預(yù)應(yīng)力錨固區(qū)驗算詳細(xì)計算書

預(yù)應(yīng)力錨固區(qū)驗算詳細(xì)計算書 A、B類齒塊構(gòu)造A、B類齒塊計算參數(shù)一、驗算結(jié)果1.根據(jù)規(guī)范第8.2.6-1條和8.2.1條驗算錨下劈裂區(qū)拉力：OK2.根據(jù)規(guī)范第8.2.6-2條和8.2.1條驗算齒塊懸臂根部區(qū)拉力：OK3.根據(jù)規(guī)范第8.2.6-3條和8.2.1條驗算錨后牽拉區(qū)拉力：OK4.根據(jù)規(guī)范第8.2.6-4條和8.2.1條驗算邊緣局部彎曲區(qū)拉力：OK5.根據(jù)規(guī)范第8.2.6-5條和8.2.1條驗算徑向作用區(qū)拉力：OK二、詳細(xì)驗算過程1.根據(jù)規(guī)范第8.2.6-1條計算錨下劈裂區(qū)的拉力設(shè)計值Tb,d：Tb,d=0.25*Pd*(1-a/(2*d))=0.25*3909124.800*(1-700.000/(2*400.000))=122160.150N根據(jù)規(guī)范8.2.1條計算拉桿承載力設(shè)計值RT,d：RT,d=fsd*As=330.000*6284.000=2073720.000N由于γ0*Tb,d=1.100*122160.150=134376.165≤RT,d=2073720.000N故,錨下劈裂區(qū)拉力驗算滿足規(guī)范要求,OK！2.根據(jù)規(guī)范第8.2.6-2條計算齒塊懸臂根部區(qū)拉力設(shè)計值Ts,d：Ts,d=0.04*Pd=0.04*3909124.800=156364.992N根據(jù)規(guī)范8.2.1條計算拉桿承載力設(shè)計值RT,d：RT,d=fsd*As=330.000*3770.400=1244232.000N由于γ0*Ts,d=1.100*156364.992=172001.491≤RT,d=1244232.000N故,齒塊懸臂根部區(qū)拉力驗算滿足規(guī)范要求,OK！3.根據(jù)規(guī)范第8.2.6-3條計算錨后牽拉區(qū)拉力設(shè)計值Ttb,d：Ttb,d=0.20*Pd=0.20*3909124.800=781824.960N根據(jù)規(guī)范8.2.1條計算拉桿承載力設(shè)計值RT,d：RT,d=fsd*As=330.000*5027.200=1658976.000N由于γ0*Ttb,d=1.100*781824.960=860007.456≤RT,d=1658976.000N故,錨后牽拉區(qū)拉力驗算滿足規(guī)范要求,OK！4.根據(jù)規(guī)范第8.2.6-4條計算邊緣局部彎曲區(qū)拉力設(shè)計值Tet,d：Tet,d=(2*e-d)^2*Pd/(12*e*(e+d))=(2*1000.000-400.000)^2*3909124.800/(12*1000.000*(1000.000+400.000))=595676.160N根據(jù)規(guī)范8.2.1條計算拉桿承載力設(shè)計值RT,d：RT,d=fsd*As=330.000*5027.200=1658976.000N由于γ0*Tet,d=1.100*595676.160=655243.776≤RT,d=1658976.000N故,邊緣局部彎曲區(qū)拉力驗算滿足規(guī)范要求,OK！5.根據(jù)規(guī)范第8.2.6-5條計算徑向作用區(qū)拉力設(shè)計值Tr,d：Tr,d=Pd*α=3909124.800*16.000*pi()/180=1091633.578N根據(jù)規(guī)范8.2.1條計算拉桿承載力設(shè)計值RT,d：RT,d=fsd*As=330.000*6284.000=2073720.000N由于γ0*Tr,d=1.100*1091633.578=1200796.936≤RT,d=2073720.000N故,徑向作用區(qū)拉力驗算滿足規(guī)范要求,OK！C、D類齒塊構(gòu)造

C、D類齒塊計算參數(shù)一、驗算結(jié)果1.根據(jù)規(guī)范第8.2.6-1條和8.2.1條驗算錨下劈裂區(qū)拉力：OK2.根據(jù)規(guī)范第8.2.6-2條和8.2.1條驗算齒塊懸臂根部區(qū)拉力：OK3.根據(jù)規(guī)范第8.2.6-3條和8.2.1條驗算錨后牽拉區(qū)拉力：OK4.根據(jù)規(guī)范第8.2.6-4條和8.2.1條驗算邊緣局部彎曲區(qū)拉力：OK5.根據(jù)規(guī)范第8.2.6-5條和8.2.1條驗算徑向作用區(qū)拉力：OK二、詳細(xì)驗算過程1.根據(jù)規(guī)范第8.2.6-1條計算錨下劈裂區(qū)的拉力設(shè)計值Tb,d：Tb,d=0.25*Pd*(1-a/(2*d))=0.25*3909124.800*(1-900.000/(2*350.000))=-279223.200N根據(jù)規(guī)范8.2.1條計算拉桿承載力設(shè)計值RT,d：RT,d=fsd*As=330.000*6284.000=2073720.000N由于γ0*Tb,d=1.100*-279223.200=-307145.520≤RT,d=2073720.000N故,錨下劈裂區(qū)拉力驗算滿足規(guī)范要求,OK！2.根據(jù)規(guī)范第8.2.6-2條計算齒塊懸臂根部區(qū)拉力設(shè)計值Ts,d：Ts,d=0.04*Pd=0.04*3909124.800=156364.992N根據(jù)規(guī)范8.2.1條計算拉桿承載力設(shè)計值RT,d：RT,d=fsd*As=330.000*3770.400=1244232.000N由于γ0*Ts,d=1.100*156364.992=172001.491≤RT,d=1244232.000N故,齒塊懸臂根部區(qū)拉力驗算滿足規(guī)范要求,OK！3.根據(jù)規(guī)范第8.2.6-3條計算錨后牽拉區(qū)拉力設(shè)計值Ttb,d：Ttb,d=0.20*Pd=0.20*3909124.800=781824.960N根據(jù)規(guī)范8.2.1條計算拉桿承載力設(shè)計值RT,d：RT,d=fsd*As=330.000*5027.200=1658976.000N由于γ0*Ttb,d=1.100*781824.960=860007.456≤RT,d=1658976.000N故,錨后牽拉區(qū)拉力驗算滿足規(guī)范要求,OK！4.根據(jù)規(guī)范第8.2.6-4條計算邊緣局部彎曲區(qū)拉力設(shè)計值Tet,d：Tet,d=(2*e-d)^2*Pd/(12*e*(e+d))=(2*670.000-350.000)^2*3909124.800/(12*670.000*(670.000+350.000))=467190.179N根據(jù)規(guī)范8.2.1條計算拉桿承載力設(shè)計值RT,d：RT,d=fsd*As=330.000*5027.200=1658976.000N由于γ0*Tet,d=1.100*467190.179=513909.196≤RT,d=1658976.000N故,邊緣局部彎曲區(qū)拉力驗算滿足規(guī)范要求,OK！5.根據(jù)規(guī)范第8.2.6-5條計算徑向作用區(qū)拉力設(shè)計值Tr,d：Tr,d=Pd*α=3909124.800*21.000*pi()/180=1432769.071N根據(jù)規(guī)范8.2.1條計算拉桿承載力設(shè)計值RT,d：RT,d=fsd*As=330.000*6284.000=2073720.000N由于γ0*Tr,d=1.100*1432769.071=1576045.978≤RT,d=2073720.000N故,徑向作用區(qū)拉力驗算滿足規(guī)范要求,OK！E類齒塊構(gòu)造E類齒塊計算參數(shù)一、驗算結(jié)果1.根據(jù)規(guī)范第8.2.6-1條和8.2.1條驗算錨下劈裂區(qū)拉力：OK2.根據(jù)規(guī)范第8.2.6-2條和8.2.1條驗算齒塊懸臂根部區(qū)拉力：OK3.根據(jù)規(guī)范第8.2.6-3條和8.2.1條驗算錨后牽拉區(qū)拉力：OK4.根據(jù)規(guī)范第8.2.6-4條和8.2.1條驗算邊緣局部彎曲區(qū)拉力：OK5.根據(jù)規(guī)范第8.2.6-5條和8.2.1條驗算徑向作用區(qū)拉力：OK二、詳細(xì)驗算過程1.根據(jù)規(guī)范第8.2.6-1條計算錨下劈裂區(qū)的拉力設(shè)計值Tb,d：Tb,d=0.25*Pd*(1-a/(2*d))=0.25*7818249.600*(1-1350.000/(2*350.000))=-1814950.800N根據(jù)規(guī)范8.2.1條計算拉桿承載力設(shè)計值RT,d：RT,d=fsd*As=330.000*6284.000=2073720.000N由于γ0*Tb,d=1.100*-1814950.800=-1996445.880≤RT,d=2073720.000N故,錨下劈裂區(qū)拉力驗算滿足規(guī)范要求,OK！2.根據(jù)規(guī)范第8.2.6-2條計算齒塊懸臂根部區(qū)拉力設(shè)計值Ts,d：Ts,d=0.04*Pd=0.04*7818249.600=312729.984N根據(jù)規(guī)范8.2.1條計算拉桿承載力設(shè)計值RT,d：RT,d=fsd*As=330.000*3770.400=1244232.000N由于γ0*Ts,d=1.100*312729.984=344002.982≤RT,d=1244232.000N故,齒塊懸臂根部區(qū)拉力驗算滿足規(guī)范要求,OK！3.根據(jù)規(guī)范第8.2.6-3條計算錨后牽拉區(qū)拉力設(shè)計值Ttb,d：Ttb,d=0.20*Pd=0.20*7818249.600=1563649.920N根據(jù)規(guī)范8.2.1條計算拉桿承載力設(shè)計值RT,d：RT,d=fsd*As=330.000*8797.600=2903208.000N由于γ0*Ttb,d=1.100*1563649.920=1720014.912≤RT,d=2903208.000N故,錨后牽拉區(qū)拉力驗算滿足規(guī)范要求,OK！4.根據(jù)規(guī)范第8.2.6-4條計算邊緣局部彎曲區(qū)拉力設(shè)計值Tet,d：Tet,d=(2*e-d)^2*Pd/(12*e*(e+d))=(2*670.000-350.000)^2*7818249.600/(12*670.000*(670.000+350.000))=934380.357N根據(jù)規(guī)范8.2.1條計算拉桿承載力設(shè)計值RT,d：RT,d=fsd*As=330.000*5027.200=1658976.000N由于γ0*Tet,d=1.100*934380.357=1027818.393≤RT,d=1658976.000N故,邊緣局部彎曲區(qū)拉力驗算滿足規(guī)范要求,OK！5.根據(jù)規(guī)范第8.2.6-5條計算徑向作用區(qū)拉力設(shè)計值Tr,d：Tr,d=Pd*α=7818249.600*21.510*pi()/180=2935129.783N根據(jù)規(guī)范8.2.1條計算拉桿承載力設(shè)計值RT,d：RT,d=fsd*As=330.000*11663.800=3849054.000N由于γ0*Tr,d=1.100*2935129.783=3228642.761≤RT,d=3849054.000N故,徑向作用區(qū)拉力驗算滿足規(guī)范要求,OK！邊跨腹板封錨構(gòu)造邊跨腹板封錨計算參數(shù)一、驗算結(jié)果1.根據(jù)規(guī)范第8.2.2-1條和8.2.1條驗算錨下劈裂力：OK2.根據(jù)規(guī)范第8.2.3條和8.2.1條驗算錨固面邊緣剝裂力：OK3.根據(jù)規(guī)范第8.2.5條和8.2.1條驗算受拉側(cè)邊緣拉力：OK二、詳細(xì)驗算過程1.根據(jù)規(guī)范第8.2.2-1條計算錨下劈裂力設(shè)計值Tb,d：Tb,d=0.25*Pd*(1+γ)^2*(1-γ-a/h)+0.5*Pd*|sinα|=0.25*3573600.000*(1+0.427)^2*(1-0.427-380.000/4000.000)+0.5*3573600.000*|sin15.000°|=1332262.315N根據(jù)規(guī)范8.2.1條計算拉桿承載力設(shè)計值RT,d：RT,d=fsd*As=330.000*4826.400=1592712.000N由于γ0*Tb,d=1.100*1332262.315=1465488.547≤RT,d=1592712.000N故,錨下劈裂力驗算滿足規(guī)范要求,OK！2.根據(jù)規(guī)范第8.2.3條計算錨固面邊緣剝裂力Ts,d：由于故,Ts,d=0.02*Pdi=0.02*3573600.000=71472.000根據(jù)規(guī)范8.2.1條計算拉桿承載力設(shè)計值RT,d：RT,d=fsd*As=330.000*3770.400=1244232.000N由于γ0*Ts,d=1.100*71472.000=78619.200≤RT,d=1244232.000N故,錨固面邊緣剝裂力驗算滿足規(guī)范要求,OK！3.根據(jù)規(guī)范第8.2.5條