Structural Elements for Architects and Builders, 2nd Edition

Jonathan Ochshorn

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Errata for Second Edition

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p.394 Equation 5.30. The coefficient in the numerator of the equation, 0.2, should be changed to 0.02.
p.410 Table A-5.11. Values in this table were incorrectly copied and pasted from Table A-5.10. The correct values are as follows:
f'c (psi) bar number ["in-lb" designation, with nominal diameter (in.) = bar number/8]

p.362 Example 5.4. Problem solution, step 1: "From Appendix Table 5.4" should be changed to "From Appendix Table A-2.7"; and step 4: Figure 5.26 (b), the bottom line calculation units should be "ft-kips" rather than "ft=kips."
p.288 Table A-4.2. The right-hand column, under "tension" should be changed to reflect the actual available strength limit state for rupture as shown below:
Revised Table A-4.2 in Structural Elements for Architects and Builders, 2nd edition
p.18 Example 1.3. In Step 3, the equation for moment equilibrium should be written with the term 10(Ha) instead of just Ha. The calculations and solutions are correct as is.
p.289 Table A-4.3. The designation in the first column listed as W6x92 should be W6x92 — in other words, the "2" is a footnote.
p.143 Example 3.6. In the problem solution, step 3, the allowable bending stress, Fb, is incorrectly given as 850 psi. The correct value (under the "beams and stringers" classification) is Fb = 675 psi. All the calculations that follow are correct.
p.341 Figure 5.4. In the last line of the caption, the numerator and denominator of distance A should be reversed, so that A = (D + s)/[2sin(θ/2)]
p.352 On the second line (directly after "…the upper limit of 8% prevents overcrowding of steel bars within the concrete formwork."), add: "Because longitudinal column reinforcement is typically spliced—and therefore doubled in area—where an upper column is cast above a lower column (see Figure 5.53), it is common to limit the maximum reinforcement ratio to 4%."
p.121 Delete the last paragraph on this page ("Following are the current rules... 1960s or earlier.") as it repeats the information in the preceding paragraph.
p.208 and p.327 Tables A-3.15 and A-4.17. Flip the image of the cantilevered beam so that it corresponds to the image of the concentrated load shown in the same tables (i.e., for a concentrated load on the left, the fixed constraint must be on the right).
Tables A-3.15 and A-4.17
p.70 Figure 2.5 Live load reduction coefficient graph. The two curves should be labelled as beams (for the upper curve) and columns (for the lower curve). Dotted lines should be added to the "beam" curve connecting it with the lower, 0.4, limit for cases where a beam supports multiple floors, and from the "column" curve, connecting it with the upper, 0.5, limit for cases where a column supports only one floor (or roof), as shown below in red.
revised Figure 2.5
p.306 Table A-4.9 Shear Lag Coefficient, U. The bottom cells of the table should be adjusted as follows:

Bolts connecting single and double angles (L). U = 0.80 where one leg of the angle is connected with at least 4 bolts per line.
U = 0.75 where one leg 0.80 where one leg of the angle is connected with 2 or 3 bolts per line. For less than 3 bolts, use the equation in note 1.