Determine the number of a glulam column 3.0 m in length that support an axial load of 120 kN. The column is to be built with 35mm thick and 200mm wide laminations of Yakal lumber (E = 9.78 GPa, Fc = 15.8 MPa). Assume a normal load duration, wet service condition and fixed-end connection with lateral support at both ends.

Determine the number of a glulam column 3.0 m in length that support an axial load of 120 kN. The column is to be built with 35mm thick and 200mm wide laminations of Yakal lumber (E = 9.78 GPa, Fc = 15.8 MPa). Assume a normal load duration, wet service condition and fixed-end connection with lateral support at both ends.

Steel Design (Activate Learning with these NEW titles from Engineering!)

6th Edition

ISBN:9781337094740

Author:Segui, William T.

Publisher:Segui, William T.

Chapter5: Beams

Section: Chapter Questions

Problem 5.13.2P

See similar textbooks

Similar questions

A W1422 acts compositely with a 4-inch-thick floor slab whose effective width b is 90 inches. The beams are spaced at 7 feet 6 inches, and the span length is 30 feet. The superimposed loads are as follows: construction load = 20 psf, partition load = 10 psf, weight of ceiling and light fixtures = 5 psf, and live load = 60 psf, A992 steel is used, and fc=4 ksi. Determine whether the flexural strength is adequate. a. Use LRFD. b. Use ASD.
A beam must be designed to the following specifications: Span length = 35 ft Beam spacing = 10 ft 2-in. deck with 3 in. of lightweight concrete fill (wc=115 pcf) for a total depth of t=5 in. Total weight of deck and slab = 51 psf Construction load = 20 psf Partition load = 20 psf Miscellaneous dead load = 10 psf Live load = 80 psf Fy=50 ksi, fc=4 ksi Assume continuous lateral support and use LRFD. a. Design a noncomposite beam. Compute the total deflection (there is no limit to be checked). b. Design a composite beam and specify the size and number of stud anchors required. Assume one stud at each beam location. Compute the maximum total deflection as follows: 1. Use the transformed section. 2. Use the lower-bound moment of inertia.
Note For Problems 9.6-1 through 9.6-5, use the lower-bound moment of inertia for deflection of the composite section. Compute this as illustrated in Example 9.7. 9.6-5 For the beam of Problem 9.4-2. a. Compute the deflections that occur before and after the concrete has cured. b. It the live toad deflection exceeds L360 , select another steel shape using either LRFD or ASD.
Use the composite beam tables and select a W-shape and stud anchors for the following conditions: Span length = 18 6 Beam spacing = 9 ft Total slab thickness = 51 2 in. (the slab and deck combination weighs 57 psf). Lightweight concrete with a unit weight of 115 pcf is used Construction load = 20 psf Partition load = 20 psf Live load = 225 psf Fy=50 ksi and fc=4 ksi A cross section of the formed steel deck is shown in Figure P9.8-9. The maximum live-load deflection cannot exceed L/360 (use a lower-bound moment of inertia). a. Use LRFD. b. User ASD.
Note For Problems 9.6-1 through 9.6-5, use the lower-bound moment of inertia for deflection of the composite section. Compute this as illustrated in Example 9.7. 9.6-4 For the beam of Problem 9.4-1, a. Compute the deflections that occur before and after the concrete has cured. b. If the total deflection after the concrete has cured exceeds L240 select another steel shape using either LRFD or ASD.
Determine the smallest value of yield stress Fy, for which a W-, M-, or S-shape from Part 1 of the Manual will become slender. To which shapes does this value apply? What conclusion can you draw from your answer?
Note For Problems 9.6-1 through 9.6-5, use the lower-bound moment of inertia for deflection of the composite section. Compute this as illustrated in Example 9.7. 9.6-3 For the beam of Problem 9.3-1, a. Compute the deflections that occur before and after the concrete has cured. b. If the live-load deflection exceeds L360 , select another steel shape using either LRFD or ASD.
A column in a building is subjected to the following load effects: 9 kips compression from dead load 5 kips compression from roof live load 6 kips compression from snow 7 kips compression from 3 inches of rain accumulated on the roof 8 kips compression from wind a. If lead and resistance factor design is used, determine the factored load (required strength) to be used in the design of the column. Which AISC load combination controls? b. What is the required design strength of the Column? c. What is the required nominal strength of the column for a resistance factor of 0.90? d. If allowable strength design is used, determine the required load capacity (required strength) to be used in the design of the column. Which AISC load combination controls? e. What is the required nominal strength of the column for a safety factor of 1.67?
Note For Problems 9.6-1 through 9.6-5, use the lower-bound moment of inertia for deflection of the composite section. Compute this as illustrated in Example 9.7. 9.6-2 Compute the following deflections for the beam in Problem 9.2-2. a. Maximum deflection before the concrete has cured. b. Maximum total deflection after composite behavior has been attained.
Note For Problems 9.6-1 through 9.6-5, use the lower-bound moment of inertia for deflection of the composite section. Compute this as illustrated in Example 9.7. 9.6-1 Compute the following deflections for the beam in Problem 9.2-1. a. Maximum deflection before the concrete has cured. b. Maximum total deflection after composite behavior has been attained.
If the beam in Problem 5.5-9 i5 braced at A, B, and C, compute for the unbr Cb aced length AC (same as Cb for unbraced length CB). Do not include the beam weight in the loading. a. Use the unfactored service loads. b. Use factored loads.
Compute the nominal shear strength of an M1211.8 of A572 Grade 65 steel.