Structural Steel Design (6th Edition)
6th Edition
ISBN: 9780134589657
Author: Jack C. McCormac, Stephen F. Csernak
Publisher: PEARSON
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Question
Chapter 13, Problem 13.10PFS
To determine
The ASD allowable strength
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Determine the LRFD tensile design strength and the ASD tensile strength of the W12 x 30 (Fy = 50 ksi, Fu = 65 ksi) shown in Fig. 3.21 if 7/8 - in bolts are used in the connection. Include block shear calculations for the flanges.
Using bearing type connection, determine the number of25mm A490 bolts required, by LRFD only. Determine the design tensilestrength Pu and the allowable tensile strength Pa of the connection ifeight 25mm A325x bearing type bolts are used in each flange. Includeblock shear in your calculations. Use A36 steel for connecting members.
Select a W12 section to resist PDL =130 kips and PLL = 110 kips. Member is 30 feet long. Assume A992 steel. Use bolts with 7/8-in diameter. Use AISC specifications on bolt holes. holes (+ 1/16-in on the nominal standard hole).
- NSCP 2015 Specifications
- Fy = 36 ksi and Fu = 58 ksi unless otherwise noted
- Deformation at service loads is a design consideration.
-Do not consider block shear, unless specifically requested
-For bolts, consider the equivalent diameters in SI (check the table for nominal dimensions)
Chapter 13 Solutions
Structural Steel Design (6th Edition)
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- Two steel plate tension members have been connected using 0.72 inch diameter bolts arranged in an equally-spaced 9 by 3 rectangular formation. Both plates have a thickness equal to 1/3 in. Take shear fracture stress as 51.2 ksi, clear distance for each edge bolt as 0.12 in, and the clear distance for the other bolts as 1.072 in. a)Sketch the connection showing all the details and measurements with units. b)Find the maximum allowable service dead load and live load assuming live load is half as much as dead load. Consider ASD.arrow_forwardA C12x30 is connected with 1-inch diameter bolts in each flange (see below). The steel isA572 (50ksi) and assume Ae = 0.90An. Compute the design strength for LRFD.arrow_forwardFor the eccentric shear loading of the accompanying figure, two vertical lines of ¾ inch diameter A325 bolts are to be used having a vertical spacing of 3 inches. Select the proper number of bolts for a bearing type A325X connection. The load is 50% dead load and 50% live load. Use the elastic (vector) method & LRFD.arrow_forward
- A bracket must support the service loads shown in the figure below. The loads act through the center of gravity of the connection. The connection to the column flange is with eight 7/8-inch diameter, A325N bolts. A992 steel is used for all components. Is the connection adequate? Use LRFD. Show all work to verify the bearing strength and the combined effects from tension and shear in the bolts. Ignore any potential prying action created in the WT.arrow_forwardA single-angle tension member 175 mm x 100 mm x 18 mm haw two gage lines in its long leg and one in the short leg for 16 mm bolts arranged as shown. Area of the angular section is 4961 mm^2. Use A36 steel Fy = 248 MPa and Fu = 400 MPa. Standard nominal hole diameter for 16 mm bolt = 17 mm. Determine the net area of the angular section. Determine the allowable tension strength of the angular section based on the gross area. Determine the allowable tensile strength of the angular section based on the effective net area. Reduction factor U = 0.75arrow_forwardA 1 ⁄2 × 5-inch plate of A588 steel is used as a tension member. It is connected to a gusset plate with four 5 ⁄8-inch-diameter bolts as shown in Figure 1. Assume that the effective net area Ae equals the actual net area An. (a) Calculate the design strength for LRFD? (b) Calculate the allowable strength for ASD?arrow_forward
- Use ASD to determine the width of the 5/8 inch thick A36 plate subjected to tension as shown below. The dead load effect is PD=85 kip while the live load effect is PL=80 kip. Two rows of 5/8 inch standard bolts will be used for the connection and the plate width can be manufactured in 1 inch increments. Assume that the larger connected plate does not fail. Consider the limit states of gross tensile yield and tensile rupture. Find the required tension strength, Pa, for the controlling ASD load combination. Determine the width necessary for the plate to resist gross tensile yield. Determine the width necessary for the plate to resist tensile rupture. Report the required plate width.arrow_forwardA C12 × 30 is connected with 1-in. diameter bolts in each flange, as shown. If Fy = 50 ksi, Fu = 65 ksi, and Ae = 0.90An, compute the following. a. The design strength for LRFD. b. The allowable strength for ASD.arrow_forwardThe bracket connection shown in Figure must support an eccentric load consisting of 9 kips of dead load and 27 kips of live load. The connection was designed to have two vertical rows of four bolts, but one bolt was inadvertently omitted. If 7⁄8inchdiameter Group A bearingtype bolts are used, is the connection adequate? Assume that the bolt threads are in the plane of shear. Use A36 steel for the bracket, A992 steel for the W6 x 25, and perform the following analyses: (a) elastic analysis, (b) ultimate strength analysis.arrow_forward
- Q: Design number of Structural bolts required to hold three plate sections of 12” x 0.5” each. The dead load at the connection is 20 kips & live load is 110. All members are made of A36 steel. Use A325 structural bolts of 0.5” diameter having fv=50 ksi and fu=120 ksi with threads excluded from shear plane arranged with three lines of bolts.arrow_forwardA WT7x21.5 shape made from A36 steel will be bolted through its flange to a gusset plate using two rows of standard A325X 1 inch bolts. Determine the LRFD available strength, φRn, for gross tension yield of the WT shape. How many bolts per row are required for the LRFD available bolt shear strength of the connection to exceed the LRFD available strength for gross tension yeild of the WT (Problem 1). There are two rows of bolts along the direction of loading. Based on the number of bolts, which affects the connection length, compute the LRFD available strength, φRn, for tensile rupture of the WT shape. Assume the bolts in each row are spaced s=3 inch on center. Do not check bolt bearing limit states.arrow_forwardAn angle of ASTM A36 steel (with Fy=36 ksi) is connected by two-rows of 7⁄8-in. bolts, as shown. It is exposed to a dead load of 20 k, a live load of 40 k. Design a 4 in. size (4×?) member considering the strength of the angle only.arrow_forward
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