Structural Steel Design (6th Edition)
6th Edition
ISBN: 9780134589657
Author: Jack C. McCormac, Stephen F. Csernak
Publisher: PEARSON
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Chapter 3, Problem 3.29PFS
To determine
The LRFD design strength and the ASD allowable strength of the given section,
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1. For the foundation shown below:
Qapp = 60 kips
(Load obtained from
structural engineer)
1.5 ft
G.W.T.
3 ft
Poorly Graded Sand (SP):
Ym
115 pcf (above G.W.T.)
Ysat 125 pcf (below G.W.T.)
c' = 0, ' = 35°
K
Square footing, 4' x 4'
Foundation Dimension Information:
1-ft x 1-ft square concrete column.
1-ft thick "foot" flanges.
Yconc=150 pcf
*Assume weight of reinforcing steel
included in unit weight of concrete.
*Assume compacted backfill
weighs the same as in-situ soil.
Assume this foundation is being designed for a warehouse that had a thorough preliminary soil
exploration. Using the general bearing capacity equation:
a. Calculate the gross applied bearing pressure, the gross ultimate bearing pressure, and
determine if the foundation system is safe using a gross bearing capacity ASD
approach. Please include the weight of the foundation, the weight of the backfill soil,
and the effect of the uplift pressure caused by the presence of the water table in your
bearing capacity…
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Refer to the figure below. Given: L = 7 m, y = 16.7 kN/m², and ø' = 30°.
L
L3
ση
Sand
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D
T
LA
L
σε
σε
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1. Calculate the theoretical depth of penetration, D.
(Enter your answer to three significant figures.)
D=
m
2. Calculate the maximum moment.
(Enter your answer to three significant figures.)
Mmax
kN-m/m
Chapter 3 Solutions
Structural Steel Design (6th Edition)
Ch. 3 - Prob. 3.1PFSCh. 3 - Prob. 3.2PFSCh. 3 - Prob. 3.3PFSCh. 3 - Prob. 3.4PFSCh. 3 - Prob. 3.5PFSCh. 3 - Prob. 3.6PFSCh. 3 - Prob. 3.7PFSCh. 3 - Prob. 3.8PFSCh. 3 - Prob. 3.9PFSCh. 3 - Prob. 3.10PFS
Ch. 3 - Prob. 3.11PFSCh. 3 - Prob. 3.12PFSCh. 3 - Prob. 3.13PFSCh. 3 - Prob. 3.14PFSCh. 3 - Prob. 3.15PFSCh. 3 - Prob. 3.16PFSCh. 3 - Prob. 3.17PFSCh. 3 - Prob. 3.18PFSCh. 3 - Prob. 3.19PFSCh. 3 - Prob. 3.20PFSCh. 3 - Prob. 3.21PFSCh. 3 - Prob. 3.22PFSCh. 3 - Prob. 3.23PFSCh. 3 - Prob. 3.24PFSCh. 3 - Prob. 3.25PFSCh. 3 - Prob. 3.26PFSCh. 3 - Prob. 3.27PFSCh. 3 - Prob. 3.28PFSCh. 3 - Prob. 3.29PFSCh. 3 - Prob. 3.30PFSCh. 3 - Prob. 3.31PFSCh. 3 - Prob. 3.32PFSCh. 3 - Prob. 3.33PFSCh. 3 - Prob. 3.34PFSCh. 3 - Determine the LRFD design strength and the ASD...Ch. 3 - Prob. 3.36PFSCh. 3 - Prob. 3.37PFS
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- A 2.0 m wide strip foundation carries a wall load of 350 kN/m in a clayey soil where y = 15 kN/m³, c' = 5.0 kN/m² and ' = 23°. The foundation depth is 1.5 m. For ' = 23°: Nc = 18.05; N₁ = 8.66; Ny = = = 8.20. Determine the factor of safety using the equation below. qu= c' NcFcs FcdFci+qNqFqsFq 1 F + gd. 'qi 2 ·BN√· FF γί Ysyd F (Enter your answer to three significant figures.) FS =arrow_forward2P -1.8 m- -1.8 m- -B Wo P -1.8 m- Carrow_forwardPart F: Progressive activity week 7 Q.F1 Pick the rural location of a project site in Victoria, and its catchment area-not bigger than 25 sqkm, and given the below information, determine the rainfall intensity for ARI 5, 50, 100 year storm event. Show all the details of the procedure. Each student must propose different length of streams and elevations. Use fig below as a sample only. Pt. E-nt 950 200 P: D-40, PC-92.0 300m 300m 000m PL.-02.0 500m HI-MAGO PLA-M 91.00 To be deemed satisfactory the solution must include: Q.F1.1.Choice of catchment location Q.F1.2. A sketch displaying length of stream and elevation Q.F1.3. Catchment's IFD obtained from the Buro of Metheorology for specified ARI Q.F1.4.Calculation of the time of concentration-this must include a detailed determination of the equivalent slope. Q.F1.5.Use must be made of the Bransby-Williams method for the determination of the equivalent slope. Q.F1.6.The graphical display of the estimation of intensities for ARI 5,50, 100…arrow_forward
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