第八章-框架梁的配筋计算

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1、第八章-框架梁的配筋计算第八章框架梁配筋计算8.1计算方案确定l7200按梁跨度考虑:b,,,2400mmf33,按梁净距考虑:Sb,b，S,300，6600,6900mmnfn,h120f,,0.18按翼缘高度考虑:=700-35=665mm，>0.1hhf0h6650,2400mm故翼缘不受限制，取,bf22C30混凝土:;f,14.3N/mmf,1.43N/mmct,2N/mm梁内纵向钢筋选用选用HRB335级钢筋;==300;ff,,0.550yby,2N/mm箍筋采用HPB235级钢筋:==210ffyy''

2、'，，M,,fbfh，，h,h,1.0，14.3，2400，120，665,120/2,2491.63kN,mffuc10'中跨:b,2700/3,900mmf'''，，M,,fbfh，，h,h,1.0，14.3，900，120，465,120/2,625.49kN,mffuc10由此可判断所有梁截面属第一类T型截面支座按矩形截面，跨中按,型截面计算。配筋率要求:纵向受力筋:ρmin=45×ft/fy=45×1.43/300=0.215%(0.215%)取较大值0.215%2纵向受拉钢筋最小配筋率:0.215%×300

3、×700=452mm8.2梁的抗弯承载力配筋计算:所有截面均采用表格法计算，计算表格及结果如下:层实配钢筋,(%)M/(kN,m),b(b)/mmAh,2f0/mmss/mm次截面A95.583006650.05040.05174924ф16(804)0.38支座B左99.73006650.05250.0545144ф16(804)0.385AB跨间128.1124006650.00840.00846394ф16(804)0.38支座B右65.383004650.07050.07324874ф16(804)0.54BC

4、跨间44.959004650.01620.01633254ф16(804)0.54A175.763006650.09260.09738804ф18(1017)0.48支座B左158.933006650.08380.08768334ф18(1017)0.484AB跨间103.09224006650.00680.00685174ф16(804)0.38支座B右83.743004650.09030.09486304ф18(1017)0.68BC跨间21.349004650.00770.00771544ф16(804)0.54

5、A236.243006650.12450.133412694ф20(1256)0.60支座B左206.213006650.10870.115410974ф20(1256)0.603AB跨间102.8424006650.00680.00685174ф16(804)0.38支座B右115.483004650.12450.13348284ф20(1256)0.84BC跨间22.759004650.00820.00821644ф16(804)0.54A284.613006650.150.163315534ф22(1520)0.

6、72支座B左251.633006650.13260.142813584ф22(1520)0.722AB跨间102.29124006650.00670.00675104ф16(804)0.38支座B右143.033004650.15420.168411204ф22(1520)1.01BC跨间40.729004650.01460.01472934ф16(804)0.54A306.913006650.16180.177616894ф25(1964)0.94支1座B左272.153006650.14350.155614804ф

7、25(1964)0.94AB跨间116.12524006650.00770.00775864ф16(804)0.38支座B右163.283004650.1760.19512974ф25(1964)1.31BC跨间29.729004650.01070.01082154ф16(804)0.548.4梁的斜截面配筋计算斜截面配筋计算表:AV0.7fbhsc0,,V/kN0.2,fbh/kNbcc0s1.25fh层次截面实配钢筋加密区yv05A、B左132.388570.57<0双肢φ8@200(0.168)双肢φ8@100(

8、0.336)B右30.195398.97<0双肢φ8@200(0.168)双肢φ8@100(0.336)4A、B左135.616570.57<0双肢φ8@200(0.168)双肢φ8@100(0.336)B右25.333398.97<0双肢φ8@200(0.168)双肢φ8@100(0.336)3A、B左134.34570.57<