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《混凝土结构基本原理》习题参考答案第章受弯构件正截面的性能与设计
44.1%=
19.4kN/m
4.2%=600-40=560mm,A=875mm2,2f20+1f18A=882mm2s s
4.3=100-03=70mm,\=177mm2,°6@150A=189mm2/ms
4.4HRB400,C30,bx h=200mmx500mm,A=450mm2,3014A=462mm2J M
4.5/z=450mm,%=450-40=410mm,A=915mm2sh-500mm,%=500-40=460mm,A=755mm2h=550mm,%=550-40=510mm,A=664mm2s随梁截面高度增加,受拉钢筋面积减小
4.6b=200mm,%=500-40=460mm,A=925mm2b=250mm,%=500-40=460mm,A=709mm2h=300mm,%=500-40=460mm,A=578mm2s随梁截面宽度增加,受拉钢筋面积减小
4.7C20,%=500-40=460mm,A=981mm2sC25,%=500-40=460mm,A=925mm2sC30,%=500-40=460mm,A=895mm2随梁截面宽度增加,受拉钢筋面积减小
4.8HRB400,%=500-40=460mm,A=925mm2HRB500,%=500-40=460mm,A=765mm2随受拉钢筋强度增加,受拉钢筋面积减小
4.91M=
122.501kN mu2M—
128.777kN-mu3=
131.126kN-m4M=
131.126kN-mu
4.10a=45mm,=878mm2,选配3@20A=942mm
24.11a=a=40mm,=1104mm2,选配2@20+2@18A=1137mm2s s
4.121M=
121.882kN-mu2M=
214.169kN-mu
4.1314=822mm2,选配2@20+2@184=1137mm224=2167mm2,选配6@22A=2281mm
24.14a=60mm,A=2178mm2,选配6@22A=2281mm2s s第章受压构件
55.1f=
16.7N/mrn2,=410N/mm2,=400mm,h=400mm,=2718mm2,c选酉己8邨
225.2f=
19.1N/mm2,f;,=360N/mm2,A;=2818mm2,选配8#22c
5.3f=
16.7N/mm2,=410N/mm2,f=435N/mm2,=3800mm210^22,c yv螺旋箍筋为呼12@53,N=
4495.5kNou
5.4fc=
16.7N/mm2,f=435N/mm2,=410N/mm2,a—ar—40mm,y ss1大偏心受压,A;=635mm2,A,=555mm2;2大偏心受压,已知A=942mm2,3742=mm o
5.5=
19.1N/mm2,4=360N/mn,=360N/mm2,小偏心受压,拟定A=603mm2,J〃//,AJ=643mm2o
5.6f=
19.1N/mm2,f=435N/mm2,=410N/mm2,c y大偏心受压,J=
0.432,M=
948.42kN
5.7f=
16.7N/mm2,f=360N/mm2,f^=360N/mm2,对称配筋,大偏心受压,A=c yr s1371mm2o
5.8f=
16.7N/mm2,f=360N/mm2,=360N/mm2,c y对称配筋,小偏心受压,A=A[=760mm2s o
5.9f=
16.7N/mm2,f=435N/mm2,=410N/mm2,c y对称配筋,排架柱,大偏心受压,xh;A=A=915mm
295.10f=
16.7N/mm2,f=435N/mm2,f^=410N/mm2,c y,对称配筋,排架柱,小偏心受压,A=A=413mm2第章受拉构件
66.1h~
16.7N/mm2,f=300N/mm2,=300N/mm2,y小偏心受拉,A=933mm2,A=267mm
26.2f=
14.3N/mm2,f=360N/mm2,4=360N/mm2,c y大偏心受拉,A〈夕min〃丸,取A=308mm2,且工=24,\=2084mm2o第章构件斜截面受剪
77.1s—205mmA
7.24取40mm,1=
0.7853A
7.31=
0.675s
7.4取40mm J序号bxh mm混凝土强度等级8计算(s值)8实配(s值)1250x500C2594902250x500C301001003300x500C251041004250x600C
251281207.5支座边缘最大剪力截面取83250,并弯起20—根
7.6纵筋跨中A=2556mm2,支座处=2370mmA腹筋支座边缘箍筋3=
0.694,弯起工25一根
7.7此题纵筋类型不对,应改为HRB400级a取35mms8@200均布荷载设计值为69kN/m10@200均布荷载设计值为71kN/m由正截面承载力控制A
7.84取40mm,3=
0.783sA
7.94取35mm,3=
0.
58657.10a120mm,跨中截面A=5382mm1/4截面A=3752mm2J oJ可不用弯起筋则支座截面01,=
0.00695第章受扭构件
88.1保护层厚度c=20mm,a—a—40mm mm,Zz=%=400—40=360m》rV U箍筋双肢8@200顶部纵筋2@12+1@16A=427mm2s每侧面纵筋2@10A=157mm2s底部纵筋2f10A=157mn瓜一
8.24=4=40mm,%=500—40=460mm,h=h=460—100=360mmw f腹板箍筋双肢8@200腹板纵筋顶部纵筋2$10A=157mm2s每侧面纵筋2©10A=157mm2s底部纵筋2@12+1@18A=481mm2s翼缘受扭箍筋双肢8@200翼缘受扭纵筋4$10A=314mns第章正常使用阶段验算
99.1箍筋直径6mm,c=26mm,w=
0.15mmx
9.2箍筋直径6mm,c=26mm,vv=
0.21mms max
9.3箍筋直径6mm,c=26mm,w=
0.16mm,/=
14.5mms maxM=
100.600kN-m,A=780mm2,实配纵筋2a18+a20A=823mm2s
9.4箍筋直径6mm,q=26mm,w=
0.15mm,7=
13.7mmmaxM=
100.600kN-m,A=808mm2,实配纵筋2生18+生20A=823mns第章预应力混凝土构件
1010.1=
40.625N/mm2,cr=
42.39N/mm2,cr=
117.75N/mm2,/2/4%=
132.98N/mm2,
10.2cr=
42.39N/mm2,a=40N/mm2,T=
48.825N/mm2/2l3/4o-=
131.215N/mm2,^=
156.9N/mm2,=
288.115N/mm2ZI/5一-
3.7IN/mm2f=
2.4N/mm2,满足要求/k bpc=t-
4.8IN/mm20,满足要求^cq-^pc=A^=
811.97xl03N460kN,满足要求u
10.3预应力筋6|s
12.9低松弛钢绞线,4=
512.4mm2,曲线布置方程y=2芈/;非预应力筋受拉区、受压区各配HRB335级4012,4=4=452mm2;a,=
355.62N/mm2;=-
2.6N/mm2f=
2.4N/mm2,满足要求;/k—bpc tkf=/;-4=
12.23-
11.82=
0.41mm-^=35mm,满足要求。