12.3 解:从前题知 nA=, nB=, ??1 计算剪力分配系数: ○
3.5?0.318 11C0A?
C0B3?2.53?1?1?0.3183??1??0.148?
3??2.841??1?0.3183??1?0.369??Ec11??H314.38?2.5336.38
E11?uB?c3??19.5?2.8455.38H?uA?
EE11??(36.38?55.38)c3?91.76c3 (相对值) ?uA?uBHH
?A?36.3855.38?0.4, ?B??0.6 91.7691.76A
B
2 计算约束反力R、R: ○
C3A
1?0.31820.899?1.5??1.5??1.1381.185?1?1?0.3183??1??0.148?1?0.3180.899?1.5??1.27811.055??1?0.3183??1??0.369?2M1 M2
A
B
C3B?1.5?
M1153.2?C3A??1.138?15.85kN???H11
M?131RB?2?C3B??1.278??15.22kN???H11RA??R?15.85?15.22?0.63kN???
3 柱顶剪力: ○
VA?RA??A?R?15.85?0.4?0.63?15.6kN???VB?RB??B?R??15.22?0.6?0.63??15.6kN???
4 弯矩图: ○
12.4 解:fy=300 N/mm, FV=324 kN, Fh=78 kN, a=250 mm
2324?103?25078?103As??1.2??418?312?730mm
0.85?300??800?40?3002
小于最小配筋量6
12的面积,故按构造配筋
12.5 由于解答不唯一,故从略。
第15章
15.1 解:查得砌体抗压强度设计值f= N/mm,
2
H06800M8.1?106e32.4e???32.4mm????10.97; ; ??0.052;
N250?103h620h620
1?0.846221???1?0.0015?111 ???0.732??1?1???1?12?0.052??1???12?0.846??????0?1?
?fA?0.73?1.5?490?620?332.66kN?N?250kN
6800?13.88 4901?0??0.776?? ?承载力应会满足。 21?0.0015?13.882
按轴压计算时 ??
15.2 解:抗压强度设计值 f= N/mm, 翼墙间距s= m,层高H= m,
2H>s>H,计算高度 H0?0.4s?02H?0.4?6.8?0.2?3.5?3.42m
3.42?1.1?19.8, ??0.0015
0.191?0??0.63 21?0.0015?19.8??底层轴力N=118+*=
?0fA?0.63?1.19?1000?190?142.47?129.76
215.3 解:Nl?180kN, N0?50kN, A0??250?2?240??240?0.1752m
f?1.3N/mm2, a0?10600?215mm?240mm 1.3A0175200??3.26?3 Al53750
Al?a0bb?215?250?53750mm2;
???0 ??1?0.353.26?1?1.526?2
??fAl?0.7?1.526?1.3?53750?74.64kN?Nl
局部受压不满足要求。
15.4 解:首先计算中和轴位置y
3600 y=202538
114 240 500
490
490?7402?0.5??3600?490??2402?0.5y??202mm
490?500?3600?240惯性矩 I:
22?490?7403740?3600?490??2403240???I??490?740?538???3600?490?240?202????122122?????1.655?1010?1.0234?1010?0.3583?1010?0.5019?1010?3.5386?1010mm2A?490?500?3600?240?1.109?106mm2
回转半径 i?I3.5386?1010??179mm 6A1.109?10H08200??13.12 hT625折算厚度 hT?3.5i?625mm, 高厚比 ??M40?106e1141??0.182e???114mm???0.744 , , 0hT625N350?1031?0.002?13.22
??1?1?1????1?12?0.182??1???12?0.744?????2?0.403; 查得f?1.3N/mm2
?fA?0.403?1.3?1.109?106?581kN?N?350kN
承载力满足要求。
15.5 解:f= N/mm,
2
a0?10500?183mm?a?240mm, Al?a0bb?183?200?36600mm2 1.5
A0??200?2?370??370?347800mm2
??1?0.359.5?1?2.02?2.0取??2.0
??fAl?0.7?2?1.5?36600?76.86kN?85kN
局部承压承载力不满足要求。
15.6 (条件不足,无法算出灌孔砌体抗压强度设计值。○1无标准差,无法得标准值,从而得不到设计值;2不知Cb20混凝土、MU10砌块、Mb5砂浆的强度平均值)
M15?106??83.3mm 15.7 解:f?2.31N/mm, e?3N180?102
??12.6??50?50??100?0.2016 50?50?250
?2?83.3?2fn?2.31?2??1???0.002016?430?2.86N/mm
245??
??H04.2e83.3??8.57; ??0.17 h0.49h490
查得??0.51
?nfnA?0.51?2.86?4902?350.2kN?N?180kN 安全
15.8 略 15.9 解:
(1)屋盖属二类,横墙间距40m,查表15-6可知属于刚弹性方案。
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