Problem 7A 3-bay truss is simply supported on two masonry walls. The truss is subjected to deadloads, roof live loads, and snow loads. The maximum tensile force Pu in member CEfrom all LRFD load combinations is equal Pu = 74 k. Member CE is a single angleL6x4x3/8 connected to the gusset plate using one bolt 7/8 in in diameter. The angelsare A36 steel (Fy = 36 ksi and Fu = 58 ksi). The edge distance from the center of the boltto the end of the angle is 4 in as shown. See figure nextDetermine Pn, the design tensile strength of member CE (the minimum of the designyield strength, design rupture strength, and design block shear strength).page.Is member CE adequate? 74ABGBTiFOFL6x4x3/8OJoint CProblem 74 in.KEDA36 Steel7/8" & bolts(p = diameter)L6x4x3/8=74PuCEK

Answered: Image /qna-images/answer/412fe087-a0dd-42cc-b5d5-693362f2f88b.jpg

Answered: Problem 7 A 3-bay truss is simply…

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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Determine the nominal axial compressive strength of the members shown in the followingfigure. NSCP 2015
(See Attached picture of truss) 2. Since the reaction force at point A is 8975 #, The reaction force at point H is 7625#, the stress force in member AB is 14262 # (C), and the stress force in member BC is 11083# (T); calculate the minimum steel bolt size for attachment at points A and H. Use a factor of safety of 1.5 and a fitting factor of 1.15
The single shear connection consists of six 26-mm-diameter bolts. If the ultimage strength of the bolts is 720 MPa, determine the factor of safety for the connection at an applied load of P= 570 kN. P=570 kN
Rigid bar ABC is supported by member (1) at B and by a pin connection at C. Member (1) has a cross sectional area of 1.00 in.² and a yield strength of 33 ksi. The pins at B, C, and D each have a diameter of 0.3 in. and an ultimate shear strength of 78 ksi. Each pin connection is a double-shear connection. Specifications call for a minimum factor of safety in member (1) of 1.3 with respect to its yield strength. The minimum factor of safety required for pins B, C, and D is 2.8 with respect to the pin ultimate shear strength. Determine the allowable load P that may be applied to the rigid bar at A. Use overall dimensions of a = 57 in. and b = 117 in. a b B kips P Answer: Pallow= i
3.8-4 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 www
Tension Members in Roof Trusses Use LRFD and design the tension members of the roof truss shown in Figure P3.8-4. Use double-angle shapes throughout and assume %-inch-thick gusset plates and welded connections. Assume a shear lag factor of U 00.80. The trusses are spaced at 30 feet. Use A36 steel and design for the following loads. Metal deck: 4 psf of roof surface Built-up roof: 12 psf of roof surface Purlins: 3 psf of roof surface (estimated) Snow: 20 psf of horizontal projection Truss weight: 5 psf of horizontal projection (estimated) 8' 8 @ 10' = 80'
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2. Calculate the internal forces in the bar GF and GD in a roof truss as shownbelow. For each bar, indicate if the internal force is tensile or compressive. Usethe section method (snittmetoden). Point A has simple support and D has rollersupport.
Rigid bar ABC is supported by member (1) at B and by a pin connection at C. Member (1) has a cross sectional area of 1.35 in.² and a yield strength of 45 ksi. The pins at B, C, and D each have a diameter of 0.7 in. and an ultimate shear strength of 78 ksi. Each pin connection is a double-shear connection. Specifications call for a minimum factor of safety in member (1) of 1.5 with respect to its yield strength. The minimum factor of safety required for pins B, C, and D is 2.9 with respect to the pin ultimate shear strength. Determine the allowable load P that may be applied to the rigid bar at A. Use overall dimensions of a = 46 in. and b = 94 in. D (1) b A kips P Answer: Pallow= i a B
The three-plate moment connection shown below are all shop- welded- to the column and then field bolted to the girder. The beam is a W18 55 that has a factored moment of Ma = 382 kip ft and a factored shear of V. = 65 kip. All plates are A36 steel (E = 36 ksi, Fu = 58 ksi). Plate 2 is connected to the girder using four bolts as shown. All bolts for the connection are 7/8" diameter A325-X. Plate 1 Plate2 2.00" 2.75" W18 55 2.75" 2.75" 2.00" `Plate3 3.00" 2.50" (a) Design Plate 1, including the required number of bolts and dimensions of the plate. Assume an E70XX weld to the column. Consider limit states only for the plate itself. That is, you do not need to consider limit states for the beam or column. (b) For which plate(s) will you need to check the buckling capacity, Plate 1, 2, and'or 3? Explain.
Design the member A-B to withstand the given loads P3 =12, W1=14 KN/m, P1 = 20 KN, P2 = 20 KN L = 7m, H1 = 4m H2 = 6m, P1 at L/3, P2 at 2L/3 notes choose proper material, all loads are unfactored Dead loads assume K= 0.7 P3 H2 A B HINGE W1 D P1 P2 H1 L HINGE C

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