
The LRFD design strength and the ASD allowable strength of the given section,
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Students have asked these similar questions
A WT6x15 shape made from A36 steel will be welded along its flanges to a gusset plate.
Determine the LRFD available strength, φRn, for gross tension yield of the WT shape.
Determine the required weld length, l, on each side of the WT in order to exceed the LRFD available strength for gross tension yield of the WT shape. Assume a weld size of w=5/16 inch and E70XX electrodes.
Based on the weld length, compute the available LRFD strength, φRn, for tensile rupture of the WT shape.
The welded girder shown in the accompanying illustration has
an external shear V₁ = 300 k and V₁ = 350 kat a particular
-
section. Determine the fillet weld size required to fasten the
plates to the web if the SMAW process is used. E70. Use LRFD
and ASD.
PL1 x 16
I
Web x 48
PL1 x 16
The following image shows a front and side view of the column connection. The bolts have a diameter of ¾”. The W12X65 profile has a thickness of 0.605”. Determine:
a. The shear stress in the bolts. Answ. 11.81 ksi
b. The axial stress in the bolts. Answ. 23.62 ksi
c. The support stress in the W12X65 profile. 11.50 ksi
Chapter 3 Solutions
Structural Steel Design (6th Edition)
Ch. 3 - Prob. 3.1PFSCh. 3 - Prob. 3.2PFSCh. 3 - Prob. 3.3PFSCh. 3 - Prob. 3.4PFSCh. 3 - Prob. 3.5PFSCh. 3 - Prob. 3.6PFSCh. 3 - Prob. 3.7PFSCh. 3 - Prob. 3.8PFSCh. 3 - Prob. 3.9PFSCh. 3 - Prob. 3.10PFS
Ch. 3 - Prob. 3.11PFSCh. 3 - Prob. 3.12PFSCh. 3 - Prob. 3.13PFSCh. 3 - Prob. 3.14PFSCh. 3 - Prob. 3.15PFSCh. 3 - Prob. 3.16PFSCh. 3 - Prob. 3.17PFSCh. 3 - Prob. 3.18PFSCh. 3 - Prob. 3.19PFSCh. 3 - Prob. 3.20PFSCh. 3 - Prob. 3.21PFSCh. 3 - Prob. 3.22PFSCh. 3 - Prob. 3.23PFSCh. 3 - Prob. 3.24PFSCh. 3 - Prob. 3.25PFSCh. 3 - Prob. 3.26PFSCh. 3 - Prob. 3.27PFSCh. 3 - Prob. 3.28PFSCh. 3 - Prob. 3.29PFSCh. 3 - Prob. 3.30PFSCh. 3 - Prob. 3.31PFSCh. 3 - Prob. 3.32PFSCh. 3 - Prob. 3.33PFSCh. 3 - Prob. 3.34PFSCh. 3 - Determine the LRFD design strength and the ASD...Ch. 3 - Prob. 3.36PFSCh. 3 - Prob. 3.37PFS
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- Determine the capacity of the details shown below. A992: Fy=50ksi, Fu=65ksiA36: Fy=36ksi, Fu=58ksieffective bolt hole diameter = bolt hole + 1/16"beam properties: tw=0.38 in., bf=7.07 in., tf=0.63 in.Fexx=70ksi i) what is the weld capacity of the shear connection in kips? (2 decimal places)arrow_forwardDetermine 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: DELLarrow_forwardi) what is the weld capacity of the shear connection in kips? (2 decimal places)A992: Fy=50ksi, Fu=65ksiA36: Fy=36ksi, Fu=58ksieffective bolt hole diameter = bolt hole + 1/16"beam properties: tw=0.38 in., bf=7.07 in., tf=0.63 in.Fexx=70ksiarrow_forward
- Compute the size of fillet weld for a bracket connection with ISMB 300 column as shown in figure. Permissible shear stress in weld = 110 MPa. %3D 425 mm 100 kN 300 Single 12 mm plate 250 mmarrow_forwardThe connection of the drawbar and tie plate combination given below will be made by welding with two UPE200 profiles given end to end and a tie plate with a thickness of t=10 mm. Determine the design of the welded joint, namely the weld thicknesses and lengths. t=10 t= 8 a, 4 a, 4 UPE 120[ ] a1, l1 120 P= 500 kN a,, l, 60 az, l2 a,, Sectional View Side View Dimensions: mmarrow_forwardProblem 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?arrow_forward
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