Foundation Design: Principles and Practices 3rd Edition

Foundation Design: Principles and Practices 3rd Edition

Errata for the first printing (as of 11/23/2018) p. xxiii: Nineteenth line should read: σ′m Overconsolidation margin p. p.

lb/ft2

kPa

Ch 3

16: 8 lines from bottom should read: “for the undrained shear strength of a given soil would be Ω = [0 - ∞ ]. This is an example of a” 22: First full line of text, replace x ≥ 0.5 with Φ ( x ) ≥ 0 5 lines from bottom should read: “An example common in geotechnical engineering is shown in Figure 2.5, which presents data for”

p.

24: Last full line should read: “We can then compute the probability that the nominal bearing capacity is less than 75 percent”

p.

57: Equation 3.22 should read ε = −

p.

59: Figure 3.12b should have a linear x-axis scale as shown below σʹ0 σʹc

∆e 1 + e0

Vertical Strain, εz (%)

0 5 10 15

1/M

20 25 30 35 0

1000

2000

3000

Vertical Effective Stress (kPa)

Second sentence in second paragraph should read: “consolidated or lightly overconsolidated soft to medium saturated clays, and the stress-“

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p.


60: Figure 3.13b should have a linear x-axis scale as shown below 0 2

Strain (%)

4 6 8 10 12 14 16 0

1000

2000

3000

Vertical Effectivfe Stress (kPa)

p.

74: Paragraph 6 under Assumptions should read “6. The resultant of the normal and shear forces acts in a direction parallel to the ground surface.”

p.

75: Third line from bottom should read: “shear failure will occur along the failure surfaces shown on the left side of the footing”

p.

77: Third line from bottom should read: “little stress change as the soil goes from the at-rest condition (circle A) to the active condition.”

p. 137: Lowest hatched area of chart should be labelled “PI > 50”. p. 156: Second line from bottom should read: “permanent, then the load factor for H changes to 0.6. If the earth pressure loads resist but” p. 157: Second line from bottom should read: “loads in the case of ASD methods and factored loads in the case of LRFD methods) are” p.

160 First three equations in the solution should read as follows: (Ex-5.1.1) Rz = 5WD + PD1 + 5WL

Rx = − PW

Rz = 2.5 ( 5WD ) + 2.5 ( 5WL ) + 20 PW

(Ex-5.1.2) (Ex-5.1.3)

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p.


161 Fourth line from top should read: “Equation Ex- 5.1.2. In this case only Equations 5.8, 5.9, and 5.11 apply.”

Ninth line from top should read: “The design moment for this example, M, is defined by Equation Ex- 5.1.3. Note that there is no” Eleventh line from top should read: “Equations 5.4 through 5.12, we will find that Equation 5.9 governs.” Equation following 11th line should read:

M= 2.5(5WD ) + 0.75(2.5(5WL )) + 0.75(0.6(20 PW )) = 2.5(5 ×1.5) + 0.75(2.5(5 × 0.8)) + 0.75(0.6(20 × 0.5)) = 30.75 k-ft Two lines before Example 5.2 should read: M = 30.75 k-ft Seventh and eighth lines before bottom of page should read: “The equilibrium conditions for this example are the same as Example 5.1 and Equations Ex-5.1.1 through Ex-5.2.3 still define the design, compressive load, shear load, and moment. However, in” p. 162: Seventh line before section 5.2 should read: “in Example 5.1. If we check Equations 5.13 through 5.19, we will find that Equation 5.16” Equations in fifth and sixth line before section 5.2 should read:

= M u 1.2(2.5(5WD )) + (20 PW ) + (2.5(5WL )) = 1.2(2.5(5 ×1.5) + (20 × 0.5) + (2.5(5 × 0.8)) = 42.5 k-ft Last line before section 5.3 should read Mu = 42.5 k-ft p. 163: Thrid line after heading “Setttlement” should read: “viceability limit state to be considered. We call this vertical downward movement as” p. 221: Remove letter “A” from Figure 7.4 p. 265: Second line of second paragraph should read: “structural loads on the footing. Other sources of settlement also may be important. These” p. 266: Seventh line should read: “essary to check the short- term settlement of a foundation. This might be important, for” p. 267: Second line in third paragraph should read: “flexible or perfectly rigid footings placed at the ground surface. It assumes a homogeneous” p. 269: Third line in third paragraph should read: “used with Equation 8.5. This method was developed for the undrained loading case where” Second line from bottom should read: “We can use Schmertmann’s correlations for equivalent soil modulus, Es, presented in Table 4.8”

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p. 270: Starting with second paragraph next four lines should read: “The depth correction factor, I0, is computed using Figure 8.2 ratio of footing depth to width, Df /B. Df /B = 6/8 = 0.75 From Figure 8.2 with Df /B = 0.75, we determine:” p. 271: Sixth line below Equation 8.6 should read:

4 BL

“Be = equivalent circular footing width, Be =

π

”

p. 273: Third line after heading “Solution” should read: “conditions. We will use Duncan and Buchignani’s (1976) correlation between undrained shear” p. 274: First line of second paragraph should read: “First, we must compute the equivalent circular footing width, Be, as:” The last line of the third paragraph should read: “footing is 20,000 MPa (20,000,000 kPa).” p. 303: Problem 8.2 third line should read: “of 129 lb/ft3. The groundwater table is at a depth of 35 ft. Estimate the settlement of” p. 308: Second line of third bulleted item should read: “footings to a depth below the zone where seasonal water fluctuations are anticipated.” p. 315: Third line of fourth paragraph (second non-numbered paragraph) should read: “in soil properties across the site, differences between the actual loads and the design loads,” p. 316: Paragraph 2 should read: “2. Select five to seven column loads equally distributed from the minimum to maximum values.” p. 318: Last line of second paragraph in Example 9.1 should read: “of 2.5. Assume footing is square.” p. 319: Fourth line of first paragraph after example should read: “the zone of soil that is stressed at 10 percent of the footing bearing or greater (Iσ = 0.1). If” p. 323: Fifth line from bottom should read: “support a column carrying an ASD unfactored design load of 390 k and a service load of” p. 324: Last two lines should read: “using Equation 4.48 and Table 4.7. To covert Young’s modulus to constrained modulus we will use Equation 3.21, assuming Poisson’s ratio is 0.3” p. 226: Second line after Equation 7.11 should read: “Notice that Terzaghi’s Nc of 5.7 for φ= 0 is smaller than the value of 6.28 derived from the simple p. 227: Annotation in Figure 7.7 should read: c' = 150 lb/ft2 p. 228: Equation at bottom of page should read:

Wf

 0.4 m + 1.1 m  3 = (0.7 m)   (21 kN/m ) 11 kN/m 2  

p. 232: Equation 7.28 should read g q= gγ= (1 − tan β ) 2

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p. 235: Annotation in Figure 7.11 should read γ = 18.5 kN/m3

p. 269: Fourth line of first paragraph should read: “rectangular, or very long, and founded some distance below the ground surface. Addi-” p. 289: Last line should read: “σ′m for each stratum using the techniques describe in Chapter 3. In many cases, all of” p. 295: First line of fourth bulleted item should read: “• Accepting the large differential settlements and repairing any damage as it occurs. For” p. 297: Third bulleted item should read: “• Errors in in situ tests (especially the SPT).” p. 298: In Figure 8.18 notation above first horizontal bar should read: “Cohesionless Soils Using Modulus Based Methods” p. 241: Seventh line from the bottom should read: “Round up to the nearest 3 in (with SI units, round up to the nearest 100 mm):” p. 301: Fifth line of paragraph at bottom of page should read: “40 m (see profile in Figure 8.20). The weights caused the underlying soils to compress and” p. 304: Problem 8.10: delete part c). p. 318: Last line in second paragraph of Example 9.1 should read “of 2.5 considering only the ultimate limit state.” p. 324: Last two lines on page should read: “using Equation 4.56 and Table 4.7. To convert Young’s modulus to constrained modulus we will use Equation 3.20, assuming Poisson’s ratio is 0.3.” p. 326: Last line should read: “same steps as outlined above for the ASD method with the following changes.” p. 333: First line in section 9.7 should read: “The bearing capacity of footings near slopes was discussed in Section 7.8 and that section” Fifth and sixth line in Section 9.7 should read: “ing the footing away from the slope or by making it deeper. However, these setback criteria do not justify building foundations above unstable slopes. Therefore, we also should” p. 335: Third line from bottom should read: “often the cause of ruts and potholes in highways and can also affect the performance of” p. 342: First heading under QUESTIONS AND PRACTICE PROBLEMS should read: “Sections 9.1 – 9.3: Design of Square Footings” Last line on page should read: “is 15 ft below the ground surface. The allowable settlement, δa, is 0.75 in. The ASD factor”

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p. 344: Heading after Problem 9.13 should read: “Section 9.4: Rectangular and Combined Footings”

Problem 9.15 should read 9.15 The serviceability loads for the footing in problem 9.14 are P = 37 k, MU = 40 ft-k, and VU = 0. The average N60 for the sand below the footing is 28. Determine if this footing meets serviceability requirements, assuming the allowable total settlement is 0.75 in. p. 345: Heading before Problem 9.17 should read: “Section 9.6: Lightly Loaded Footings” Heading before Problem 9.18 should read: “Section 9.7: Footing on or Near Slopes Heading before Problem 9.19 should Read: “Section 9.8 – 9.9: Footings on Frozen Soils or Subject to Scour” p. 349: Last line on page should read: “will refer, primarily, to the ACI code. The principles of structural footing design in” p. 350: First line on page should read: “AASHTO code are consistent with the ACI code but there are significant differences. Some” p. 359: Fourth line of caption to Figure 10.6 should read: “Figure 10.6 Critical two-way failure surface for a square footing. The footing is subject to axial load and” p. 361: Second line after the heading “One-Way Shear” should read: “stress for that portion of the footing outside of the critical surface. In the case of one-way” p. 370: Fifth line after the heading “Steel Area” should read: “footing. The critical section for bending, therefore, must be near the edge of the column.” p. 375: Equation 10.27 should read

d= d=

1,500 Pu ( B − c )

500φ B f c′ + 3Pu Pu ( B − c )

48φ B f c′ + 2 Pu

(10.27 SI)

(10.27 English)

p. 415: Second line of first paragraph after example should read “conduct parametric studies to evaluate its effect on the mat design. ACI (1993) suggests” p. 416: Second line of last paragraph should read “geometry of the problem can be represented in two dimensions, it is possible to develop” p. 419: The last two lines of Problem 11.6 should read “divide the mat into zones and compute ks for each zone. Then indicate the high-end and low-end values of ks that should be used in the analysis.” p. 516: Problem 13.7 should read “13.7 Why is it not advisable to use the geotechnical resistance factors in Tables 13.3, 13.4 and 13.5 with the ASCE-7 load factor from Equations 5-12 through 5-18 for geotechnical design of piles?”

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p. 537: Problem 14.2 should read: “14.2 Assume the curve shown in Figure 14.14 has been obtained from a static load test on a 40 ft long, 12 in square solid concrete pile. Using Davisson method, compute the nominal downward axial load capacity.” p. 537: Problem 14.3 should read: “14.3 Assume the curve shown in Figure 14.14 has been obtained from a static load test on a 60 ft long, PP18 × 0.375 pile. Using Davisson method, compute the nominal downward axial load capacity.” p. 544: Table 15.1: Add horizontal lines across the entire width of the table at the following locations: Below “Medium dense to dense silt” Below “Medium dense sand-silt” Below “Dense sand-silt” Below “Very dense sand-silt” p. 552: Table 15.4: Add horizontal lines across the entire width of the table at the following locations: Below “Medium dens to dense silt” Below “Medium dense sand-silt” Below “Dense sand-silt” Below “Very dense sand-silt” p. 575: Problem 15.2 Replace “in appropriate” with “inappropriate”. p. 576: Problem 15.9 Replace “depth of 5 ft” with “depth of 5 m” p. 577: Problem 15.13 Add new sentence to the end of the problem statement “The wall thickness is 0.50 in and the pile will be filled with concrete.” p. 578: Problem 15.15 Add new sentence to the end of the problem statement “The wall thickness is 20 mm and the pile will be filled with concrete.” p. 578: Problem 15.19 Change “27 inches on center.” To “27 inches on center and driven to a depth of 60 ft.” p. 579: Problem 15.23 Add “The average undrained shear strength along the length of the pile is 1100 lb/ft2.” To the end of the problem statement. p. 674: Equation 20.12 should be: δe =

4 P( D − LF + K E LF ) AE

π

p. 674: Equation 20.13 should be: δe =

4 1

 PD − LF (1 − K E )∑ f n As 

π AE 

p. 675: line 7: Change qs′ to q p′

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p. 675:


Add the following to the list of variables: A = cross-sectional area of pile

p. 683: Problem 20.4: Insert “in a stiff clay having ET=1800 k/ft2” at the end of the first sentence p. 684: Problem 20.5: Change “360 k” to “280 k” p. 684: Problem 20.6: Insert “in a stiff clay having ET=100 MPa” at the end of the first sentence p. 684: Problem 20.7: Change “900 kN” to “600 kN” p. 711: Problem 21.12: In the first sentence, change “15 m long timber” to “15 m long Douglas fir” p. 769: Problem 23.7, bulleted list: Change “$10,000” to “$70,000” Change “$3,000” to “$20,000” Change “$7,000” to “$40,000” p. 820: Problem 25.13: Change “1,500 kN” to “35,000 kN” p. 820: Problem 25.14: Change “3,000 kN” to “20,000 kN” Change “1,000 kN” to “7,000 kN” Change “the granite in Problem 25.2” to “the shale in Problem 25.1” p. 869: Table in Example 27.1, in first column: Change “0.05-0.75” to “0.50-0.75” p. 902: Problem 28.6: Change “in Problem 28.6” to “in Problem 28.5”

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