独家铁路规范进行预应力梁分析.xls

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1、材料混凝土标号C40Ec3.40E+04 N/mm2fc27 N/mm2普通钢筋HRB400Es2.00E+05 N/mm2fs400 N/mm2预应力钢筋1860 Ep1.95E+05 N/mm2fp1674 N/mm2换算系数ns5.88np5.74n10(根据规范，按桥跨结构取值)设计弯矩33000.00kN.m是否主力组合0第6.3.10条系数0.55自重弯矩28000.00kN.m自重剪力3000 kN设计剪力5000配筋情况宽B2000 mm高2400 mm毛面积4800000受拉钢筋As33600 mm2受压钢筋As18000 mm2箍筋Av/s100钢筋重心a100 mm钢筋重

2、心a100 mm净截面yns-1082.0净截面yns1118.0换算截面y0s-1060.5换算截面y0s1139.5预应力钢筋张拉控制应力锚具夹片式锚，有顶压con1302 采用0.7fpk管道类型采用金属波纹管0.23 0.0025 回缩l4 mm张拉批次4等量按比例张拉预应力钢筋信息Ap1Ap2Ap3Ap1Ap2Ap3面积(mm2)1568078400000距顶/底距离hpi mm300450750250500750开洞Ahole1(mm2)7853.987853.981963.501963.501963.501963.50与轴线夹角()000000产生向下剪力为正张拉端到计算截面管道

3、长度x(m)101010101010张拉端到计算截面总弯起角度()10101010100钢筋有效长度11.411.411.411.411.411.4与轴线夹角(rad)0.00000.00000.00000.00000.00000.0000张拉端到计算截面总弯起角度()0.17450.17450.17450.17450.17450.0000水平等效面积15680.07840.00.00.00.00.0竖向等效面积0.00.00.00.00.00.0距中性轴坐标yni-882.0-732.0-432.0968.0718.0468.0距中性轴坐标y0i-860.5-710.5-410.5989.5

4、739.5489.5全部钢筋重心位置705.43钢筋面积75120.0钢筋对底面的面积矩52992000受拉区钢筋重心202.9钢筋面积57120.0钢筋对底面的面积矩11592000.0受压区钢筋重心2300.0钢筋面积18000.0钢筋对底面的面积矩41400000.0受拉区预应力钢筋重心350.0钢筋面积23520.0钢筋对底面的面积矩8232000.0受压区预应力钢筋重心0.0钢筋面积0.0钢筋对底面的面积矩0.0净面积特性An5079967.5净截面中性轴位置1182.042823距底面距离In2.6553E+12 mm4截面混凝土2.30555E+12 开洞1.3968E+10 钢

5、筋回转半径in722.9832843 eA-476.61换算截面特性A05214861.6换算截面中性轴位置1160.52I02.7406E+12 mm4截面混凝土2.30555E+12 开洞1.3968E+10 钢筋回转半径i0724.9450216fct2.7 N/mm2fs400 N/mm2fp380 N/mm2mm2/mm(根据规范，按桥跨结构取值)(距底面)3.63743E+114.49066E+11Ap1Ap2Ap3Ap1Ap2Ap3l1l182.1182.1182.1182.1182.1132.15l2l268.4268.4268.4268.4268.4268.42l4l421.

6、3621.3621.3621.3621.3621.36l5l532.5532.5532.5532.5532.5532.55l6l637.1037.1037.1072.2072.2072.20徐变外总损失204.45204.45204.45204.45204.45154.48总损失241.54241.54241.54276.65276.65226.68pe11097.551097.551097.551097.551097.551147.52pe1060.461060.461060.461025.351025.351075.32预应力损失 l1l1摩擦损失0.23 0.0025Ap1Ap2Ap3A

7、p1Ap2Ap3l1l182.1182.1182.1182.1182.1132.15预应力损失 l2l2l4 mmAp1Ap2Ap3Ap1Ap2Ap3l2l268.4268.4268.4268.4268.4268.42预应力损失 l4l4分批张拉损失 按简化算法计算张拉批次4钢筋重心705.43l4l421.36Ap1Ap2Ap3Ap1Ap2Ap3本阶段前损失82.1182.1182.1182.1182.1132.151 11219.891219.891219.891219.891219.891269.851Ap1Ap19127842.39563921.15200001Apyi1Apyi-16

8、871576027-70011998410000Np7172940.864epn-832.0428231pc2.483253253Ap1Ap2Ap3Ap1Ap2Ap3l4l421.3621.3621.3621.3621.3621.36钢筋松弛l5l5采用低松弛筋Ap1Ap2Ap3Ap1Ap2Ap3l5l532.5532.5532.5532.5532.5532.55收缩徐变应力损失l6l6按受拉区、受压区分别计算对于毛截面A4800000周长88002A/u1090.909091预加混凝土时龄期280.000143 按湿度小于40%来算1.56受拉区n,t0.065461281受压区n,b0.0

9、20843116A,t2.833998809 A,b3.391078442求解预应力产生的混凝土应力自重弯矩28000000000 N.mmAp1Ap2Ap3Ap1Ap2Ap3本阶段前损失204.45204.45204.45204.45204.45154.48pe1097.551097.551097.551097.551097.551147.52Ni17209639.948604819.9720000Niyi-15179639401-62990967050000Np25814459.91Npei-21478736105受拉区钢筋重心坐标-979.1016467 受拉区pc,t13.001507

10、5自重应力d,t-10.00306022 co,t受压区钢筋重心1117.957177 受压区pc,b-3.961462399自重应力d,b11.42168742 co,b与建筑规范比较fcu500.011413762 l662.32093850.003634184 l694.60421281与桥梁规范比较ps0.065461281 l667.92713517ps3.391078442 l693.54251092cs(t,t0)2.30E-04(t,t0)1.83Ap1Ap2Ap3Ap1Ap2Ap3l6l637.1037.1037.1072.2072.2072.20按湿度小于40%来算收缩徐变

11、前收缩徐变后2.998447281重心处损失l6,t37.096724657.460225019重心处损失l6,b72.19916879收缩徐变前受力情况预应力钢筋应力Ap1Ap2Ap3Ap1Ap2pe11097.61097.61097.61097.61097.6pe1Api17209639.98604820.00.00.00.0pe1*Api*yi-1.518E+10-6299096705000Np25814459.91Np*e0-2.1479E+10重心处损失l6,t37.10受拉区ps0.011244166 eA-979.1016467重心处损失l6,b72.20受压区ps0.00354

12、333 eA1117.957177自重弯矩28000.00运营变矩33000自重下弯矩3.080E+10 运营荷载弯矩4.198E+10 Mr-1.25E+10对不开裂混凝土计算受力情况不同位置混凝土应力底面As处Ap1Ap2Ap3净截面yi-1182.0-1082.0-882.0-732.0-432.0预应力引起混凝土c14.6413.8312.2211.008.58cL61.341.261.110.990.75徐变后混凝土c113.3012.5711.1110.017.82换算截面y0i-1160.52-1060.52-860.52-710.52-410.52自重下混凝土应力c1.181.

13、532.232.763.81计算荷载产生的应力c-18.35-16.77-13.60-11.23-6.49该工况下混凝土应力c-5.04-4.19-2.49-1.221.33钢筋应力增量p/s98.6278.0264.4237.22对于不开裂混凝土计算收缩徐变前受力情况Ap1Ap2Ap3Ap1Ap2pe11060.51060.51060.51025.41025.4运营荷载下应力1138.51124.91097.7935.61025.4剪应力与主应力验算截面剪力Ap1vAp2vAp3vAp1vAp2vpe11060.51060.51060.51025.41025.4Vpi00000Vp0Vdea

14、d3000000VD5000000剪力验算位置底面As处Ap1处受拉侧中心处全截面中性轴处yn-1182.0-1082.0-882.0-591.021.5y0-1160.5-1060.5-860.5-580.30.0Sn0.0440271146.1826160727.31249104509.31597099279.3S00.0422923643.9884517782.21320259303.71656961067.1预应力剪应力10.0000.0000.0000.0000.000设计荷载剪应力20.0000.3980.8331.2431.560c0.0000.3980.8331.2431.56

15、0预应力引起混凝土c14.64313.83412.2169.8624.908cL61.3411.2631.1060.8790.400徐变后混凝土c113.30212.57211.1108.9834.507计算荷载产生的应力c-18.347-16.766-13.604-9.1730.000cx-5.045-4.194-2.494-0.1904.507tp-5.045-4.232-2.747-1.342-0.487cp0.0000.0370.2531.1524.994W02361566818xgm15.3236179.203661.189516456Ap31147.5N/mm20.0N0 N.mm

16、对净截面中性轴取矩M28.98E+09中性轴处Ap1Ap2Ap3As处顶面0.0968.0718.0468.01118.01218.05.08-2.75-0.731.30-3.96-4.770.420.790.650.510.870.924.66-3.53-1.370.78-4.83-5.690.00989.48739.48489.481139.481239.485.088.737.856.979.269.619.610.0015.6411.697.7418.0119.60按不开裂试算4.6612.1110.328.5213.1913.90判断是否不开裂及压应力是否满足规范-89.72-67.

17、05-44.38-105.97Ap31075.3N/mm2985.6N/mm21138.5判断预应力钢筋应力是否满足规范不满足规范6.3.13判断标准为0.6fpk1116Ap3v1075.30受压侧中心处Ap1处As处顶面609.0968.01118.01218.0619.7989.51139.51239.51227626414.8662949945.3351963371.70.01272883501.8677890723.5358546773.00.00.0000.0000.0000.0001.1980.6380.3380.0001.1980.6380.3380.000判断剪应力是否满足规

18、范满足规范6.3.15判断标准为0.17fc0.156-2.748-3.961-4.7700.5890.7850.8680.922-0.433-3.534-4.829-5.6939.79815.64318.01419.5959.36412.10913.18513.903-0.151-0.034-0.0090.000判断主拉应力是否满足规范不满足规范6.3.12判断标准为0.7fct9.51512.14313.19413.9031.89负值为拉开裂混凝土，混凝土应力见按开裂计算情况满足规范6.3.10按不开裂试算4.591.89收缩徐变前受力情况预应力钢筋应力Ap1Ap2Ap3Ap1Ap2pe1

19、1097.61097.61097.61097.61097.6pe1Api17209639.98604820.00.00.00.0pe1*Api*yi-1.4809E+10-6113898107000300Np25814459.91Np*e0-2.0923E+10-20923.14031重心处损失l6,t37.10受拉区ps0.011244166 eA-979.1016467重心处损失l6,b72.20受压区ps0.00354333 eA1117.957177sL6_t-37.10受拉区预应力钢筋重心-810.5201651 普通钢筋重心-1060.520165sL6_b-72.20受压区预应力

20、钢筋重心-1182.042823 普通钢筋重心1139.479835消压时预应力钢筋应力增量消压时普通钢筋应力增量p1105.08ssp10.00sshp2050.00按桥梁规范计算eR815.65e-776.1713878eN自重下弯矩2.800E+10 运营荷载弯矩4.198E+10e0N计算开裂后中性轴位置Mps5.499E+10Ae0-504.0Bx1890.0CIcx4.501E+12 Scx3.572E+09DIx5.141E+12 Sx3.719E+09xx=1886.5fx开裂截面对顶面的面积矩Scrc13.12A,cr,eqp214.85cIcrcc截面开裂后预应力钢筋应力c

21、Ap1Ap2Ap3Ap1Ap2pe11097.61097.61097.6ps1217.51217.51217.5对开裂混凝土计算受力情况剪应力与主应力验算截面剪力Ap1vAp2vAp3vAp1vAp2vpe11060.51060.51060.51025.41025.4Vpi00000Vp0Vdead3000000VD5000000剪力验算位置底面As处Ap1处受拉侧中心处全截面中性轴处yn-1182.0-1082.0-882.0-591.021.5y0-1160.5-1060.5-860.5-580.30.0Sn0.0440271146.1826160727.31249104509.31597

22、099279.3S00.0422923643.9884517782.21320259303.71656961067.1预应力剪应力10.0000.0000.0000.0000.000设计荷载剪应力20.0000.3980.8331.2431.560c0.0000.3980.8331.2431.560预应力引起混凝土c14.39613.60812.0329.7394.912cL61.3411.2631.1060.8790.400徐变后混凝土c113.05512.34510.9268.8604.512计算荷载产生的应力c-18.347-16.766-13.604-9.1730.000cx-5.29

23、2-4.421-2.679-0.3144.512tp-5.292-4.456-2.916-1.410-0.487cp0.0000.0360.2381.0964.999Ap31147.5N/mm20.0N0 N.mm对净截面中性轴取矩1160.520165Xfx-307.7388937 hp20501520-19972710011565.5716577 hs23001521-8075455226hps1933.910282152238363586922000 gp1742.261106152315762743744-1846433.362 gs1992.261106152427703711929

24、3640736639 ap0152539659275247-8.31151E+12 as1001526516294456991521 gp-307.7388937152763614235284-8075455226 gs-207.7388937152875613656002Ap235201529876277198533039490592 Ap01530996564388383480423.52915311.117E+11873.310551415321.23758E+111.22317E+1215331.35831E+1117.8409984213.07064265Ap3Ap3v开裂截面对顶面

25、的面积矩1075.30受压侧中心处Ap1处As处顶面609.0968.01118.01218.0619.7989.51139.51239.51227626414.8662949945.3351963371.70.01272883501.8677890723.5358546773.00.00.0000.0000.0000.0001.1980.6380.3380.0001.1980.6380.3380.000判断剪应力是否满足规范满足规范6.3.15判断标准为0.17fc0.283-2.546-3.728-4.5160.5890.7850.8680.922-0.306-3.331-4.595-5.4389.79815.64318.01419.5959.49212.31213.41914.158-0.149-0.033-0.0080.000判断主拉应力是否满足规范不满足规范6.3.12判断标准为0.7fct9.64112.34513.42814.1584.591.89x844.675682085644.83056