1、鋼筋代碼種類彈性模量設(shè)計強度(MPa)標(biāo)準(zhǔn)強度(MPa)b(MPa)fsd或fpdfsd或fpdfsk或fpkC50及以下C55、C60C60、C701R2352.10E+05195.00195.00235.000.620.60.582HRB3352.00E+05280.00280.00335.000.560.540.523HRB400、KL4002.00E+05330.00330.00400.000.530.510.494精軋螺紋鋼筋2.00E+05650.00400.00785.000.400.380.365鋼絞線1.95E+051260.00390.001860.000.400.380.

2、36強度等級彈性模量(MPa)設(shè)計強度(MPa)標(biāo)準(zhǔn)強度(MPa)EcfcdftdfckftkC152.20E+046.900.8810.001.27C202.55E+049.201.0613.401.54C252.80E+0411.501.2316.701.78 C303.00E+0413.801.3920.102.01C353.15E+0416.101.5223.402.20C403.25E+0418.401.6526.802.40C453.35E+0420.501.7429.602.51C503.45E+0422.401.8332.402.65C553.55E+0424.401.8935

3、.502.74C603.60E+0426.501.9638.502.85C653.65E+0428.502.0241.502.93C703.70E+0430.502.0744.503.00C753.75E+0432.402.1047.403.05C803.80E+0434.602.1450.203.10C75、C800.35b工程名稱桂林北跨線橋(35+39+35)m連續(xù)梁檢算部位腹板正截面強度檢算Pass砼強度等級bhbihifcdbCcmcmcmcmMpa501352208682922.40.40699107.0受拉區(qū)鋼筋A(yù)sasfsd受壓區(qū)鋼筋A(yù)sasfsdcm2cmMpacm2cmMp

4、aHRB3352.013.9280HRB335280受拉區(qū)預(yù)應(yīng)力Apapfpd受壓區(qū)預(yù)應(yīng)力Apapfpd-pocm2cmMpacm2cmMpafpk=1860554.4028.31260fpk=785-700aah0XXbh0X2aMu0Md+pSpcmcmcmcmkN-mkN-m28.30.0191.773.73Passok118928.6114.8裂縫寬度檢算（鋼筋砼結(jié)構(gòu)）Ml(kN-m)Ms(kN-m)bf(cm)hf(cm)69.472.600C1C2C3dEsssfmaxmmMpaMpamm1.001.481.1516.00.020200000216.450.18工程名稱桂林北跨線橋

5、(35+39+35)m連續(xù)梁檢算部位腹板抗剪設(shè)計范圍Pass砼強度等級bh0提高系數(shù)ftdAs+Ap+ApbP=1000.051fcu,kbh00VdMpacmcmMpacm2kNkN501352101.001.830.000.0010223.79391.2斜截面抗剪強度Pass箍筋鋼筋代碼直徑肢數(shù)SvAsvfsvsv12mmcmcm2MpaHRB3351661012.12800.008940.901.25彎起鋼筋代碼直徑根數(shù)s或pAsb或Apbfsd或fpdsvsvminVsb或VpbVcsmm度cm2MpakNkNfpk=186013.31447200.11260pass2304.0939

6、1.20.05ftdbh0kN2464.331.10Vcs+Vsb+VpbkN11695.2腹板PassPass設(shè)計樁徑0r2清底系數(shù)m0修正系數(shù)k2RmKPakN/m3KPa0.80.00.00.500.702.00.0承臺底高程樁長樁端阻力樁側(cè)摩阻力容許承載力樁頭最大反力安全系數(shù)mmkNkNkNkN013.500.02726.42641.61030.02.56極限摩阻力層底高程摩阻力巖土層描述KPamkN-15-3.70-74.155.0-8.40345.1140.0-9.90280.4160.0-10.80192.3550.0-13.501982.70.00.00.00.00.00.00

7、.0起點里程終點里程超高段長度起點橫坡終點橫坡mmm%347.56740052.4333-2里程橫坡m%348.6502.90350.6502.71360.0001.81354.6502.32356.6502.13358.6501.94360.6501.75362.6501.56364.6501.37365.0101.34截面幾何參數(shù)計算附表計計算算截截面面26號單元 I 端面 短期效應(yīng)組合bihiAiyi內(nèi)內(nèi)力力 N(KN) V(KN) M(KN-M)11.0000.000m2m maxV1000.01000.01000.021.0000.2000.2000.100 minM1000.010

8、00.0-1000.030.4000.2000.0000.200截截面面幾幾何何特特性性主主應(yīng)應(yīng)力力40.4001.8000.6401.000A=(m2)1.040 maxVtp1tp1=-0.151.0001.8000.0001.800I=(m4)0.462cp1cp1=2.761.0002.0000.2001.900Y=(m)1.000tp2tp2=-0.970.0000.000h=(m)2.000cp2cp2=0.280.0000.000S01=(m3)0.180 minMtp1tp1=-0.990.0000.000S02=(m3)0.180cp1cp1=0.2100.0000.000B

9、=(m)0.400tp2tp2=-0.1110.0000.000NS=(KN/m)0.0cp2cp2=2.7120.0000.000b1=(m)1.000計 算 點 號 15130.0000.000計算點1 距下緣距離 1.800140.0000.000b2=(m)1.000計 算 點 號 22150.0000.000計算點2 距下緣距離 0.200160.0000.000SiIiAaiS0iS0m3m4m2m3m30.0200.1630.2000.1800.1800.0000.0000.2000.0000.1800.6400.1370.8400.0000.1800.0000.0000.8400.0000.1800.3800.1631.040-0.1800.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000