承台计算书

13承台计算书CT-1、CT-3、CT-7按构造选配。CT-2620SATWE基本组合:1.20*恒+1.40*活_**************************************************NO_CD=1NO_JD=131COL.BXBYCXCYANGNMXMYQXQY1000004402.1-25.4236.90.00.00.00.00.00.0承台底面荷载:竖向荷载N=4402.1(KN)X向弯矩Mx=-25.4(KN*m)Y向弯矩My=236.9(KN*m)X向水平力Hx=0.0(KN)Y向水平力Hy=0.0(KN)承台及土自重G=629.8(KN)地面标高DE0=25.800(m);承台底标高DE1=22.600(m)土中桩长PL1=23.500(m)THEHORIZONALFORCE:0.0(KN)THEPILEHORIZONALFORCE:0.0(KN)桩号XY桩反力Q(KN)桩净反力QN(KN)11050.00.02503.852188.972-1050.00.02528.022213.14桩总反力QP=5031.9(kN);桩均反力QAVE=2515.9(kN)承台形状------矩形承台边长XS*YS:4100.0*2000.0截面净高H00=950.(MM)Y-Y截面积:.1900E+07X-X截面积:.3895E+07截面净高H00=1000.(MM)Y-Y截面积:.2000E+07X-X截面积:.4100E+07截面净高H00=1050.(MM)Y-Y截面积:.2100E+07X-X截面积:.4305E+07截面净高H00=1100.(MM)Y-Y截面积:.2200E+07X-X截面积:.4510E+0714截面净高H00=1150.(MM)Y-Y截面积:.2300E+07X-X截面积:.4715E+07剪切面剪跨比斜截面抗剪承载力剪切荷载左UI01=0.57VCI1=3677.28KNVDI1=2213.14(*1.00)KN抗冲切承载力QPC=2336.75KN冲切荷载QPD=2213.14(*1.00)KN右UI02=0.57VCI2=3677.28KNVDI2=2188.97(*1.00)KN抗冲切承载力QPC=2336.75KN冲切荷载QPD=2188.97(*1.00)KNDMX1=2323.80KN*MDMX2=2298.42KN*MASXI=3742.03MM*MM/MDMY1=0.00KN*MDMY2=0.00KN*MASYI=0.00MM*MM/MX向受弯筋ASX=3742.MM*MM/MY向受弯筋ASY=0.MM*MM/M阶梯不同高度组合及配筋:组合号ASXASYH(1)H(2)..13742.00.01200.023586.10.01250.033442.70.01300.043310.30.01350.053187.70.01400.063073.80.01450.072967.80.01500.0620SATWE基本组合:1.35*恒+0.70*1.40*活_**************************************************NO_CD=1NO_JD=131COL.BXBYCXCYANGNMXMYQXQY1000004645.4-31.2250.40.00.00.00.00.00.0承台底面荷载:竖向荷载N=4645.4(KN)X向弯矩Mx=-31.2(KN*m)Y向弯矩My=250.4(KN*m)X向水平力Hx=0.0(KN)Y向水平力Hy=0.0(KN)承台及土自重G=629.8(KN)地面标高DE0=25.800(m);承台底标高DE1=22.600(m)土中桩长PL1=23.500(m)THEHORIZONALFORCE:0.0(KN)15THEPILEHORIZONALFORCE:0.0(KN)桩号XY桩反力Q(KN)桩净反力QN(KN)11050.00.02622.722307.842-1050.00.02652.422337.54桩总反力QP=5275.1(kN);桩均反力QAVE=2637.6(kN)承台形状------矩形承台边长XS*YS:4100.0*2000.0截面净高H00=950.(MM)Y-Y截面积:.1900E+07X-X截面积:.3895E+07截面净高H00=1000.(MM)Y-Y截面积:.2000E+07X-X截面积:.4100E+07截面净高H00=1050.(MM)Y-Y截面积:.2100E+07X-X截面积:.4305E+07截面净高H00=1100.(MM)Y-Y截面积:.2200E+07X-X截面积:.4510E+07截面净高H00=1150.(MM)Y-Y截面积:.2300E+07X-X截面积:.4715E+07截面净高H00=1200.(MM)Y-Y截面积:.2400E+07X-X截面积:.4920E+07剪切面剪跨比斜截面抗剪承载力剪切荷载左UI01=0.54VCI1=3895.78KNVDI1=2337.54(*1.00)KN抗冲切承载力QPC=2504.97KN冲切荷载QPD=2337.54(*1.00)KN右UI02=0.54VCI2=3895.78KNVDI2=2307.84(*1.00)KN抗冲切承载力QPC=2504.97KN冲切荷载QPD=2307.84(*1.00)KNDMX1=2454.41KN*MDMX2=2423.23KN*MASXI=3787.68MM*MM/MDMY1=0.00KN*MDMY2=0.00KN*MASYI=0.00MM*MM/MX向受弯筋ASX=3788.MM*MM/MY向受弯筋ASY=0.MM*MM/M阶梯不同高度组合及配筋:组合号ASXASYH(1)H(2)..13787.70.01250.023636.20.01300.033496.30.01350.043366.80.01400.053246.60.01450.063134.60.01500.073030.10.01550.0实际选承台高1250，配筋3787.7MM*MM/M16CT-4620SATWE基本组合:1.20*恒+1.40*活_**************************************************NO_CD=1NO_JD=89COL.BXBYCXCYANGNMXMYQXQY1000008811.6312.9895.70.00.00.00.00.00.0承台底面荷载:竖向荷载N=8811.6(KN)X向弯矩Mx=312.9(KN*m)Y向弯矩My=895.7(KN*m)X向水平力Hx=0.0(KN)Y向水平力Hy=0.0(KN)承台及土自重G=1420.0(KN)地面标高DE0=25.800(m);承台底标高DE1=22.600(m)土中桩长PL1=23.500(m)THEHORIZONALFORCE:0.0(KN)THEPILEHORIZONALFORCE:0.0(KN)桩号XY桩反力Q(KN)桩净反力QN(KN)11150.01150.02820.652465.6421150.0-1150.02431.212076.213-1150.0-1150.02295.191940.184-1150.01150.02684.632329.62桩总反力QP=10231.7(kN);桩均反力QAVE=2557.9(kN)承台形状------矩形承台边长XS*YS:4300.0*4300.0台阶---1:H1=1000.00MMH2=1000.00MMNo.1角桩冲切抗冲切承载力QPC=2695.31KN冲切荷载QPD=1940.18(*1.00)KNNo.2角桩冲切抗冲切承载力QPC=2695.31KN冲切荷载QPD=2076.21(*1.00)KNNo.3角桩冲切抗冲切承载力QPC=2695.31KN冲切荷载QPD=2465.64(*1.00)KNNo.4角桩冲切抗冲切承载力QPC=2695.31KN冲切荷载QPD=2329.62(*1.00)KN截面净高H00=950.(MM)17Y-Y截面积:.4085E+07X-X截面积:.4085E+07X1=-750.00X2=750.00Y1=-750.00Y2=750.00台阶---1:H1=1050.00MMH2=1050.00MM剪切面剪跨比斜截面抗剪承载力剪切荷载左UI01=0.44VCI1=12693.29KNVDI1=4269.80(*1.00)KN右UI02=0.44VCI2=12693.29KNVDI2=4541.85(*1.00)KN下UJ01=0.44VCJ1=12693.29KNVDJ1=4016.39(*1.00)KN上UJ02=0.44VCJ2=12693.29KNVDJ2=4795.26(*1.00)KNDMX1=4910.27KN*MDMX2=5223.13KN*MASXI=2646.36MM*MM/MDMY1=4618.84KN*MDMY2=5514.55KN*MASYI=2794.02MM*MM/MX向受弯筋ASX=2646.MM*MM/MY向受弯筋ASY=2794.MM*MM/M阶梯不同高度组合及配筋:组合号ASXASYH(1)H(2)..12646.42794.01750.022570.82714.21800.032499.32638.81850.042431.82567.51900.052367.82499.91950.062307.12435.82000.072249.42374.92050.0620SATWE基本组合:1.35*恒+0.70*1.40*活_**************************************************NO_CD=1NO_JD=89COL.BXBYCXCYANGNMXMYQXQY1000009206.3328.2943.10.00.00.00.00.00.0承台底面荷载:竖向荷载N=9206.3(KN)X向弯矩Mx=328.2(KN*m)Y向弯矩My=943.1(KN*m)X向水平力Hx=0.0(KN)Y向水平力Hy=0.0(KN)承台及土自重G=1420.0(KN)18地面标高DE0=25.800(m);承台底标高DE1=22.600(m)土中桩长PL1=23.500(m)THEHORIZONALFORCE:0.0(KN)THEPILEHORIZONALFORCE:0.0(KN)桩号XY桩反力Q(KN)桩净反力QN(KN)11150.01150.02932.952577.9421150.0-1150.02522.892167.883-1150.0-1150.02380.202025.194-1150.01150.02790.262435.25桩总反力QP=10626.3(kN);桩均反力QAVE=2656.6(kN)承台形状------矩形承台边长XS*YS:4300.0*4300.0台阶---1:H1=1000.00MMH2=1000.00MMNo.1角桩冲切抗冲切承载力QPC=2695.31KN冲切荷载QPD=2025.19(*1.00)KNNo.2角桩冲切抗冲切承载力QPC=2695.31KN冲切荷载QPD=2167.88(*1.00)KNNo.3角桩冲切抗冲切承载力QPC=2695.31KN冲切荷载QPD=2577.94(*1.00)KNNo.4角桩冲切抗冲切承载力QPC=2695.31KN冲切荷载QPD=2435.25(*1.00)KN截面净高H00=950.(MM)Y-Y截面积:.4085E+07X-X截面积:.4085E+07X1=-750.00X2=750.00Y1=-750.00Y2=750.00台阶---1:H1=1050.00MMH2=1050.00MMY-Y截面积:.7525E+07X-X截面积:.7525E+