主跨橋面板縱向及中橫梁計算(最新0325)

1、一、中橫梁結(jié)構(gòu)計算1.1結(jié)構(gòu)描述橫梁結(jié)構(gòu)圖如下圖所示：1.2計算圖式及荷載計算中橫梁計算模型如下圖所示：中橫梁跨中計算截面如下圖所示：橫梁順橋向影響線及布載如下：橋面鋪裝及板梁自重:q1=6.767*1.4*26+（5.84-1.33）*4.85*26+0.1*6.5*6.25*24/9.5=96.0kN/m人行道結(jié)構(gòu)及管線荷載按集中力加載： P1=(0.38*25+3)*6.25=78.1 kN3）人群荷載：qr=2.4kN/，P人=2.4*1.5*6.5=22.5kN4）汽車：城B級車輛荷載 Pk=70kN，沖擊系數(shù)1+1.31.3正截面強(qiáng)度檢算跨中彎矩及支點(diǎn)剪力計算:橋面鋪裝及板梁自重作

2、用：M1=96.0*13.18=1265.3kN*mV1=96.0*9.5/2=466 kN人行道結(jié)構(gòu)及管線作用：M2=78.1*1.15=89.8kN*mV1=78.1 kN恒載合計：M恒=1355.1 kN*m V恒=544.1 kN*m人群荷載：M人=22.5*1.15=25.9 kN *mV人=22.5 kN汽車荷載：M汽=70*(5.15+3.35)/10.3*5.15*1.77=526.6kN*mV汽=70*(6.1+7.9)*1.77/10.3=168.4kN作用效應(yīng)組合：基本組合0Md=1.1*（1.2*1355.1+1.4*1.3*526.6+0.8*1.4*25.9）=28

3、74.9kN*m0Vd=1.1*（1.2*544.1+1.4*1.3*168.4+0.8*1.4*22.5）=1083.1kN*m短效組合Ms=1355.1+0.7*526.6+25.9=1777.3kN-m長效組合Ml=1355.1+0.4*526.6+0.4*25.9=1603.8kN-m鋼筋布置：橫梁范圍配雙層2510cm，共2*10束，翼緣配259cm，共18束受拉區(qū)普通鋼筋序號直徑每束根數(shù)束數(shù)asAs換算直徑mmcmcm2mm1251288137.44 25.0 2251101249.09 25.0 3121283.231.67 12.0 40.00 0.0 50.00 0.0 8.

4、2 218.20 25.0 工程名稱巴溪洲中橫梁計算檢算部位跨中截面正截面強(qiáng)度檢算Pass砼強(qiáng)度等級bhbihifcdbCcmcmcmcmMpa40100653251818.40.56 61095.8 受拉區(qū)鋼筋A(yù)sasfsd受壓區(qū)鋼筋A(yù)sasfsdcm2cmMpacm2cmMpaHRB335218.20 8.2 280HRB3350.00 0.0 280受拉區(qū)預(yù)應(yīng)力Apapfpd受壓區(qū)預(yù)應(yīng)力Apapfpd-pocm2cmMpacm2cmMpafpk=18600.00 0.0 1260fpk=186000700aah0XXbh0X2aMu0Md+pSpcmcmcmcmkN-mkN-m8.2 0

5、.0 56.8 10.22 Passok3157.9 2874.9 裂縫寬度檢算（鋼筋砼結(jié)構(gòu)）Ml(kN-m)Ms(kN-m)bf(cm)hf(cm)1603.8 1777.3 26513C1C2C3dEsssfmaxmmMpaMpamm1.00 1.45 1.15 25.0 0.020 200000164.84 0.16 1.4斜截面抗剪檢算： 工程名稱巴溪洲中橫梁計算檢算部位支點(diǎn)截面抗剪設(shè)計范圍Pass砼強(qiáng)度等級bh0提高系數(shù)ftdAs+Ap+ApbP=1000.051fcu,kbh00Vd0.05ftdbh0MpacmcmMpacm2kNkNkN4010049.71.25 1.65218

6、.20 2.50 1603.1 1083.1 389.5 斜截面抗剪強(qiáng)度Pass箍筋鋼筋代碼直徑肢數(shù)SvAsvfsvsv123mmcmcm2MpaHRB335126106.8 2800.00679 1.00 1.00 1.10 彎起鋼筋代碼直徑根數(shù)s或pAsb或Apbfsd或fpdsvsvminVsb或VpbVcsVcs+Vsb+Vpbmm度cm2MpakNkNkNHRB3350450.0 280pass0.0 1595.5 1595.5 二、端橫梁結(jié)構(gòu)計算2.1荷載計算內(nèi)力計算：端橫梁恒載及人群荷載偏安全的取中橫梁計算荷載的0.42倍?？缰袕澗丶爸c(diǎn)剪力計算:恒載合計：M恒=1355.1*0

7、.42 =569.1kN*m V恒=544.1*0.42= 228.5kN*m人群荷載：M人=22.5*1.15*0.42=10.9kN *mV人=22.5*0.42 =9.5kN汽車荷載：M汽=70*(5.15+3.35)/10.3*5.15*1.72=511.7kN*mV汽=70*(6.1+7.9)*1.72/10.3=163.6kN作用效應(yīng)組合：基本組合0Md=1.1*（1.2*569.1+1.4*1.3*511.7+0.8*1.4*10.9）=1789.1*m0Vd=1.1*（1.2*228.5+1.4*1.3*163.6+0.8*1.4*9.5）=582.6kN*m短效組合Ms=56

8、9.1+0.7*511.7+10.9=938.2kN-m長效組合Ml=569.1+0.4*511.7+0.4*10.9=778.1kN-m2.2正截面強(qiáng)度檢算鋼筋布置：橫梁范圍配雙層2510cm，共2*5束，翼緣配259cm，共12束受拉區(qū)普通鋼筋序號直徑每束根數(shù)束數(shù)asAs換算直徑mmcmcm2mm125117883.45 25.0 2251101249.09 25.0 3121173.219.23 12.0 40.00 0.0 50.00 0.0 8.7 151.76 25.0 工程名稱巴溪洲中橫梁計算檢算部位跨中截面正截面強(qiáng)度檢算Pass砼強(qiáng)度等級bhbihifcdbCcmcmcmcmM

9、pa405065162.51818.40.56 35621.3 受拉區(qū)鋼筋A(yù)sasfsd受壓區(qū)鋼筋A(yù)sasfsdcm2cmMpacm2cmMpaHRB335127.22 8.0 280HRB3350.00 0.0 280受拉區(qū)預(yù)應(yīng)力Apapfpd受壓區(qū)預(yù)應(yīng)力Apapfpd-pocm2cmMpacm2cmMpafpk=18600.00 0.0 1260fpk=186000700aah0XXbh0X2aMu0Md+pSpcmcmcmcmkN-mkN-m8.0 0.0 57.0 11.91 Passok1816.6 1789.1 裂縫寬度檢算（鋼筋砼結(jié)構(gòu)）Ml(kN-m)Ms(kN-m)bf(cm)

10、hf(cm)778.1 938.2 26513C1C2C3dEsssfmaxmmMpaMpamm1.00 1.41 1.15 25.0 0.020 200000148.83 0.14 2.3斜截面強(qiáng)度檢算工程名稱巴溪洲中橫梁計算檢算部位支點(diǎn)截面抗剪設(shè)計范圍Pass砼強(qiáng)度等級bh0提高系數(shù)ftdAs+Ap+ApbP=1000.051fcu,kbh00Vd0.05ftdbh0MpacmcmMpacm2kNkNkN405049.91.25 1.65127.22 2.50 804.8 582.6 195.5 斜截面抗剪強(qiáng)度Pass箍筋鋼筋代碼直徑肢數(shù)SvAsvfsvsv123mmcmcm2MpaHRB

11、335123103.4 2800.00679 1.00 1.00 1.10 彎起鋼筋代碼直徑根數(shù)s或pAsb或Apbfsd或fpdsvsvminVsb或VpbVcsVcs+Vsb+Vpbmm度cm2MpakNkNkNHRB3350450.0 280pass0.0 801.0 801.0 三、橋面板配筋計算3.1正截面強(qiáng)度檢算橋面板配筋（由midas讀出最大彎矩組合設(shè)計值）梁底配筋：配208cm，共119束。受拉區(qū)普通鋼筋序號直徑每束根數(shù)束數(shù)asAs換算直徑mmcmcm2mm12011195373.85 20.0 200000.00 0.0 30.00 0.0 40.00 0.0 50.00 0

12、.0 5.0 373.85 20.0 工程名稱巴溪洲橋面板計算檢算部位截面（正彎矩）正截面強(qiáng)度檢算Pass砼強(qiáng)度等級bhbihifcdbCcmcmcmcmMpa4043061.59501718.40.56 104677.9 受拉區(qū)鋼筋A(yù)sasfsd受壓區(qū)鋼筋A(yù)sasfsdcm2cmMpacm2cmMpaHRB335373.85 5.0 280HRB3350.00 0.0 280受拉區(qū)預(yù)應(yīng)力Apapfpd受壓區(qū)預(yù)應(yīng)力Apapfpd-pocm2cmMpacm2cmMpafpk=18600.00 0.0 1260fpk=186000700aah0XXbh0X2aMu0Md+pSpcmcmcmcmkN

13、-mkN-m5.0 0.0 56.5 5.99 Passok5600.9 4992.6 裂縫寬度檢算（鋼筋砼結(jié)構(gòu)）Ml(kN-m)Ms(kN-m)bf(cm)hf(cm)1897.4 2774.1 95013.7C1C2C3dEsssfmaxmmMpaMpamm1.00 1.34 1.15 20.0 0.012 200000150.96 0.15 梁頂配筋：配208cm，共119束。受拉區(qū)普通鋼筋序號直徑每束根數(shù)束數(shù)asAs換算直徑mmcmcm2mm12011195373.85 20.0 200000.00 0.0 30.00 0.0 40.00 0.0 50.00 0.0 5.0 373.8

14、5 20.0 工程名稱巴溪洲橋面板計算檢算部位截面（負(fù)彎矩）正截面強(qiáng)度檢算Pass砼強(qiáng)度等級bhbihifcdbCcmcmcmcmMpa4043061.59501318.40.56 104677.9 受拉區(qū)鋼筋A(yù)sasfsd受壓區(qū)鋼筋A(yù)sasfsdcm2cmMpacm2cmMpaHRB335373.85 5.0 280HRB3350.00 0.0 280受拉區(qū)預(yù)應(yīng)力Apapfpd受壓區(qū)預(yù)應(yīng)力Apapfpd-pocm2cmMpacm2cmMpafpk=18600.00 0.0 1260fpk=186000700aah0XXbh0X2aMu0Md+pSpcmcmcmcmkN-mkN-m5.0 0.

15、0 56.5 5.99 Passok5600.9 3543.0 裂縫寬度檢算（鋼筋砼結(jié)構(gòu)）Ml(kN-m)Ms(kN-m)bf(cm)hf(cm)1921.4 2400.8 95017C1C2C3dEsssfmaxmmMpaMpamm1.00 1.40 1.15 20.0 0.011 200000130.64 0.13 3.2斜截面強(qiáng)度檢算箍筋配筋：配16肢1220cm工程名稱巴溪洲橋面板計算檢算部位截面38-j抗剪設(shè)計范圍Pass砼強(qiáng)度等級bh0提高系數(shù)ftdAs+Ap+ApbP=1000.051fcu,kbh00Vd0.05ftdbh0MpacmcmMpacm2kNkNkN4043056.5