Bundle: Steel Design, Loose-leaf Version, 6th + Mindtap Engineering, 1 Term (6 Months) Printed Access Card
6th Edition
ISBN: 9781337761505
Author: William T. Segui
Publisher: Cengage Learning
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Question
Chapter 3, Problem 3.7.4P
To determine
The size of threaded rod using load and resistance factor design method.
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The truss below is pin connected at A and E, and is acted on by the forces shown.
E
A
D
B
Identify all of the ZERO-FORCE MEMBERS by checking the boxes below (if there are
none, leave all boxes unchecked):
BF
AF
BC
BH
CD
EG
-GH
AB
CH
DG
DH
DE
-FH
The steel tie bar shown is to be designed to carry a tension force
of magnitude P = 120KN when bolted between double brackets
at A and B. The bar will be fabricated from 20-mm-thick plate
stock. For the grade of steel to be used, the maximum allowable
stresses are: o = 180 MPa, t = 120 MPa, op = 380 MPa. Design the
tie bar by determining the required values of:
a. the diameter d of the bolt,
b. the dimension b at each end of the bar,
c. the dimension h of the bar.
A 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 LRFD
Chapter 3 Solutions
Bundle: Steel Design, Loose-leaf Version, 6th + Mindtap Engineering, 1 Term (6 Months) Printed Access Card
Ch. 3 - Prob. 3.2.1PCh. 3 - Prob. 3.2.2PCh. 3 - Prob. 3.2.3PCh. 3 - Prob. 3.2.4PCh. 3 - Prob. 3.2.5PCh. 3 - Prob. 3.2.6PCh. 3 - Prob. 3.3.1PCh. 3 - Prob. 3.3.2PCh. 3 - Prob. 3.3.3PCh. 3 - Prob. 3.3.4P
Ch. 3 - Prob. 3.3.5PCh. 3 - Prob. 3.3.6PCh. 3 - Prob. 3.3.7PCh. 3 - Prob. 3.3.8PCh. 3 - Prob. 3.4.1PCh. 3 - Prob. 3.4.2PCh. 3 - Prob. 3.4.3PCh. 3 - Prob. 3.4.4PCh. 3 - Prob. 3.4.5PCh. 3 - Prob. 3.4.6PCh. 3 - Prob. 3.5.1PCh. 3 - Prob. 3.5.2PCh. 3 - Prob. 3.5.3PCh. 3 - Prob. 3.5.4PCh. 3 - Prob. 3.6.1PCh. 3 - Prob. 3.6.2PCh. 3 - Prob. 3.6.3PCh. 3 - Select an American Standard Channel shape for the...Ch. 3 - Prob. 3.6.5PCh. 3 - Use load and resistance factor design and select a...Ch. 3 - Select a threaded rod to resist a service dead...Ch. 3 - Prob. 3.7.2PCh. 3 - Prob. 3.7.3PCh. 3 - Prob. 3.7.4PCh. 3 - Prob. 3.7.5PCh. 3 - Prob. 3.7.6PCh. 3 - Prob. 3.8.1PCh. 3 - Prob. 3.8.2PCh. 3 - Prob. 3.8.3PCh. 3 - Prob. 3.8.4PCh. 3 - Prob. 3.8.5P
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- J 6 The cast iron bearing seat in the picture is bolted to the steel beam of the ceiling bracket and supports the gravity load. Use M20 coarse thread ISO class 8.8 bolts with a thickness of 3.4 mm The steel washers are placed under the bolt head and nut. The flange of this bracket is 20 mm thick, the shaft The elastic modulus of the bearing is 135 GPa. (a) Assuming this is a permanent joint and the fasteners are lubricated when assembled, find the required wrench torque. (b) If the gravity load is 15 kN, try to find the load factor n of the design.arrow_forwardFor the clevis connection shown, determine the shear stress in the 23-mm-diameter bolt for an applied load of P = 165 kN. O 141 MPa O 211 MPa O 167 MPa O 120 MPa O 199 MPa Clevisarrow_forward3.8-4 Design the tension members of the roof truss shown in Figure P3.8-4. Use double-angle shapes throughout and assume 8-inch-thick gusset plates and welded connections. Assume a shear lag factor of U = 0.85. The trusses are spaced at 25 feet. Use A572 Grade 50 steel and design for the following loads. Metal deck: 4 psf of roof surface Build-up roof: 12 psf of roof surface Purlins: 6 psf of roof surface (estimated) Snow: 18 psf of horizontal projection Truss weight: 5 psf of horizontal projection (estimated) a. Use LPER htp://www.jamarana.com b. Use ASD. 8' 8 @ 10' = 80' FIGURE P3.8-4 wwwarrow_forward
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