Engineering Fundamentals
6th Edition
ISBN: 9780357112144
Author: Saeed Moaveni
Publisher: MISC PUBS
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Chapter 3.6, Problem BYGV
To determine
Explain the meaning for the terms ASTM, NFPA, ISO, Maximum contaminant level, and EPA.
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Find the volume of the following
a. 5" cube
b. 10' of 8" pipe
(5) The simply supported beam shown in figure supports uniformly distributed characteristicdead and imposed loads of 5 kNm-1 each, as well as a characteristic imposed point load of 30 kN at mid-span. Assuming the beam is fully laterally restrained and there is nominaltorsional restrain at supports, select a suitable UB section in S275 steel to satisfy bendingand shear considerations. Also, check the selected UB section against the deflection. (40 Marks)
A simply supported beam is subjected to the end couples (bending is about the strong axis) and the axial load shown
in the figure below. These moments and axial load are from service loads and consist of equal parts dead load and
live load. Lateral support is provided only at the ends. Neglect the weight of the beam and investigate this member as
a beam-column. Use Fy = 50 ksi. Suppose that P = 40 k and M = 68 ft-k.
For W10 x 33: Ix
=
=
171 in.4;
for L = 10 ft and C
for Lc = 10 ft:
= 1.0: фь Мп
=
134 ft-kips and Mn/b
=
89.3 ft-kips;
Pn = 330 kips and Pr/c = 220 kips.
W10 X 33
P
M
M
10'
a. Use LRFD.
Select the interaction formula:
A)
Pu 8
+
Mur
Muy
+
<1.0
Ферп 9
Фь Мих
Pu
Mux
Muy
B)
+
+
20c Pn
Фь Мих
ФоМпу
.)
<1.0
-Select-
Compute the interaction formula.
(Express your answer to three significant figures.)
-Select- 1.0
This member is -Select-
b. Use ASD.
Select the interaction formula:
Pa
A)
+
Pn/Sc
Max
Mnx/b
May
+
< 1.0
Mny
1/526
Pa
Max
May
B)
+
+
<1.0
2Pn/c Mnx/b
Mny/b
-Select- ✓…
Chapter 3 Solutions
Engineering Fundamentals
Ch. 3.2 - Prob. 1BYGCh. 3.2 - Describe the process by which engineers evaluate...Ch. 3.2 - Prob. 3BYGCh. 3.2 - Why do economics and material selection play...Ch. 3.2 - Prob. 5BYGCh. 3.2 - Prob. BYGVCh. 3.4 - Prob. 1BYGCh. 3.4 - Prob. 2BYGCh. 3.4 - Prob. 3BYGCh. 3.4 - Prob. BYGV
Ch. 3.6 - Prob. 1BYGCh. 3.6 - Prob. 2BYGCh. 3.6 - Prob. 3BYGCh. 3.6 - Prob. 4BYGCh. 3.6 - Prob. 5BYGCh. 3.6 - Prob. BYGVCh. 3 - Prob. 1PCh. 3 - Prob. 2PCh. 3 - Prob. 3PCh. 3 - Prob. 4PCh. 3 - Prob. 5PCh. 3 - Prob. 6PCh. 3 - Prob. 7PCh. 3 - Discuss in detail at least two methods or...Ch. 3 - Prob. 10PCh. 3 - Identify and make a list of at least ten products...Ch. 3 - Prob. 14PCh. 3 - Prob. 15PCh. 3 - Prob. 16PCh. 3 - Prob. 17PCh. 3 - Collect information on the American Wire Gage...Ch. 3 - Prob. 19PCh. 3 - Prob. 20PCh. 3 - Prob. 21PCh. 3 - Prob. 22PCh. 3 - Prob. 23PCh. 3 - Prob. 24PCh. 3 - Prob. 25PCh. 3 - Prob. 27PCh. 3 - Prob. 28PCh. 3 - Prob. 30PCh. 3 - Prob. 31PCh. 3 - Prob. 32PCh. 3 - Prob. 33PCh. 3 - Prob. 34PCh. 3 - Prob. 35PCh. 3 - Prob. 36PCh. 3 - Prob. 37PCh. 3 - Prob. 38PCh. 3 - Prob. 39PCh. 3 - Prob. 40P
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- 5. Use the graph and data table below to determine: strain(in/in) 0 Stress (psi) 30,000 25,000 20,00 15,000 stress (psi) 0 2,500 0.00025 5,000 0.0005 7,500 0.00075 9,600 0.00096 11,170 0.001117 13,500 0.00135 10,000 16,612 0.001875 15,430 0.0025 5,000 22,350 0.00312 26,800 0.0042 25,810 0.00472 Stress Strain Curve ☑ 0.0005 0.001 0.0015 0.002 0.0025 0.003 0.0035 0.004 0.0045 0.005 Strain (in/in) a) Proportional limits: (stress in units of psi, strain in units of in/in) b) Modulus of elasticity (units: ksi) c) Ultimate strength (units: psi) d) Rupture strength (units: psi)arrow_forwardQ2. Find the support reactions at A and F for the given structure in Fig.(2). 80kN-m 2 kN 1 m 2 m Im 1 m 2 m Fig. (2)arrow_forwardA continuous foundation is shown in Figure 1. If the load eccentricity, e = 0.5 meter. Determine the ultimate load Qult per unit length of the foundation. Use Mayerhof’s effective area method. Given B = 2 meter, Df = 2.0 meter , ϕ = 40 , c’ = 0 kN/m3, γ = 16.5 kN/m3 . Calculate also the Factor of Safety for the shallow foundation.arrow_forward
- A simply supported beam is subjected to the end couples (bending is about the strong axis) and the axial load shown in the figure below. These moments and axial load are from service loads and consist of equal parts dead load and live load. Lateral support is provided only at the ends. Neglect the weight of the beam and investigate this member as a beam-column. Use Fy that P40 k and M = 68 ft-k. For W10 × 33: I = 171 in.4; 10 ft and C₁ = 1.0: Mn = 134 ft-kips and Mn/₁ = 89.3 ft-kips; = 50 ksi. Suppose for Lb for Lc - = 10 ft: Pn 330 kips and Pr/c = 220 kips. W10 X 33 P M M 10' Pu A) + Ферп 9 a. Use LRFD. Select the interaction formula: Mur 84, Mnz Muy + <1.0 Фь Мпу Pu Mur Muy B) + + ≤ 1.0 20c Pn Фь Мих nx ФоМпу -Select- ✓ Compute the interaction formula. (Express your answer to three significant figures.) -Select- 1.0 This member is -Select- b. Use ASD. Select the interaction formula: Ра 8 Max May A) + + <1.0 Pn/c Mnx/b Mny/b Pa Max May B) + + 1.0 2Pn/c Mnx/b Mny/b -Select- Compute the…arrow_forwardDetermine whether the given member satisfies the appropriate AISC interaction equation. Do not consider moment amplification. The loads are 50% dead load and 50% live load. Bending is about the x axis, and the steel is ASTM A992. Suppose that P = 280 k. For W12 x 106 with Fy = 50 ksi and Lc = 14 feet: Ферп 1130 kips, Pn/Sc = 755 kips, Mn = 597 ft-kips, Mn/₁ = 397 ft-kips. P 240 ft-k W12 X 106 14' K₁ = Ky = 1.0 240 ft-k a. Use LRFD. P Determine the factored axial compressive load and the factored bending moment. (Express your answers to three significant figures.) P₁ = Mu = kips ft-kips Select the interaction formula: P₁ A) + Мих Muy + ≤1.0 Ферп 9 Фь Мих of Mny Pu Мих Muy B) + 20c Pn Mnz + <1.0 Фь Мпу -Select- Compute the interaction formula. (Express your answer to three significant figures.) -Select- 1.0 This member -Select- b. Use ASD. the AISC Specification. Determine the total axial compressive load and the maximum bending moment. (Express your answers to three significant…arrow_forwardRefer to the following figure: K 6 m T 0.25 H 0.75 H 1 m A c,O,Y 3 m B 2 m 1 m C Figure Peck's (1969) apparent-pressure envelope for cuts in soft to medium clay Given: y = 17.5 kN/m³, c = 30 kN/m², 6 = 0, and center-to-center spacing of struts in the plan = 5 m. Determine the sheet-pile section modulus for the braced cut. Use all = 150 MN/m². (Enter your answer to three significant figures.) S = ×105 m³/marrow_forward
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