桥面净宽为净7+2×1.0m二级公路35m预应力T梁桥（计算表格、CAD图纸）
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刘**（实名认证）
湖北
IP属地：湖北
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桥面
1.0
二级
公路
35
预应力
梁桥
计算
表格
CAD
图纸
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桥面净宽为净7+2×1.0m二级公路35m预应力T梁桥（计算表格、CAD图纸）,桥面,1.0,二级,公路,35,预应力,梁桥,计算,表格,CAD,图纸
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主梁跨中截面几何特性计算 表4-2分块名称分块面积Ai(2)分块面积形心至上缘距离yi ()分块面积对上缘静矩Si=Aiyi (3)分块面积的自身惯矩Ii (4)di=ys-yi ()分块面积对截面形心惯矩Ix=Aidi2(4)I=Ii+Ix (4)bhAi大毛截面翼缘板22001503300007524750000618750000716.751.695E+111.70151E+11三角承托150015011250020022500000281250000591.753.939E+1039675492821腹板200180036000010503780000009.72E+10-258.252.401E+101.21209E+11下三角175175306251891.6757932291.6752105034.7 -1099.913.705E+1037102570757马蹄5502501375002075285312500716145833-1283.252.264E+112.27141E+112200970625768494791.79.8868E+104.964E+115.95279E+11小毛截面翼缘板19001502850007521375000534375000751.601.61E+111.61531E+11三角承托150015011250020022500000281250000626.604.417E+1044451571259腹板200180036000010503780000009.72E+10-223.401.797E+101.15167E+11下三角175175306251891.6757932291.6752105034.7 -1065.073.474E+1034792223754马蹄5502501375002075285312500716145833-1248.402.143E+112.15011E+112200925625765119791.79.8784E+104.722E+115.70953E+11小ys826.60大ys791.75小yx1373.40大yx1408.25结构基频f：3.995093994小ks449.13大ks435.501831冲击系数u：0.229041358小kx746.23大kx774.603602截面效率指标小0.540.50.5截截面面效效率率指指标标均均大大于于0.50.5，表表明明以以上上初初拟拟主主梁梁跨跨中中截截面面是是合合理理的的。大0.55大毛截面小毛截面 主梁支点截面几何特性计算 表4-4分块名称分块面积Ai(2)分块面积形心至上缘距离yi ()分块面积对上缘静矩Si=Aiyi (3)分块面积的自身惯矩Ii (4)di=ys-yi ()分块面积对截面形心惯矩Ix=Aidi2(4)I=Ii+Ix (4)bhAi大毛截面翼缘板22001503300007524750000618750000835.122.302E+112.30771E+11三角承托32597.531687.5182.55782968.7516734960.9727.621.678E+1016793265642腹板5501800990000105010395000002.673E+11-139.881.937E+102.8667E+11下三角0001950.0000-1039.8800马蹄5502501375002075285312500716145833-1164.881.866E+111.87295E+1122001489187.513553454692.6865E+114.529E+117.21529E+11小毛截面翼缘板19001502850007521375000534375000842.492.023E+112.02825E+11三角承托65446.8751509817031.250767.493.855E+1038551093672腹板5501800990000105010395000002.673E+11-132.511.738E+102.84683E+11下三角0001950.0000-1032.5100马蹄5502501375002075285312500716145833-1157.511.842E+111.84942E+1122001477946.913560045312.6855E+114.425E+117.11001E+11小ys917.49大ys910.12小yx1282.51大yx1289.88小ks375.10大ks375.626783小kx524.34大kx532.358074大毛截面小毛截面 主梁跨中截面几何特性计算 表4-2分块名称分块面积Ai(2)分块面积形心至上缘距离yi ()分块面积对上缘静矩Si=Aiyi (3)分块面积的自身惯矩Ii (4)di=ys-yi ()分块面积对截面形心惯矩Ix=Aidi2(4)I=Ii+Ix (4)bhAi大毛截面翼缘板22001503300007524750000618750000740.531.81E+111.81587E+11三角承托500150750002001500000093750000615.532.842E+1028509871070腹板200180036000010503780000009.72E+10-234.471.979E+101.16991E+11下三角175175306251891.6757932291.6752105034.7 -1076.133.547E+1035517765253马蹄5502501375002075285312500716145833-1259.472.181E+112.18826E+112200933125760994791.75.81432E+11小毛截面翼缘板16001502400007518000000450000000819.581.612E+111.61662E+11三角承托500150750002001500000093750000694.583.618E+1036277103979腹板200180036000010503780000009.72E+10-155.428.696E+091.05896E+11下三角175175306251891.6757932291.6752105034.7-997.083.045E+1030498776316马蹄5502501375002075285312500716145833-1180.421.916E+111.92307E+112200843125754244791.75.2664E+11小ys894.58大ys815.53小yx1305.42大yx1384.47结构基频f：3.946512388小ks478.49大ks450.066652冲击系数u：0.226879458小kx698.23大kx764.042286截面效率指标小0.530.50.5截截面面效效率率指指标标均均大大于于0.50.5，表表明明以以上上初初拟拟主主梁梁跨跨中中截截面面是是合合理理的的。大0.55大毛截面小毛截面 主梁支点截面几何特性计算 表4-4分块名称分块面积Ai(2)分块面积形心至上缘距离yi ()分块面积对上缘静矩Si=Aiyi (3)分块面积的自身惯矩Ii (4)di=ys-yi ()分块面积对截面形心惯矩Ix=Aidi2(4)I=Ii+Ix (4)bhAi大毛截面翼缘板22001503300007524750000618750000835.122.302E+112.30771E+11三角承托32597.531687.5182.55782968.7516734960.9727.621.678E+1016793265642腹板5501800990000105010395000002.673E+11-139.881.937E+102.8667E+11下三角0001950.0000-1039.8800马蹄5502501375002075285312500716145833-1164.881.866E+111.87295E+1122001489187.513553454697.21529E+11小毛截面翼缘板16001502400007518000000450000000888.841.896E+111.9006E+11三角承托32597.531687.5182.55782968.7516734960.9781.341.935E+1019361798025腹板5501800990000105010395000002.673E+11-86.167.349E+092.74649E+11下三角0001950.0000-986.1600马蹄5502501375002075285312500716145833-1111.161.698E+111.70484E+1122001399187.513485954696.54554E+11小ys963.84大ys910.12小yx1236.16大yx1289.88小ks378.44大ks375.626783小kx485.36大kx532.358074大毛截面小毛截面主梁跨中截面几何特性计算表分块名称分块面积Ai(2)分块面积形心至上缘距离yi()分块面积对上缘静矩Si=Aiyi (3)bhAi大毛截面翼缘板22001503300007524750000三角承托5001507500020015000000腹板20018003600001050378000000下三角175175306251891.6757932291.67马蹄55025013750020752853125002200933125760994791.7小毛截面翼缘板16001502400007518000000三角承托5001507500020015000000腹板20018003600001050378000000下三角175175306251891.6757932291.67马蹄55025013750020752853125002200843125754244791.7小ys894.58大ys815.53小yx1305.42大yx1384.474934.352705小ks478.49大ks450.066652小kx698.23大kx764.042286截面效率指标截面效率指标小0.530.50.5截截面面效效率率指指标标均均大大于于0.50.5，表表明明以以上上初初拟拟主主梁梁跨跨中中截截面面是是合合理理的的。截面效率指标大0.55各种材料参数名称项目 符号单位数据混凝土立方强度fcu,kMpa40弹性模量EcMpa3.25104轴心抗压标准强度fckMpa26.8轴心抗拉标准强度ftkMpa2.4轴心抗压设计强度fcdMpa18.4轴心抗拉设计强度ftdMpa1.65短暂状态容许压应力0.7fckMpa16.38容许拉应力0.7ftkMpa1.54持久状态标准荷载组合:容许压应力0.5fckMpa13.4容许主压应力0.6fckMpa16.08短期效应组合:容许拉应力st-0.85pcMpa0容许主拉应力0.6ftkMpa1.44钢绞线标准强度Mpa1860弹性模量Mpa1.95105抗拉设计强度Mpa1260最大控制应力conMpa1395持久状态应力:标准荷载组合Mpa1209材料重度钢筋混凝土沥青混凝土钢绞线钢束与混凝土的弹性模量比6.00混凝土分块面积的自身惯矩Ii (4)di=ys-yi ()分块面积对截面形心惯矩Ix=Aidi2(4)I=Ii+Ix (4)618750000740.531.81E+111.81587E+1193750000615.532.842E+10285098710709.72E+10-234.471.979E+101.16991E+1152105034.7-1076.133.547E+1035517765253716145833-1259.472.181E+112.18826E+11基频f：3.9465123885.81432E+11冲击系数u： 0.226879458450000000819.581.612E+111.61662E+1193750000694.583.618E+10362771039799.72E+10-155.428.696E+091.05896E+1152105034.7-997.083.045E+1030498776316716145833-1180.421.916E+111.92307E+115.2664E+110.0318090923.42.2主梁跨中截面几何特性计算表大毛截面小毛截面截截面面效效率率指指标标均均大大于于0.50.5，表表明明以以上上初初拟拟主主梁梁跨跨中中截截面面是是合合理理的的。作用效应组合梁号荷载类型支点截面h/2变化点L/4L/2MQMQMQMQMQ1号(边)梁一期恒载二期恒载总恒载0.0000576.9800614.6872539.64602701.2944386.91603681.4988288.49004908.66500.0000汽车荷载0.0000248.4740219.8266246.48211295.8374260.27341766.0688233.69512354.7584207.6381人群荷载0.000044.321574.168841.1112182.568127.2323248.818221.9545331.75769.7576基本组合0.00001089.87981128.45081038.69485260.2019859.18227168.9711697.95039558.6282301.6219短期组合0.0000762.8246814.0623721.14583621.9310562.39194936.2145443.55006581.6193128.0218长期组合0.0000675.5789715.9011636.31253196.0751482.51954355.8246373.33215807.766271.48262号(内)梁一期恒载二期恒载总恒载0.0000655.2650697.3813612.86553064.7008439.41304176.7725327.63255569.75250.0000汽车荷载0.0000357.6412347.9804327.75101112.1491212.52981515.7240184.97132020.9653111.8732人群荷载0.000021.53065.330720.4492119.254917.7919162.530014.3438216.70676.3750基本组合0.00001311.13001330.00051217.19305368.2152844.76427316.1741668.18389755.7658163.7625短期组合0.0000880.8289901.2338820.29573818.4336578.45255204.0187447.50196939.414170.1983长期组合0.0000780.4677812.9546727.89153474.9616515.81414735.9080393.67036315.266539.0205活载作用计算支点h/2变化点L/41号梁各截面处：mqmrmqmrmqmrmqmr0.45461.43180.47221.36630.63340.76530.63340.7653弯矩0.0000219.82661295.83741766.06880.000074.1688182.5681248.8182剪力248.4740246.4821260.2734233.695144.321541.111227.232321.95452号梁各截面处：mqmrmqmrmqmrmqmr0.79550.00000.74870.09820.54450.49990.54450.4999弯矩0.0000347.98041112.14911515.72400.00005.3307119.2549162.5300剪力357.6412327.7510212.5298184.971321.530620.449217.791914.3438恒载作用计算成果弯矩M剪力Q截面L/2L/4变化点h/2L/4变化点h/2支点1/2*a*(1-a)*l2144.5108.37579.5218.0951/2*(1-2*a)*l8.511.415.9172号(内)梁一期3976.64002982.48002188.3904497.9744233.9200313.7280437.5680467.8400二期1593.11251194.2925876.3104199.406993.7125125.6850175.2975187.4250总和5569.75254176.77253064.7008697.3813327.6325439.4130612.8655655.26501号(边)梁一期3478.11502608.58631914.0464435.5467204.3400274.0560382.2360408.6800二期1430.55001072.9125787.2480179.140584.1500112.8600157.4100168.3000总和4908.66503681.49882701.2944614.6872288.4900386.9160539.6460576.9800作用效应组合梁号荷载类型支点截面h/2变化点L/41号(边)梁MQMQMQM一期恒载二期恒载总恒载0.0000576.9800614.6872539.64602701.2944386.91603681.4988汽车荷载0.0000248.4740219.8266246.48211295.8374260.27341766.0688人群荷载0.000044.321574.168841.1112182.568127.2323248.8182基本组合0.00001089.87981128.45081038.69485260.2019859.18227168.9711短期组合0.0000762.8246814.0623721.14583621.9310562.39194936.2145长期组合0.0000675.5789715.9011636.31253196.0751482.51954355.82462号(内)梁一期恒载二期恒载总恒载0.0000655.2650697.3813612.86553064.7008439.41304176.7725汽车荷载0.0000357.6412347.9804327.75101112.1491212.52981515.7240人群荷载0.000021.53065.330720.4492119.254917.7919162.5300基本组合0.00001311.13001330.00051217.19305368.2152844.76427316.1741短期组合0.0000880.8289901.2338820.29573818.4336578.45255204.0187长期组合0.0000780.4677812.9546727.89153474.9616515.81414735.9080标准组合0.00001034.43681050.6924961.06564296.1048669.73475855.0264标准一期恒载0.0000566.5968552.7180523.49762107.7144356.00672872.5464活载作用计算成果支点h/2变化点L/4各截面处：mqmrmqmrmqmrmq0.45461.43180.47221.36630.63340.76530.6334弯矩0.00000.0000219.826674.16881295.8374182.56811766.0688剪力248.474044.3215246.482141.1112260.273427.2323233.6951各截面处：mqmrmqmrmqmrmq0.79550.00000.74870.09820.54450.49990.5445弯矩0.00000.0000347.98045.33071112.1491119.25491515.7240剪力357.641221.5306327.751020.4492212.529817.7919184.97131号(边)梁L/2mqmr0.63340.76532354.7584331.7576207.63819.7576mqmr0.54450.49992020.9653216.7067111.87326.3750L/2QMQ活载作用计算作用效应组合L/4288.49004908.66500.0000233.69512354.7584207.638121.9545331.75769.7576697.95039558.6282301.6219443.55006581.6193128.0218373.33215807.766271.4826327.63255569.75250.0000184.97132020.9653111.873214.3438216.70676.3750668.18389755.7658163.7625447.50196939.414170.1983393.67036315.266539.0205526.94767807.4244118.2482293.02763830.7844118.2482L/2mrmqmr0.76530.63340.7653248.81822354.7584331.757621.9545203.32489.7576mrmqmr0.49990.54450.4999162.53002020.9653216.706714.3438111.87326.3750活载作用计算成果L/4活载作用计算支点h/2变化点截面距支点的距离a0.00001.10005.6000弯矩图控点值公式M=a(34-a)/340.00001.06444.6776剪力图控点值公式Q=(L-a)/341.00000.96760.8353L/4L/28.500017.00006.37508.50000.75000.5000活载作用计算 计算截面钢束位置及钢束群中心位置表 表410截面钢束号x4(mm)R(mm)sinb=x4/Rcosba0(mm)ai(mm)ap(mm)跨中N1（N2）0.0034830.530.001.00100.00100.00132.50N30.0055000.000.001.00100.00100.00N40.0070000.000.001.00230.00230.00四分点N1（N2）449.2834830.530.011.00100.00102.90274.19N34747.0055000.000.091.00100.00305.24N47048.0070000.000.100.99230.00585.72变截面点N1（N2）3349.3334830.530.101.00100.00261.41524.26N37647.0055000.000.140.99100.00634.20直线段y(mm)起弯角度ax5(mm)x5tana(mm)a0(mm)ai(mm)N41520.008.005763.24809.97230.00940.03h/2处直线段y(mm)起弯角度ax5(mm)x5tana(mm)a0(mm)ai(mm)ap(mm)N1（N2）900.007.51271.03167.33100.00832.671126.08N31350.0081305.41183.46100.001266.54N41520.0081263.24177.54230.001572.46支点N1（N2）900.007.5171.0322.52100.00977.481275.79N31350.008205.4128.87100.001421.13N41520.008163.2922.95230.001727.05锚固端N1（N2）900.007.50.000.00100.001000.001300.00N31350.0080.000.00100.001450.00N41520.0080.000.00230.001750.00 跨中正截面kc、pt验算表 表4-28应力部位上缘下缘Np（0.1KN）(1)49243.31761 49243.31761Mp（Nm）(2)5916929.314 5916929.314An(cm2)(3)8230.1888230.188Wn(cm3)(4)575450.6715 373518.631Wo(cm3)(5)790012.2957 434605.8454Mg1（Nm）(6)39766403976640Ms（Nm）(7)9755765.8425569752.50Np/An(Mpa)(8)=(1)/(3)5.983255499 5.983255499Mp/Wn(Mpa)(9)=(2)/(4)-10.2822529 15.84105537pt(Mpa)(10)=(8)+(9)-4.29899736 21.82431087Mg1/Wn(Mpa)(11)=(6)/(4)6.91047938 -10.6464301(Mk-Mg1)/Wo(Mpa)(12)=(7)-(6)/(5)7.315235311 -3.66564904kc(Mpa)(13)=(11)+(12)14.22571469 -14.3120792kc+pt(Mpa)(14)=(10)+(13)9.926717329 7.512231716kc+pt=9.9267MPa0.5fck=16.2MPa,满足规范要求。 N2号预应力筋拉应力pe、p验算表 表4-29应力部位跨中In(cm4)(1)49830000I0(cm4)(2)61681000ynp(cm)(3)123.4yop(cm)(4)131.9Mg1（Nm）(5)3976640Mk（Nm）(6)7807424.00Mg1ynp/In(Mpa)(7)=(3)(5)/(1)9.847830142(Mk-Mg1)yop/Io(Mpa)(8)=(6)-(5)(4)/(2)8.191832324kt(Mpa)(9)=(7)(8)18.03966247p=Epkt(Mpa)(10)=5.65(9)101.9240929pe(Mpa)(11)1107.04pe+p(Mpa)(12)=(10)+(11)1208.96 预应力筋拉应力pe+p1208.96MPa，小于0.65fpk0.6513951209MPa.满足规范要求. k计算表 表4-31荷载VInI0b腹板宽上梗处净轴换算轴下梗处Sa-nSa-oaSn-nSn-onSo-nSo-ooSb-nSb-ob(0.1KN)（cm4）（cm4） (cm)（cm3）（cm3）（MPa）（cm3）（cm3）（MPa）（cm3）（cm3）（MPa）（cm3）（cm3）（MPa）一期荷载3137.285E+076E+07202622970.7993969 2954170.9003362952630.8998666 2199090.6702119 标准组合（无一期）3560.066523163720.9453312344754 1.0301376344907 1.0305948250409 0.7482313预加力5851.81367262297-1.491076 295417-1.679352 295263-1.678477 219909-1.250113基本组合剪应力0.25365250.25112130.25198460.16833 cxk计算表 表4-30应力部位上梗处换算轴净轴下梗处Np（0.1KN）(1)49183.239 49183.2 49183.2 49183.239Mp（Nm）(2)4110934.6 4110935 4110935 4110934.6An(cm2)(3)8230.188 8230.19 8230.19 8230.188In(cm4)(4)51470000 5.1E+07 5.1E+07 51470000yni(cm)(5)57.54994.13120-89.95I0(cm4)(6)595720006E+076E+0759572000yoi(cm)(7)53.41870-4.1312-94.081Mg1（Nm）(8)2188390.4 2188390 2188390 2188390.4Mk（Nm）(9)4296104.8 4296105 4296105 4296104.8Np/An(Mpa)(10)=(1)/(3)5.9759557 5.97596 5.97596 5.9759557Mpyni/In(Mpa)(11)=(2)(5)/(4)4.5965392 0.329960-7.184351pc(Mpa)(12)=(10)-(11)1.3794165 5.64599 5.97596 13.160307Mg1yni/In(Mpa)(13)=(8)(5)/(4)2.4468943 0.175650-3.824475(Mk-Mg1)yni/Io(Mpa)(14)=(9)-(8)(7)/(6)1.89000480-0.1462 -3.328676s(Mpa)(15)=(13)+(14)4.3368991 0.17565 -0.1462 -7.153151cx=pc+s(Mpa)(16)=(12)+(15)5.7163156 5.82164 5.82979 6.0071564 变截面不同计算点主应力汇总表 表 4-32计算点位置正应力cxk(MPa)剪应力k(MPa)主拉应力tp(MPa) 主压应力cp(MPa)上梗肋5.716315570.253652482-0.0112333535.727548924形心轴5.8297899080.251121313-0.0107971875.840587095下梗肋6.00715640.168330011-0.0047131756.011869575 计算表明：上梗肋处主拉应力最大tp,max=0.0112MPa，小于规范限制值0.6ftk=1.59MPa；下梗肋处主压应力最大cp,max=6.012MPa,小于规范限制值0.6fck=0.632.4=19.44MPa；拉压应力均满足规范要求. k计算表 表4-31荷载VInI0b腹板宽上梗处净轴换算轴下梗处Sa-nSa-oaSn-nSn-onSo-nSo-ooSb-nSb-ob(0.1KN)（cm4）（cm4） (cm)（cm3）（cm3）（MPa）（cm3）（cm3）（MPa）（cm3）（cm3）（MPa）（cm3）（cm3）（MPa）一期荷载3137.285E+076E+07202622970.7993969 2954170.9003362952630.899867 2199090.67021188 标准组合（无一期）3560.066523163720.9453312344754 1.0301376344907 1.0305952504090.7482313预加力5851.81367262297-1.491076 295417-1.679352 295263-1.67848 219909-1.2501132基本组合剪应力0.25365250.25112130.2519850.16833001 cxk计算表 表4-30 变截面不同计算点主应力汇总表 表4-32应力部位上梗处换算轴净轴下梗处计算位置正应力cxk(MPa)剪应力k(MPa)主拉应力tp(MPa)主压应力cp(MPa)Np（0.1KN）(1)49183.2 49183.239 49183.239 49183.2Mp（Nm）(2)4110935 4110934.6 4110934.6 4110935 上梗肋5.716315570.253652482-0.0112333535.72754892An(cm2)(3)8230.198230.1888230.188 8230.19 形心轴5.8297899080.251121313-0.0107971875.84058709In(cm4)(4)5.1E+075147000051470000 5.1E+07 下梗肋6.00715640.168330011-0.0047131756.01186957yni(cm)(5)57.54994.13120-89.95 计算表明：上梗肋处主拉应力最大tp,max=0.0112MPa，小于规范限制值0.6ftk=1.59MPa；下梗肋处主压应力最大cp,max=6.012MPa,小于规范限制值0.6fck=0.632.4=19.44MPa；拉压应力均满足规范要求.Io(cm4)(6)6E+0759572000595720006E+07yoi(cm)(7)53.41870-4.1312-94.081Mg1（Nm）(8)2188390 2188390.4 2188390.4 2188390Mk（Nm）(9)4296105 4296104.8 4296104.8 4296105Np/An(Mpa)(10)=(1)/(3)5.97596 5.9759557 5.9759557 5.97596Mpyni/In(Mpa)(11)=(2)(5)/(4)4.596540.3299610-7.1844pc(Mpa)(12)= (10)-(11)1.37942 5.6459947 5.9759557 13.1603Mg1yni/In(Mpa)(13)=(8)(5)/(4)2.44689 0.17564950-3.8245(Mk-Mg1)yni/Io(Mpa)(14)=(9)-(8)(7)/(6)1.890-0.146166 -3.3287s(Mpa)(15)=(13)+(14)4.33690.1756495 -0.146166 -7.1532cx=pc+s(Mpa)(16)=(12)+(15)5.71632 5.8216442 5.8297899 6.00716锚固端NiN1N2N3N4l10.000.000.000.00l2130.81130.58107.66107.66l1+l2130.81130.58107.66107.66pe121171.191171.421194.341194.34Npei8.140E+058.141E+058.301E+058.301E+05In4.7431E+11An1271579.42epi469.31109.46-751.34-751.34pc3,41.640700pc42.1748l4,4pc2,30.499091pc30.4991l4,3pc2,40.499091pc20.7283l4,2pc1,40.035006pc10.0000l4,1pc1,30.000020pc1,20.728290pe1241171.1901167.3041191.5191182.048支点NiN1N2N3N4l10.270.420.450.45l2129.31128.25105.96105.96l1+l2129.58128.67106.41106.41pe121172.421173.331195.591195.59Npei8.148E+058.155E+058.309E+058.309E+05In4.7392E+11An1271579.42epi440.0763.96-775.65-775.65pc3,41.708336pc42.3182l4,4pc2,30.555932pc30.5560l4,3pc2,40.555932pc20.6892l4,2pc1,40.053917pc10.0000l4,1pc1,30.000029pc1,20.689203pe1241172.4241169.4391192.4501182.491h/2NiN1N2N3N4l16.447.638.628.62l2118.62117.6098.7198.71l1+l2125.06125.23107.33107.33pe121176.941176.771194.671194.67Npei8.180E+058.179E+058.303E+058.303E+05In4.6556E+11An1214366.01epi175.97-198.09-931.45-931.45pc3,42.231046pc43.6143l4,4pc2,30.997616pc30.9977l4,3pc2,40.997616pc20.6123l4,2pc1,40.385602pc10.0000l4,1pc1,30.000083pc1,20.612339pe1241176.9441173.3091189.0331174.244变化点NiN1N2N3N4l128.8333.7336.1336.13l279.1978.3072.0072.00l1+l2108.02112.03108.13108.13pe121193.981189.971193.871193.87Npei8.298E+058.270E+058.297E+058.297E+05In3.875E+11An803272.12epi-422.81-754.94-1070.71-1070.71pc3,43.487999pc48.2455l4,4pc2,32.754946pc32.7539l4,3pc2,42.754946pc21.7167l4,2pc1,42.002601pc10.0000l4,1pc1,3-0.001020pc1,21.716666pe1241193.9841180.2691178.3041147.264L/4NiN1N2N3N4l145.3952.9841.2841.28l249.4148.6251.8351.83l1+l294.80101.6093.1193.11pe121207.201200.401208.891208.89Npei8.390E+058.343E+058.402E+058.402E+05In3.853E+11An803272.12epi-724.88-990.67-1072.29-1072.29pc3,43.553348pc49.6293l4,4pc2,33.338876pc33.3365l4,3pc2,43.338876pc22.6083l4,2pc1,42.737121pc10.0000l4,1pc1,3-0.002365pc1,22.608282pe1241207.1951185.6611190.0361154.467跨中NiN1N2N3N4l180.6580.7954.9854.98l20.000.000.000.00l1+l280.6580.7954.9854.98pe121221.351221.211247.021247.02Npei8.488E+058.487E+058.667E+058.667E+05In3.838E+11An803272.12epi-958.22-1073.22-1073.22-1073.22pc3,43.679692pc410.6142l4,4pc2,33.603514pc33.5998l4,3pc2,43.603514pc23.3310l4,2pc1,43.330985pc10.0000l4,1pc1,3-0.003760pc1,23.330985pe1241221.3471202.3791226.6761187.029N1N2N3N4pci,j代表由钢束i施加的预压力在j处产生的正应力.张拉顺序：4-3-2-1.pe124即lI锚固端1171.191167.301191.521182.05支点1172.421169.441192.451182.49h/21176.941173.311189.031174.24变化点1193.981180.271178.301147.26L/41207.201185.661190.041154.47跨中1221.351202.381226.681187.0312.292.824.120.00pci,j代表由钢束i施加的预压力在j处产生的正应力.张拉顺序：4-3-2-1.13.103.143.900.00pci,j代表由钢束i施加的预压力在j处产生的正应力.张拉顺序：4-3-2-1.20.43pci,j代表由钢束i施加的预压力在j处产生的正应力.张拉顺序：4-3-2-1.5.643.460.00pci,j代表由钢束i施加的预压力在j处产生的正应力.张拉顺序：4-3-2-1.46.6115.579.700.00pci,j代表由钢束i施加的预压力在j处产生的正应力.张拉顺序：4-3-2-1.54.4318.8614.740.00pci,j代表由钢束i施加的预压力在j处产生的正应力.张拉顺序：4-3-2-1.59.9920.3518.830.00pci,j代表由钢束i施加的预压力在j处产生的正应力.张拉顺序：4-3-2-1.An13790.81Ap (mm)11.12In65455000截面位置钢束号p0p0ApcosNp0Np0epi=ynx-ai(cm)支点N41385.5715407.530.99026815257.5915257.59-45.6N31385.5015406.800.99026815256.8630514.44-15.7N21385.5615407.390.99144515275.5845790.0327.9N11385.5615407.390.99144515275.5861065.6127.9An13790.81Ap (mm)11.12In65433000截面位置钢束号p0p0ApcosNp0Np0epi=ynx-ai(cm)h/2点N41383.2715381.960.99026815232.2715232.27-33.5N31383.2015381.230.99026815231.5430463.81-2.9N21383.2615381.830.99144515250.2345714.0440.5N11383.2615381.830.99144515250.2360964.2740.5An8230.18
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