#### Read Microsoft Word - 10.26.07 2nd printing correction.doc text version

`October 25, 2006 Third Edition: Second PrintingStructural Concrete Theory and Design Corrections M. Nadim Hassoun / Akthem Al-ManaseerPage 40: · · The second line after the equation (2.75): &quot;Ecm28 &quot;should be changed to &quot; Ecmt0 &quot; The &quot;t&quot; in the equation 2.76 should be changed to&quot;t0&quot;.The new equation should be:Ecmt0 = Ecm 28 exp 0.5S 1 -28 t0Page 48: The third line from the bottom should be changed to:RH = 1 +1 - H /100 1 - 75 /100 1  2 = 1 + 0.836 0.950 = 1.415 3 h /4 0.16 e 0.16 3 76 / 4Page 49: · Second line &quot;1.419&quot; should be changed to &quot;1.415&quot; and &quot;1.678&quot; to &quot;1.674&quot;0 = RH  ( f cm 28 )  (t0 ) = 1.415 × 2.49 × 0.475 = 1.674· · Line 7: &quot;1.678&quot; should be changed to &quot;1.674&quot; and &quot;0.515&quot; to &quot;0.514&quot; Line 8: &quot;0.515&quot; should be changed to &quot;0.514&quot; (t , t0 ) = 0  c (t , t0 ) = 1.674 × 0.307 = 0.514Page 68: In figure 3.4, part (c)and for the two cases:  t  0.005 and not  t &lt; 0.005Page 69: In table 3.1:In the compression-controlled condition and under fy = 60 Ksi:  t  0.002 and not  t = 0.002Page 87: In section 3.10: part (b): change &quot;b&quot; to &quot;bw&quot; in the equation of As.min, and the equation should be changed to:As ,min3 f c' 200 = bw d  bw d fy fyPage 92: Part 4: Calculatea=As f y 0.85 f 'c b,c , t and  1Page 98: In equation 3.49: add  1 and the equation should be changed to:(  -  ') = 0.851Page 123:f c' fyd' d87 =K 87 - f yIn section 3.14: part 4. Add &quot; 1&quot; in the equation of K, and the equation should be changed to:K = 0.851 ( f 'c / f y )(d '/ d )[87 /(87 - f y )]Page 192: In section 6.2.5: part 2: · In part a; in the first line: concrete should be steel and the line should be changed to: a. Rectangular section with tension steel, As, only 2 · The equation 6.13 should be changed to : bx / 2 + (n - 1) A's (x - d') + nAs(d - x) = 0 3 2 2 · The equation 6.13a should be changed to : Icr = (bx / 3) + (n - 1) A's (x - d') + nAs(d - x) Page 206: In section 6.7: part 5: Equation 6.18:s (in.) = 540 / f s - 2.5Cc but not greater than 12 (36 / fs) should be changed to:But not greater than 12 (40 / fs)s (in.) = 600 / f s - 2.5CcPage 206 to page 211: Pages are corrected and attached on the back of the file. Page 214: In Figure 6.14: Live load value should be changed from &quot;1.4 K/ft (21KN/m)&quot; to &quot;1.33 K/ft (19.95 KN/m)&quot;. Page 263: In Design Summary (8.8): part 2 first line: &quot;0.75&quot; is missing. The equation should be changed to:Vc = 0.75(2 f c' )bw dPage 266: In example 8.2: figure 8.12: the number &quot;13.94&quot; should be changed to &quot;12.94&quot; Page 303: In example 9.3: · First line: &quot;12 ft&quot; should be changed to &quot;11.5 ft&quot; · Part 1: First line: &quot;12&quot; should be &quot;11.5: and the line should be changed to: 11.5(12)/20 = 6.9 in. Assume a total depth of h = 7 in. and assume d = 6 in. (to be checked later). · Part 6: First line should be changed to: Check shear requirements: Vu at a distance d from the support is0.40911.5 6 - = 2.15 K 2 122Page 321: In example 10.2: part 2: fifth line: &quot;Use eight no. 10 bars&quot; should be changed to: &quot;Use eight no. 11 bars&quot;. Page 341: In equation 11.10: The equation should be changed to: Pn = Cc + Cs - T Page 357 &amp; 359: In section 11.12: in both figure 11.16 and figure 11.17: in the last two lines in bottom of the pages the numbers should be changed: · (a)  = 0.45 to  = 0.6 · · (b)  = 0.6 to  = 0.7 (c)  = 0.75 to  = 0.8Page 357 to 360: In section 11.12: figure 11.16 and figure 11.17 and in all charts: &quot;ps&quot; should be changed to &quot;s&quot; Page 371: In section 11.16.1:·The equation 11.28 should be changed to :1 1 1 1 = + - Pu Pux Puy PuoThe part after equation 11.29 and after the word &quot;where&quot; add &quot;factored&quot; in the first four lines after the equal &quot;=&quot; sign. The four lines should be changed to: Pu = factored load strength under biaxial bending Pux = factored uniaxial load strength when the load acts at an eccentricity ey and ex = 0 Puy = factored uniaxial load strength when the load acts at an eccentricity ex and ey = 0 Puo = factored pure axial load when ex = ey = 0 Page 376: In example 11.18: · Part 1: in case b: last line the number &quot;467.2&quot; should be &quot;476.2&quot; The last line should be changed to: Pnx = 476.2 K Part 2: in case b: o In the seventh line  should be equal to 0.65 and not 0.7 and the number &quot;683.3&quot; should be &quot;683.8&quot; and &quot;478.7&quot; should be &quot;444.5&quot; The seventh line should be changed to: Pny = Cc + Cs ­ T = 683.8 K, and Pny = Puy = 0.65 Pny = 444.5 K. o In the eleventh line Pnx should be Pny The last line of part b should be changed to: Pny = 444.5 K · Part 3: in third line: Pn should be Pno The last equation of the second line of part 3 should be changed to: Pno = 0.65 Pno = 1429 K ··3Page 431: In example 13.2: · Part 5: in fourth line: Vu2 should be Vu1 The equation should be changed to: Vu1 = 6.14 x (2.625) (10) = 161.2 K · Part 7: case b: in fourth line: the number &quot;6.27&quot; should be &quot;6.67&quot; The equation should be changed to:A2 = 6.67 &gt; 2 A1Page 433: In example 13.3: · Part 4: in fourth line: The equation should be changed to:12 1.5 19.5 - - × 6.02 × 8.5 = 185.5 K 2 2 12Page 452:Section e: part 1:The equation should be changed to:d11 =Vu11 2 f 'c BPage 590:· In part 17.6: case 2; The first line should be changed to: For  fm &gt; 2.0, · Table 17.1: l l For fy = 60,000 psi, and without edge edge beams: n should be changed to n . 33 30Page 591:In lines 19 and 20: case 1 and 2: they should be changed to: 1. For slabs with  fm &lt; 2.0 : 5 in. 2. For slabs with  fm &gt; 2.0 : 3 1 in. 2Page 786: Change the position of the title: &quot;20.4.3 Seismic Force Effect, Em&quot; from the middle of the page to line number 10 before the paragraph starting by: &quot;Special seismic load combinations...&quot; Page 789: Add in the figure 20.11 notes after &quot; Areas of the flexural member where hoops are required&quot;: &quot;These areas do not necessarily occur at midspan and not likely in buildings in high seismic zones&quot;.45678910`

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