Structural Steel Design (6th Edition)
6th Edition
ISBN: 9780134589657
Author: Jack C. McCormac, Stephen F. Csernak
Publisher: PEARSON
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Question
Chapter 6, Problem 6.9PFS
To determine
The selection of the lightest available W10 section using A992 steel.
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Students have asked these similar questions
From the Truss member shown, design all the tension members for ASD and LRFD, if the
connection for the angle bars are shown. Use A36 STEEL.
100 mm
150 mm
E
F
2.5 m
B
SERVICE DEAD LOAD =300 KN
SERVICE LIVE LOAD = 200 KN
2 m
2 m
2 m
2 m
04.
For the truss shown below, design member HI using W shape of A992 steel. The loads acting on the truss
are the design panel loads. Assume that each flange will be connected to a 20-mm thick gusset plate
with two lines of three-20-mm diameter bolts as shown in the detail. For this connection, assume that
U = 0.85. The size of the member should be controlled so you must limit your selections to W8, W10,
and W12 sections.
80 KN
B
80 kN
80 KN
80⁰ kN
80 kN
=I=I1=IS
DETAIL OF CONNECTION
D
H
80 kN
5 @ 5m= 25 m
a.com
80 kN
E
F
40 kN
GIVEN:
STEEL GRADE: A992 Steel
t = 20mm
Length = 5m
h = 5m
40 kN
REQUIRED:
Design of Member HI using W shape
+ Test Adequacy
5 m
Q20
The moment connection shown generates a maximum tensile or compressive load of 222.8 kips at each
flange plate connection with the W14x145 column. Determine if stiffeners are needed by checking the
applicable concentrated force strengths. The column is A992 steel and the connection occurs at the
middle of the 20ft tall column. Use LRFD.
PL /16 × 9
W14 × 145
W24 × 76
PL /16 X 9
a) Failure by flange local bending
b) Failure by web local yielding
c) Failure by web local crippling
d) Column is OK without stiffeners
Chapter 6 Solutions
Structural Steel Design (6th Edition)
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- A plate girder must be designed for the conditions shown in Figure P10.7-4. The given loads are factored, and the uniformly distributed load includes a conservative estimate of the girder weight. Lateral support is provided at the ands and at the load points. Use LRFD for that following: a. Select the, flange and web dimensions so that intermediate stiffeners will he required. Use Fy=50 ksi and a total depth of 50 inches. Bearing stiffeners will be used at the ends and at the load points, but do not proportion them. b. Determine the locations of the intermediate stiffeners, but do not proportion them.arrow_forwardFrom the Truss member shown, design all the tension members for ASD and LRFD, if the connection for the angle bars are shown. Use A36 STEEL. 100 mm 150 mm 2.5 m B SERVICE DEAD LOAD =300 KN SERVICE LIVE LOAD = 200 KN 2 m 2 m 2 m 2 marrow_forwardA tensile member consists of 2 ? 4 × 3 × 1/2 carries a service dead load of 50 k and live load of 100 k, as shown in Figure P13.15. The angles are welded to a 3/4-in. gusset plate, which is welded to a column flange. Design the connection of the angles to the gusset plate and the gusset plate to the column. The gusset plate is connected to the column by a CJP groove, and the angles are connected by a fillet weld. Use E 70 electrodes. The steel is A572. FIGURE P13.15 Welded connection for Problem 13.26. L4 x 3% 3-in. gusset plate Design welded connection 40⁰arrow_forward
- A W14X120 is used as a tension member in atruss. The flanges of the member are connected to a gusset plate by 3/4 inch boltas shown below. Use A36 steel with Fy-36 ksi and Fu=58 ksi Determine the Yielding Capacity of the section based on LRFD (kips) Determine the Tensile Rupture capacity of the section based on LRFD Determine the Demand to Governing Capacity Ratio (based on yielding and rupture only) if the Demand load carried by the section are DL=200 kips LL=400 kips use LRFD Properties and Dimension Ag=35.30 in^2 x = 6.24 in ry= 3.74 in d=14.5 in tf=0.94 in bf=14.7 in tw=0.59 in k=1.54 d=14.5 Y k1=1.5 bf=14.7 tf-0.94 X -tw=0.59 Harrow_forwardThe truss shown is composed of steel sections. If the 2L150 x 90 x 8 A36 steel section was used in member CG, is it satisfactory? Use 2 lines of 4-20mm fasteners spaced 75 mm on center for all joints. The loads applied in the truss are. service loads. Use ASD only. You can use ASEP Manual. Multiply the loads by 10. 50 kN 30 kN- 3 m G 3 m 3 m 30 kN- D 30 kN- A m E H m Carrow_forwardA plate is used as a tension member, to carry a deadload = 300 KN and live load of 260 KN. Steel used isA36, Fy = 248 MPa, Fu = 400 MPa. If the width of the tension plate is 210 mm, determine:a) The thickness of the plate based on NSCP 2015 ASD, bult used is M20.b) The thickness of plate based on NSCP 2015 LRFD. Bolt used is M20.arrow_forward
- Check the beam shown in Figure P5.15-4 for compliance with the AISC Specifica- tion. Lateral support is provided only at the ends, and A992 steel is used. The 20-kip service loads are 30% dead load and 70% live load. a. Use LRFD. b. Use ASD. 20k |——3² — 20k FIGURE P5.15-4 W16 x 57 -3'— 3arrow_forwardSolve An ISA 125 x 75 x 8 is welded with the flange of a column ISHB 300. The bracket carries a factored load of 75 kN at a distance of 38 mm as shown in figure. Design the connection. Use Fe410 grade steel. Field weld is used. 250 125 125 ISHB 300 38 75kN 300 Flange width of ISHB 300 = 250 mm. -ISA 125 x 75 x 8arrow_forwardA W14X120 is used as a tension member in atruss. The flanges of the member are connected to a gusset plate by ¾ inch boltas shown below. Use A36 steel with Fy=36 ksi and Fu=58 ksi Determine the Yielding Capacity of the section based on LRFD (kips) Determine the Tensile Rupture capacity of the section based on LRFD Determine the Demand to Governing Capacity Ratio (based on yielding and rupture only) if the Demand load carried by the section are DL=200 kips LL=400 kips use LRFDarrow_forward
- The tension member shown in Figure P3.2-5 is a PL 1/2 x 8 of A36 steel. The member is connected to a gusset plate with-11/8 inch- diameter bolts. It is subjected to the dead and live loads shown. Does this member have enough strength? Assume that Ae = An. оооо D=95t L=9k PL ½x8arrow_forwardSelect a rectangular (not square) HSS for use as a 15-foot-long compression member that must resist a service dead load of 35 kips and a service live load of 80 kips. The member will be pinned at each end, with additional support in the weak direction at midheight. Use A500 Grade C steel. a. Use LRFD. b. Use ASDarrow_forward
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