Fink trusses spaced at 20 feet on centers support W6 x 12 purlins, as shown in Figure 3.32a. The purlins are supported at their midpoints by sag rods. Use A36 stee and design the sag rods and the tie rod at the ridge for the following service loads. Metal deck: Built-up roof: Snow: Purlin weight: 2 psf 5 psf 18 psf of horizontal projection of the roof surface 12 pounds per foot (lb/ft) of length

Fink trusses spaced at 20 feet on centers support W6 x 12 purlins, as shown in Figure 3.32a. The purlins are supported at their midpoints by sag rods. Use A36 stee and design the sag rods and the tie rod at the ridge for the following service loads. Metal deck: Built-up roof: Snow: Purlin weight: 2 psf 5 psf 18 psf of horizontal projection of the roof surface 12 pounds per foot (lb/ft) of length

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

See similar textbooks

Similar questions

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 Mr = 382 kip ft and a factored shear of V₁ = 65 kip. All plates are A36 steel (Ex = 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. Plate2 Plate 1 2.00" 2.75" 2.75" 2.75" 2.00" Plate3 W18 55 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.
Reinforce an existing simply supported W16 x 36 beam made of A36 steel to carry a service dead load of 0.5 kip/ft and a service live load of 1.1 kip/ft. The beam spans 25 ft and is fully braced by the floor. WELD ALONG THE LENGTH AND ENDS WELD ALONG THE LENGTH AND ENDS A (b) (s) EXISTING BEAM CONTINUOUS PLATE EXISTING BEAM CONTINUOUS PLATE EXISTING BEAM
pls reply fast thank you
The floor structural system shown in Fig 1 comprise W-section steel beams and girders supporting a 5-inch thick concrete slab which provides full restraint to the flanges of the beams. The density of concrete is 150 lbs./ft'. and the uniformly distributed live load L- 50 lbs/ft². L-22 B. Girder G1: - B [za] 12' GI GI 12 + [ial FIG. 1-Steel Floor Beam a) Strength - Bending and Shear -I 1) Produce a sketch of the floor plan showing the tributary load distribution areas for the beams and girders [za]
For the trusses shown below, classify each as stable or unstable. If stable, indicateif determinate or indeterminate externally and internally. If indeterminate, indicate thedegree of determinacy
A 12' B 10 kip D 10 kip 12' 10 kip E 12' LL F G 12' Find the forces in the truss shown below, and indicate if the truss is stable and determinate. All connections are pin connections, and ignore the members self-weight.
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.
Answer completely and clearly. NEED ASAP
intel com Deter mine all force members O* the truss Shown 3m bo0 N Cx - 600N
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
(Design Of Steel Structures) 4. Beam ISLB 500 at 750N/m carries total factored uniformly distributed load of 300kN. It is supported on columns ISHB300 at 630N/m at each end. The connection is made is using M20 bolts of grade 4.6 and steel Fe410. Design the connection.