水電站主廠房排架柱配筋計(jì)算

1、 圖2.7-1動(dòng)態(tài)分布系數(shù)取值原則圖g重力加速度：g=9.81m/s2運(yùn)行基本地震工況下：上游柱地震慣性力：廠axxGxa0.21x9.81m/s2x0.25x84.83kNx2F=e一=8.907kNsg9.81m/s2下游柱地震慣性力：廠axxGxa0.21x9.81m/s2x0.25x75.99kNx2F=e=7.979kNxg9.81m/s2最大設(shè)計(jì)地震工況下：上游柱地震慣性力：廠axxGxa0.32x9.81m/s2x0.25x84.83kNx2F=he=13.573kNsg9.81m/s2下游柱地震慣性力：廠axxGxa0.32x9.81m/s2x0.25x75.99kNx2F=t

2、e=12.158kNxg9.81m/s22.8全部荷載作用簡(jiǎn)圖見(jiàn)圖2.8-1P4P3P4P3圖2.8-1全部荷載作用簡(jiǎn)圖3內(nèi)力計(jì)算內(nèi)力計(jì)算選取上游上柱柱底截面、上游柱牛腿處截面、下游柱下柱柱底截面為代表，其他截面同理計(jì)算，本算稿不再列出。3.1上游柱上柱柱底截面柱自重:G=26.28kN1s屋面恒載：P=97.17kN3柱頂圈梁重：P=35.84kN1屋面活載：P=32.39kN4風(fēng)荷載水平集中力：F=4.154kN風(fēng)荷載均布荷載：q=2.124kN/m吊車(chē)橫向荷載：T=16.72kNmax柱高：l=4.672m計(jì)算簡(jiǎn)圖如圖3.1-1P3P1FsG1s:FsG1s:寸1116.312工Tmax

3、圖3.1-1上游柱上柱柱底截面計(jì)算簡(jiǎn)圖軸力：N=1.05P+1.05P+1.2P+1.05G1341s=1.05x35.84kN+1.05x97.17kN+1.2x32.39kN+1.05x26.28kN=206.12kN彎矩：M=1.2Fxl+-x1.2qx12+1.1Tx0.725mw21max=1.2x4.154kNx4.672m+2x1.2x2.124kN/mx(4.672m)21.1x16.72kNx0.725m=64.44kNm3.2柱自重：G=26.28柱自重：G=26.28kN、G=18.5kN柱頂圈梁重1s2s屋面恒載：P=97.17kN3風(fēng)荷載水平集中力：F=4.154kN

4、w吊車(chē)橫向荷載：T=16.72kNmax屋面活載：風(fēng)荷載均布荷載：q1吊車(chē)梁荷載：P=35.84kN1P=32.39kN4=2.124kN/mP=53.56kN5吊車(chē)豎向荷載：。=233.1kNmax柱高：l=L+h=4.672+1.3=5.972m1snt計(jì)算簡(jiǎn)圖如圖3.2-1PPFF圖3.2-1上游柱牛腿處截面計(jì)算簡(jiǎn)圖PPFF圖3.2-1上游柱牛腿處截面計(jì)算簡(jiǎn)圖軸力：N=1.05P+1.05P+1.2P+1.05P+1.05G+1.05G+1.1D13451s2smax=1.05x35.84kN+1.05x97.17kN+1.2x32.39kN+1.05x53.56kN+1.05x26.2

5、8kN+1.05x18.5kN+1.1x233.1kN=538.2kN彎矩：TOC o 1-5 h zM=-1.05(G+P+P)x0.175m1.2Px0.175m+1.05Gx0.175m1s1342s+1.1Dx0.4m+1.05Px0.4m+1.1Tx2.205m+1.2Fxlmax5maxw4.772m+x1.2xqx4.772mxlx(2)1lM=-1.05x(26.28kN+35.84kN+97.17kN)x0.175m-1.2x32.39kNx0.175m+1.05x18.5kNx0.175m+1.1x233.1kNx0.4m+1.05x53.56kNx0.4m+1.1x16.

6、72kNx2.025m14772m+1.2x4.154kNx5.972m+x1.2x2.124kN/mx4.772mx5.972mx(2)25.972m=203.0kNm3.3下游柱下柱柱底截面說(shuō)明：經(jīng)計(jì)算，當(dāng)以最大輪壓作用在下游排架柱牛腿上且下游墻為迎風(fēng)面時(shí)，下游柱柱底截面的彎矩仍彎向下游，彎矩值為-13.06kN，較小，故對(duì)下游柱柱底截面，不存在彎矩彎向上游的最不利荷載組合，以下計(jì)算考慮彎矩彎向下游的最不利荷載組合。柱自重:G=17.438kN、G=18.5kN、1x2x柱頂圈梁重：p=35.84kN1屋面恒載：p=97.17kN3風(fēng)荷載水平集中力：F=4.154kNw吊車(chē)橫向荷載：T=1

7、6.72kNmax吊車(chē)豎向荷載：d=64.62kNmin柱高：l=8.405mG=40.05G=40.05kN3x柱間聯(lián)系梁重：P=38.48kN2屋面活載：P=32.39kN4風(fēng)荷載均布荷載：q=1.327kN/m2吊車(chē)梁荷載：P=53.56kN5尾水啟閉機(jī)荷載：P=121.87kN軸力：彎矩：圖3.3-1下游柱下柱柱底截面計(jì)算簡(jiǎn)圖N=1.05P+1.05P+1.05P+1.2P+1.05P+1.05G123451x+1.05G+1.05G+1.1D+1.1P2x3xmin6=1.05x35.84kN+1.05x38.48kN+1.05x97.17kN+1.2x32.39kN+1.05x53

8、.56kN+1.05x17.438kN+1.05x18.5kN+1.05x40.05kN+1.1x64.62kN+1.1x121.87kN=560.1kNTOC o 1-5 h zM=1.05(GG+P+P)x0.175m+1.05Px0.2m1x2x132+1.2Px0.175m1.1Dx0.4m1.05Px0.4m+1.1Tx6.030m4min5max+1.2Fxl+-x1.2qx12+1.1Px2.55mw226M=1.05x(17.438kN-18.5kN+35.84kN+97.17kN)x0.175m+1.05x38.48kNx0.2m+1.2x32.39kNx0.175m-1.1

9、x64.62kNx0.4m1.05x53.56kNx0.4m+1.1x16.72kNx6.030m+1.2x4.154kNx8.405m+2x1.2x1.327kN/mx(8.405m)2+1.1x121.87kNx2.55m=539.2kNm3.4內(nèi)力計(jì)算成果匯總根據(jù)3.1-3.3節(jié)三個(gè)代表截面的內(nèi)計(jì)算方法，可計(jì)算出其他三個(gè)截面的內(nèi)力值，內(nèi)力計(jì)算成果匯總?cè)绫?.4-1表3.4-1各截面內(nèi)力計(jì)算成果匯總表截面軸力值（kN）彎矩值（kN-m）上游柱上柱柱底截面206.164.44上游柱牛腿處截面538.2203.0上游柱下柱柱底截面620.7337.3下游柱上柱柱底截面196.836.44下游柱

10、牛腿處截面518.1404.7下游柱下柱柱底截面560.1539.24配筋計(jì)算在配筋計(jì)算中，考慮廠房排架柱風(fēng)荷載及吊車(chē)輪壓荷載下上下游程對(duì)等狀態(tài)，故排架柱采用上游面及下游面對(duì)稱(chēng)配筋（A=T）。ss排架柱各截面配筋計(jì)算根據(jù)內(nèi)力計(jì)成果，可對(duì)每個(gè)截面計(jì)算配筋，本算稿以軸力值與彎矩值均較大的下游柱下柱柱底截面為例，展示其配筋過(guò)程，其他截面配筋計(jì)算原理相同，本算稿不予一一例出。4.1.1下游柱柱底截面配筋計(jì)算吊車(chē)梁高程以上排架柱尺寸:bxh=500mmx450mm,吊車(chē)梁高程以下排架柱尺寸:bxh=500mmx800mm。排架柱混凝土保護(hù)層厚度:c=30mm，受描鋼筋合力點(diǎn)至截面受拉邊緣的距離：a=40

11、mm，受壓鋼筋合力點(diǎn)至截面受壓邊緣的；距離：a，=40mm?；?吐強(qiáng)度等級(jí)采用C25，混;凝土強(qiáng)度設(shè)計(jì)值：f=11.9N/mm2c現(xiàn)場(chǎng)采購(gòu)鋼筋SANS920：2005450MPa強(qiáng)度設(shè)計(jì)值：f=f=405N/mm2，其對(duì)應(yīng)的最小配筋率為：p=0.2%，相對(duì)界限受壓區(qū)yymin3_0-83_0-8計(jì)算高度：Cb=；T1+0.0033E=0.496405N/mm31+0.0033x2x105N/mm3結(jié)構(gòu)安全級(jí)別為口級(jí)，結(jié)構(gòu)重要性系數(shù)：Y=1.0，正常運(yùn)行期為持久狀況，o所以設(shè)計(jì)狀況系數(shù)：W=1.0，結(jié)構(gòu)系數(shù)：Y=1.20,令K=yYV=1.2。dd0內(nèi)力計(jì)算值：N=560.1kN,M=539.2

12、kN-m截面有效高度：h=h一a=800mm一40mm=760mm0排架柱計(jì)算長(zhǎng)度：l=2l=2x8.405m=16.81m=16810mm0l0=16810=21.0128，需要考慮縱向彎曲的影響h800偏心距計(jì)算：e0M_539200N560.1h760=963mm0-=25mm3030故按實(shí)際偏心距e二963mm計(jì)算。0計(jì)算偏心矩增大系數(shù)：考慮截面應(yīng)變對(duì)截面曲率的影響系數(shù)：0.5fA0.5義11.9義500*800KN1.2義560100=3.541，取C=1考慮構(gòu)件長(zhǎng)細(xì)比對(duì)截面曲率的影響系數(shù)：C=1.15-0.01=1.15-0.01x21.012=0.942h故偏心矩增大系數(shù)n為：1n=1+e1400一0h01400 xlx21.0122x1x0.94=1.234963760判斷大小偏心ne=1.234x96