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 3.37PFS
To determine
The LRFD design strength and the ASD allowable strength of the given section,
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A PL40 mm X 250 mm (smaller member) is connected to a gusset
plate (bigger member) as shown. The diameter of the holes are 25
mm. The pitch and gage of the holes are 50 mm and 75 mm,
respectively. The yield strength of the steel is 260 MPa while the
ultimate tensile strength of the steel is 400 MPa. Determine the
design (LRFD) tensile strength of the tension member in kN.
Neglect block shear.
H
G
P
P
D
B
F
C
A
E
A PL40 mm X 250 mm (smaller member) is connected to a gusset plate (bigger member) as shown.
The diameter of the holes are 25 mm. The pitch and gage of the holes are 50 mm and 75 mm,
respectively. The yield strength of the steel is 260 MPa while the ultimate tensile strength of the
steel is 400 MPa. Determine the design (LRFD) tensile strength of the tension member in kN.
Neglect block shear.
H
FO
E.
• D
A
В
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
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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- 3. A plate with width of 300mm and thickness of 20mm is to be connected to two plates of the same width with half the thickness by 24mm diameter bolts, as shown. The rivet holes have a diameter of 2mm larger than the rivet diameter. The plate is A36 steel with yield strength F,-248MPa and ultimate strength F,-400MPa. a. Determine the design strength of the section. b. Determine the allowable strength of the section 24mm 30mmarrow_forwardTopic:Welded Connection - Civil Engineering -Steel Design *Use latest NSCP/NSCP 2015 formula to solve this problem *Please use hand written to solve this problem A tension member consists of a double angle section with long legs back to back. The angles are attached to a 9.5 mm thick gusset plate. Fu = 400 MPa Fy = 248 MPa for angular section. Fw = 480 MPa for 8 mm fillet weld. Reduction factor U = 0.80 Prop. of One Angle L 125m x 75m x 12.7 m A= 2419 mm2 y=44.45 mm Questions: a) Compute the design strength capacity of one angle. b) Compute the base metal shear strength (gusset plate) per unit length. c) Compute the length L1 and L2.arrow_forwardConsidering the following steel connection. The plates in Pink are 9mm steel plates. The middle plate (Yellow) is 18mm thick. The width of the plate is 100mm. The maximum allowable tension stresses on any of the plates is 100Mpa in Gross Area Yielding and 150 Mpa for Net Area or Tension Rupture. The bolts used are 8mm in diameter, the holes are 10mm in diameter, no need to add 1.6mm. The bolts allow a maximum of 280 Mpa of shear. Determine the maximum allowable "P" of the connection in kN.arrow_forward
- An equal angle of area A has been welded on one side of gusset plate and carries tension along the axis. What is the effective area of the angle?arrow_forwardISA 100 x 75 x 10 mm (cross-sectional area = 1650 mm2) Serves as a tensile member. This angle is welded to a gusset plate along A and B appropriately as shown. Assuming the yield strength of the steel to be 260 N/mm². ISA (100 × 75 × 10 mm) B Gusset base With reference to the information given, Determine Area of connected leg Area of outstanding leg i Net effective area of the memberarrow_forwardA PL 38 X 6 tension member is welded to a gusset plate as shown. The steel is A36 (Fy = 36ksi, Fu = 58ksi). a. The design strength, Pu based on gross area b. The design strength, Pu based on effective area PL % x 6 3/8" 6" Cross Sectional area of PL3/8x6 a) Blank 1 b) Blank 2 Blank 1 Add your answer Blank 2 Add your answerarrow_forward
- * A 76 mm x 76mm x 6mm angular section is welded to a gusset plate having a thickness of 8mm as shown in the figure. The length L1 equals 125mm and L2 is 65mm. The angular section has a cross sectional area of 929mm2, Fy=248 MPa, Fu=400MPa. Determine the value of tensile force P based on block shear in gusset plate along the weld in kN. Allowable stresses: Allowable tensile stress (gross area) = 0.6Fy Allowable tensile stress (net area) = 0.50Fu Allowable shear stress (net area) = 0.30Fu P gusset plate L₂= 65 mm 25 mmarrow_forwardCompute the available block shear strength of the gusset plate and design tension strength. 2 in A- B- D 3 in El F. 2 in 0.375 in 0.375 in 2 in 3 in 3 in 2 in (not to scale) Section properties Material properties plate width = 7 in ASTM A36 steel plates plate thickness =/s in F, = 36 ksi %3D standard hole size F,= 58 ksiarrow_forwardDefine and describe local buckling. Enumerate and differentiate classifications of structural steel sections considering local buckling. I give upvote :)arrow_forward
- 6) Calculate the shear lag reduction factor, u, for the spliced W-shape tension member shown. Hint: you can treat the wide flange section like two WT6x25s. | W12x50 H THE 3" 3" Typical Splice Plate TH HHHH -Splice Plate W12x50arrow_forwardThe 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 ksiarrow_forwardDetermine the LRFD design strength and the ASD allowable strength. Neglect block shear. A36 steel and 7/8-in Ø bolts N VA N SZ 2-MC 12 x 40 00 K All 2 in 2 in 3-in 3/in 2/inarrow_forward
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