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1、分块面积分块面积分块面积形心到上缘距离分块面积对上缘静矩分块面积自身惯矩di=ys-yi分块面积对截面形心惯矩I=Ii+Ixcm2cmcm3cm4cmcm4cm4翼板36007.52700067500561136016911427669三角承托15016.667250020847331459331668腹板261087.52283754572938-2414815476054485下三角360153.3551888000-9028917672899767马蹄108017018360036000-10612209463122454637800496663468464628274406329590
2、52翼板27007.5202505062563.501088772410938349三角承托15016.667250020854.33442842443050腹板261087.52283754572938-16.507104105283347下三角360153.3551888000-82.3024382722446272马蹄108017018360036000-99.00105846761062067669004899134667771250639232973169463.67cm71.00cm36.33cm66.36cm0.57分块面积分块面积分块面积形心到上缘距离分块面积对上缘静矩分块面积
3、自身惯矩di=ys-yi分块面积对截面形心惯矩I=Ii+Ixcm2cmcm3cm4cmcm4cm4翼板36007.5270006750064.851513962115207121三角承托15016.667250020855.68465080465288腹板207072.51500752281313-0.15472281360下三角360123.3443888000-50.95934545942545马蹄2700155418500520833-82.651844401018964843888064246328778553498330337861157翼板27007.5202505062572.1
4、61406035914110984三角承托15016.667250020863.00595280595488腹板207072.515007522813137.161062172387530下三角360123.3443888000-43.64685499693499跨中截面小毛截面分块名称大毛截面检验截面效率指标 (希望0.5)上核心距 =下核心距 =截面效率指标=说明以上初步拟定主梁跨中截面尺寸是合理的小毛截面大毛截面形心到上缘距离 ys1=小毛截面形心到上缘距离 ys2=变化点截面分块截面几何特性分块名称大毛截面精选学习资料 - - - - - - - - - 名师归纳总结 - - - -
5、- - -第 1 页，共 36 页马蹄2700155418500520833-75.341532417415845007798063571328609803077152933632508ys1=72.35cmys2=79.66cm分块面积分块面积分块面积形心到上缘距离分块面积对上缘静矩分块面积自身惯矩di=ys-yi分块面积对截面形心惯矩I=Ii+Ixcm2cmcm3cm4cmcm4cm4翼板36007.5270006750063.451449317914560679三角承托15016.667250020854.28441994442202腹板891097.586872520214563-26
6、.5562807542649531712660898225202822712121592741498198翼板27007.5202505062568.311259730612647931三角承托15016.667250020859.14524608524816腹板891097.586872520214563-21.6941934252440798811760891475202653961731533937580736ys1=70.95cmkx=46.20cmys2=75.81cmg=17.25g1=20.18g2= 10.96跨中四分点变化点支点0.500.250.050.00弯距2110.9
7、11583.18387.950.00剪力0.00145.58263.05291.16弯距1152.17864.13211.750.00剪力0.0079.46143.58158.92弯距3263.082447.31599.690.00剪力0.00225.04406.62450.08支点MmaxQmaxMmaxQmaxMmaxQmaxQmaxKN.mKNKN.mKNKN.mKNKN一期恒载2110.910.001583.18145.58387.95263.05291.16二期恒载1152.170.00864.1379.46211.75143.58158.92总恒载 =1+23263.080.002
8、447.31225.04599.69406.62450.08汽-201935.88104.331603.57195.59404.70225.05292.50挂-1002350.40162.091913.60266.09490.02276.53277.56恒+汽5198.96104.334050.88420.631004.39631.67742.58恒+挂5613.48162.094360.91491.131089.71683.15727.64分块名称大毛截面二期小毛截面荷载类型恒载内力一期内力组合计算支点截面变化点截面跨中截面四分点截面精选学习资料 - - - - - - - - - 名师归纳
9、总结 - - - - - - -第 2 页，共 36 页Sji=1.2* 恒+1.4*汽6625.93146.065181.77543.871286.21803.02949.60Sjm=1.2* 恒+1.1* 挂6501.14178.305041.73562.751258.65792.13845.41汽/6*100%0.371.000.400.460.400.360.39提高系数1.031.001.031.031.031.001.03挂/7*100%0.421.000.440.540.450.400.38提高系数1.001.031.001.021.001.001.00提高后 Sji6824.7
10、1146.065337.22560.191324.80803.02978.08提高后 Sjm6501.14183.655041.73574.001258.65792.13845.41钢束其弯高度y1y2L1x3RN1(N2)2112.198.8110099.2571182.35N35112.1938.8110099.2575207.12N4103.325.8877.4210096.59152272.05N512025.8894.1210096.59152762.15N6120.8830.9089.9810095.11181838.41x4(cm)R（cm)sincosa0(cm)ai(cm)a
11、y(cm)N1(N2)/1182.3599.00N3/5207.1299.00N4/2272.0516.716.70N565.232762.150.023620.999723030.77N682.651838.410.044960.998994243.86N1(N2)71.031182.350.060070.99819911.14N3565.215207.120.108550.99409939.77N4515.342272.050.226820.9739416.775.92N5650.232762.150.235410.9719030107.63y角度 ax5x5*tan(a)a0aiN1(N
12、2)21.007.0032.323.979.0026.03N351.0015.0028.637.679.0052.33N4103.3015.0029.307.8516.70112.15N5120.0015.0021.265.7030.00144.30N6R曲线长 S直线长 X1直线长 L1有效长度预留长度N1(N2)1182.357.00144.451238.97100.002966.85140.00N35207.127.00636.17744.79100.002961.91140.00N42272.0515.00594.82794.66100.002978.96140.00N52762.15
13、15.00723.13659.77100.002965.80140.00N61838.4118.00577.55642.35100.002639.82140.00分块名称分块面积分块面积重心到上缘距离分块面积对上缘静矩全截面重心到上缘距离分块面积自身惯矩di管道面积=46.566n= 6ny=毛截面6900.0071.0048991329731694-4.26截面面积和惯矩计算1/4点变化点支点72.17钢束长度计算19.72钢束布置计算各计算截面钢束位置及钢束群位置49.12精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 3 页，共 36 页扣除
14、管道面积-279.40160.72-449050-93.976667.1744500829731694毛截面7800.0063.67496663329590522.78钢束换算面积230.40160.72370300-94.268030.4053369332959052毛截面6900.0071.0048991329731694-4.24扣除管道面积-279.40160.28-447810-93.516667.1744513229731694毛截面7800.0063.67496663329590522.77钢束换算面积230.40160.28369280-93.838030.4053359132
15、959052毛截面7980.0079.6663571333632508-1.54扣除管道面积-232.83130.88-304740-52.767747.1760523933632508毛截面8880.0072.35642463378611571.24钢束换算面积192.00130.88251300-57.309072.0066759337861157毛截面11760.0075.8189147537580736-0.65扣除管道面积-232.83107.83-251060-32.6711527.1786636937580736毛截面12660.0070.95898225414981980.55
16、钢束换算面积192.00107.83207040-36.3312852.0091892941498198b1=180rs=66.75b2=240rs=Ai(cm2)yi(cm)Si(cm3)Ai(cm2)yi(cm)翼板270059159965翼板360059三角承托150507512三角承托15050肋板90494432肋板9049171909下三角3608731171下三角36087马蹄1080103111514马蹄1080104肋板3608329971肋板36084管道-27994-26256管道23094146401翼板270059159965翼板360058三角承托150507512
17、三角承托15049肋板9322624108肋板93225191584-1翼板270059159965翼板360058三角承托150507512三角承托15049肋板9262624098肋板92625191575rs=67rs=Ai(cm2)yi(cm)Si(cm3)Ai(cm2)yi(cm)净轴以上面积对换轴静矩换轴以上面积对换轴静矩静矩变化点支点净截面换算截面翼缘对换轴静矩马蹄部分对换轴静矩截面对重心轴静矩计算净截面翼缘对净轴静矩马蹄部分对净轴静矩净轴以上面积对净轴静矩换轴以上面积对净轴静矩静矩75.1671.501/4点跨中66.7566.46换算截面跨中1/4点66.7666.4578.
18、1273.59净截面换算截面净截面换算截面精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 4 页，共 36 页翼板270059160015翼板360058三角承托150507515三角承托15049肋板90494434肋板9048171963下三角3608731165下三角36088马蹄1080103111494马蹄1080104肋板3608329965肋板36084管道-27994-26128管道23095146496翼板270059160015翼板360058三角承托150507515三角承托15049肋板9322624108肋板9322519
19、1637翼板270059160015翼板360058三角承托150507515三角承托15049肋板9262624098肋板92625191628rs=78rs=Ai(cm2)yi(cm)Si(cm3)Ai(cm2)yi(cm)翼板270071190685翼板360066三角承托150619219三角承托15057肋板90615456肋板9056205359下三角3604516275下三角36050马蹄270077207565马蹄270081肋板3604215075肋板36046管道-23353-12284管道23057226632翼板270071190685翼板270066三角承托15061
20、9219三角承托15057肋板11363235862肋板108327235765翼板270071190685翼板270066三角承托150619219三角承托15057肋板10553435677肋板102530235580rs=75rs=Ai(cm2)yi(cm)Si(cm3)Ai(cm2)yi(cm)翼板270068182679翼板360064三角承托150588774三角承托15055肋板2705815568肋板27054207021翼板270068182679翼板360064三角承托150588774三角承托15055肋板32493097715肋板324926马蹄部分对换轴静矩净轴以上面
21、积对换轴静矩换轴以上面积对换轴静矩静矩翼缘对换轴静矩支点净轴以上面积对换轴静矩翼缘对换轴静矩马蹄部分对换轴静矩净轴以上面积对换轴静矩换轴以上面积对换轴静矩静矩净轴以上面积对净轴静矩翼缘对净轴静矩马蹄部分对净轴静矩净轴以上面积对净轴静矩换轴以上面积对净轴静矩静矩翼缘对净轴静矩马蹄部分对净轴静矩翼缘对换轴静矩翼缘对净轴静矩净轴以上面积对净轴静矩变化点换轴以上面积对净轴静矩静矩精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 5 页，共 36 页289168翼板270066178443翼板360062三角承托150578538三角承托15053肋板3051
22、2886193肋板305125273174跨中四分点变化点支点Ajcm266676667774711527Ijcm427389284274122913300329637337114yjscm67677875yjxcm113113102105梁上边缘Wjscm3410350410580422448496776梁下边缘Wjxcm3241840242083323955356130翼缘部分面积Sa-jcm3171909171963205359253200净轴以上面积Sj-jcm3191584191637235765324446换轴以上面积So-jcm3191575191628235580307763马
23、蹄部分面积Sh-jcm31464011464962266320ejcm98.5193.5152.7632.67Aocm280308030907212852Iocm435066653350475203850508941755461yoscm66.4666.4573.5971.50yoxcm113.54113.55106.41108.50梁上边缘Woscm3527643527455523250583986梁下边缘Woxcm3308846308643361850384846翼缘部分面积Sa-ocm3224128220924252332253200净轴以上面积Sj-ocm323064239638217
24、100324446换轴以上面积So-ocm3239659239635217836307763马蹄部分面积Sh-ocm31948911964842668420eocm98.8093.8357.3036.33aycm14.7419.7249.1272.17=- 角度弧度N1(N2)70.127.570.03080.030342.29N3150.267.540.05730.055777.66N4150.267.540.05730.055777.67N513.650.247.460.05270.051471.64N615.420.275.810.05700.055477.23N1(N2)70.1214
25、.820.03800.037352.06N3150.2614.790.06450.062587.17N4150.2614.790.06450.062587.18N5150.2614.710.06450.062487.08N6180.3113.060.07280.070297.88跨中换轴以上面积对换轴静矩静矩截面特性汇总1/4点钢束群重心到换轴距离钢束群重心到下缘距离对形心轴静矩名称符号面积对换轴静矩截面管道摩擦损失s1截面位置钢束x (m)* +k*x1-e-( +kx)k1-e-(+kx)(Mpa)面积对净轴静矩截面形心至上缘距离截面形心至下缘距离截面抗弯模量单位截面换轴以上面积对净轴静矩
26、静矩截面形心至下缘距离混凝土净截面净面积净惯矩钢束群重心到净轴距离换算截面换算面积换算惯距截面形心至上缘距离截面抗弯模量对形心轴静矩精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 6 页，共 36 页N1(N2)11.560.201.720.04000.039354.76N38.770.151.690.03080.030342.26N41.890.031.690.00800.007911.06N51.380.021.610.00620.00628.63N1(N2)000.320.00030.00030.45N3000.290.00030.00030
27、.40N4000.290.00030.00030.41N5000.210.00020.00020.30钢束N1(N2)N3N4N5N6l(mm)31068.4931019.1431189.5831057.9927798.16s2(Mpa)73.3973.5073.1073.4182.02y0y0* aycosNy0Aj= 6667Ij= 27412291N21279.3210746.301 10746.3010746.30103.751114928.70N11246.8310473.401 10473.4021219.70103.751086615.52N51195.5410042.560.9
28、9972110810039.7631259.4681.98 823059.59N31153.959693.1419693.1440952.60103.751005663.14N41131.349503.2619503.2650455.8796.05 912788.38Aj= 6667Ij=27389284.01N21269.5510664.221 10664.2210664.22103.761106519.33N11237.2910393.201 10393.2021057.42103.761078398.71N51179.699909.3619909.3630966.7882.76 8200
29、98.48N31144.369612.6619612.6640579.44103.76997409.44N41131.269502.6019502.6050082.0496.05 912724.49Aj= 7747Ij=33003295.98N21266.8610641.590.99819400710622.3710622.3790.86 965148.32N11244.4110453.080.99819400710434.2021056.5790.86 948051.50N51299.6410916.960.97189685810610.1631666.73-5.63-59735.21N31
30、230.3810335.190.9940914110274.1241940.8583.37 856553.64N41268.7510657.470.97393711710379.7152320.5626.08 270702.82A= 8030.4Io=35047519.92N611235.7510380.280.99898900210369.7869.69722721.48N2914.407680.9317680.93104.55803069.23N1914.937685.3917685.39104.55803534.73N5888.337461.960.9997211087459.8882.
31、78617553.08N3882.687414.5217414.52104.55775214.85N4881.477404.3817404.3896.54714783.45N6890.037476.230.9989890027468.6769.69520528.8545113.774234684.19A= 8030.4Io=35066652.86成桥后张拉 N61/4点跨中变化点1/4点支点锚具变形，钢束回缩引起的损失s2（Mpa)截面 s4计算表钢束号锚固时预加纵向轴力Ny0Ny0(0.1KN)eyiMy0=Ny0*eyi变化点精选学习资料 - - - - - - - - - 名师归纳总结
32、- - - - - - -第 7 页，共 36 页N611235.7510380.27515110380.2751571.54742614.5091N2929.797810.24333317810.243333104.54816490.0799N1891.347487.28532117487.285321104.54782727.7499N5892.207494.47881917494.47881983.54626095.7096N3896.707532.25247817532.252478104.54787428.6581N4892.307495.27927917495.27927996.8
33、7726074.6536N6890.987484.22985217484.22985271.54535428.743245303.769084274245.594s5=0.045*139562.775截面Ny(Mpa)My(Mpa)Mg(Mpa)My-MgI (m4)A (m2)e (m)Ny/A跨中5008.204915.152110.912804.240.273892840.670.997.511/4点5045.594943.061583.18253359.870.2741229050.670.947.57变化点5232.062980.72387.94562592.780.33003296
34、0.770.536.75 ( )=0.312u= 818.74h= *2*Ah/u=28.58查表 f2=1.61f= 2*1.61=3.22( ,)= (t,)=2.77= 0.23*103 配筋率跨中1/4点变化点A (cm2)8030.408030.409072.00Ay (cm2)50.4050.4050.400.010.010.01跨中1/4点变化点r24366.744364.364244.39eA98.8093.8357.30eA29761.628804.463282.833.243.021.771+10* 1.201.191.10( ,)2.7732.7732.773=0.000
35、230.000230.00023h17.6019.0310.90n*h*(,)271.86293.98168.36Ey*42.5542.5542.55n*h* (,314.41336.53210.91261.34282.94192.00s6 (Mpa)分母分子混凝土收缩须变损失s6h的计算跨中精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 8 页，共 36 页s1s2s4N11395.0052.0673.3932.261237.29N21395.0052.0673.390.001269.55N31395.0087.1773.5089.961144.
36、36N41395.0087.1873.10112.971121.75N51395.0087.0873.4154.831179.69N61395.0097.8882.021215.10N11395.0054.7673.3922.441244.41N21395.0054.7673.390.001266.86N31395.0042.2673.5048.861230.38N41395.0011.0673.1042.091268.75N51395.008.6373.4113.321299.64截面M (KN.m)N (KN)s5+s6NyNy1MMy1变化点2980.7252320.560.005232
37、.060.002980.72（一）混凝土法向应力的验算梁截面下缘最大压应力ha0.75Rab0.750.93523.625MPa梁截面上缘最大拉应力hl0.75Rlb0.700.93.01.89MPa截面应力部位Mg1 （kN m ）Ny0(kN)My0(kNm)Aj（m2）I1（m4)e1s e1x (m)上缘0.67下缘1.13上缘0.67下缘1.13上缘0.78下缘1.02采用两定点吊装。吊点在支点跨中Mg=2110.91变化点 Mg=387.95Ny0(kN)My0(kN m)Aj（m2 ）WjMg1 （超重）Mg1 （失重）上缘5008.204915.150.670.412533.0
38、91794.27下缘5008.204915.150.670.242533.091794.27上缘5232.062980.720.770.42465.53329.75下缘5232.062980.720.770.32465.53329.75（二）使用阶段的混凝土法向应力（扣除全部预应力损失）验算 荷载组合 梁截面上缘最大压应力ha0.5Rab0.53517.5MPa 荷载组合 梁截面上缘最大压应力ha0.6Rab0.63521MPa 不允许出现拉应力k锚固前应力损失永存应力截面钢束0.273892850464943截面应力验算y跨中变化点四分点1583.18251 预施应力阶段的混凝土法向应力验算
39、预施应力阶段的混凝土法向应力记算跨中2110.91500849150.6667变化点387.9456523229810.77470.3300330.66670.2741229不允许出现拉应力扣除全部损失的永存应力跨中变化点精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 9 页，共 36 页W1sW1xkNm2kNmkNmm3上缘0.41035下缘0.24184上缘0.42245下缘0.32396上缘0.41035下缘0.24184上缘0.42245下缘0.32396(三）使用阶段混凝土主拉应力和主压应力验算（以保证梁体有足够的抗剪强度）Saa1(m
40、3)Saa2(m3)跨中0.000.27390.35070.1719变化点263.050.33000.38510.2054跨中104.330.27390.35070.2241变化点368.630.33000.38510.2523跨中162.090.27390.35070.2241变化点420.110.33000.38510.2523变化点0.000.33000.180.2054变化点0.000.38510.180.2523变化点跨中变化点跨中变化点Ny1/A1My1I1 （m4)y1 （m ）My1*y1/I1Ny/A2M12345=2*4/367上梗肋0.47-7.292.031613.96
41、净轴0.000.002.031613.96换轴0.00-0.042.031613.96下梗肋-0.7311.432.031613.96上梗肋0.58-5.250.000.00净轴0.000.000.000.00换轴0.05-0.410.000.00下梗肋-0.322.880.000.004530.380.80304组合跨中荷载组合截面部位Ny1跨中变化点截面锚固时s5+s6引起的5.775.64My1变化点5232.060.90724274.25Mg1A1使用阶段的混凝土法向应力（扣除全部预应力损失）计2110.912980.72387.95跨中4530.380.80304变化点5232.06
42、0.803044274.252110.91I2(m4)肋宽b(m)上梗肋处荷载组合 主拉应力zl0.8Rlb0.83.02.4MPa 主压应力za0.6Rab0.63521MPa荷载组合 主拉应力zl0.9Rlb0.93.02.7MPa 主压应力za0.65Rab0.653522.剪应力2980.72387.95组合梁的自重0.18/荷载截面Q （kN）I1（m4)4274.252980.720.270.33h的计算第二期恒载挂0.18/第二期恒载汽0.18/预加力组合一组合三精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 10 页，共 36 页1
43、23456上梗肋0.473.60净轴0.000.00换轴0.000.02下梗肋-0.73-5.65上梗肋0.580.68净轴0.000.00换轴0.050.05下梗肋-0.32-0.37上梗肋10.212.25-0.4710.69净轴7.640.040.007.64换轴7.650.40-0.027.67下梗肋3.600.32-0.033.63上梗肋2.062.25-1.453.51净轴5.692.20-0.756.44换轴5.412.20-0.786.19下梗肋7.692.42-0.708.39上梗肋10.760.58-0.0310.79净轴7.630.060.007.63换轴7.650.62
44、-0.057.70下梗肋2.730.50-0.092.82上梗肋2.182.44-1.583.76净轴5.682.36-0.856.54换轴5.412.36-0.896.30下梗肋7.612.62-0.828.42跨中截面钢丝束最大应力913.17945.44820.25797.63855.57nyMg1/I1e1i104.25104.25104.2596.5583.25hx=h计算表y1 （m ）Mg1y1/I1（Mpa ）Mg2+M汽跨中2110.910.273893088.05截面应力部位Mg1(kNm ）I1（m4）3502.57Mg2+M挂主应力计算表变化点387.950.33003
45、616.45701.77h（Mpa ） zlza第荷载组合跨中变化点荷载组合截面主应力部位hx(Mpa）N2N3N4N5第荷载组合跨中变化点（四）验算预应力钢丝束中的最大应力有效应力 y第一期恒载86.94项目N1荷载组合 y0.65Ryb0.6518601209Mpa 荷载组合 y0.70Ryb0.70精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 11 页，共 36 页g1=nyMg1e1i/I1 (Mpa)90.6490.6490.6483.9472.38nyMg2/I2e2i104.54104.54104.5496.8483.54g2=ny
46、Mg2e2i/I2 (Mpa)19.1419.1419.1417.7315.29nyM汽/I2p=nyM汽e2i/I2(Mpa)32.1532.1532.1529.7825.69nyM挂/I2p=nyM挂e2i/I2(Mpa)39.0439.0439.0436.1631.19ymin=y+g1+g21022.941055.21930.02899.30943.24: ymax=min+p1055.091087.36962.17929.08968.93: ymax=min+p1061.981094.24969.05935.46974.43变化点截面钢丝束最大应力989.641012.08975.6
47、11013.981044.87nyMg1/I1e1i0.910.910.620.26-0.06g1=nyMg1e1i/I1 (Mpa)78.8978.8954.0022.57-5.00nyMg2/I2e2i0.950.950.670.30-0.01g2=nyMg2e2i/I2 (Mpa)17.4417.4412.205.58-0.22nyM汽/I2p=nyM汽e2i/I2 (Mpa)29.3029.3020.509.38-0.37nyM挂/I2p=nyM挂e2i/I2 (Mpa)35.5835.5824.8911.39-0.45ymin=y+g1+g21085.971108.411041.80
48、1042.131039.65: ymax=min+p1115.271137.711062.301051.511039.27: ymax=min+p1121.551143.991066.691053.511039.19yox=113.55Io=35047519.92Eh=35000分块N1N2N3N4N5h1cm83.5583.5553.55-6.45-36.45h3cm104.55104.55104.5596.8583.55h2cm12.1912.1912.1925.8825.88l1cm1238.971238.97744.79794.66659.77第二期恒载18.30汽车30.76第一期恒
49、载挂车37.34钢束应力项目N1N2N3N4N530.76挂车37.34有效应力 y第一期恒载86.94第二期恒载18.30各束引起反拱度计算项目钢束应力汽车精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 12 页，共 36 页l3cm144.09144.09634.59588.05714.90l2cm243.35243.35733.84684.64811.49Rcm1182.351182.355207.122272.052762.150.120.120.120.260.26sin( )0.120.120.120.260.26sin( /2)0.0
50、60.060.060.130.13A1cm226018.4326018.4337984.1682088.2379172.34d1cm619.49619.49372.39397.33329.88A1*d1cm316118068.9116118068.9114145059.8032616060.3226117748.10A2cm2123853.16123853.1679185.95-9536.17-53622.14d2cm741.16741.16739.32739.65735.63A2*d2cm391795010.8291795010.8258543361.33-7053426.77-394460
51、54.14A3cm2604.80604.80604.801250.001250.00d3cm1416.151416.151412.461414.901406.86A3*d3cm3856494.39856494.39854262.661768631.181758581.18A4cm21756.041756.047733.6815219.8218502.92d4cm1311.021311.021062.081088.681017.22A4*d4cm32302207.432302207.438213800.1216569563.0618821511.28A5cm2634.95634.9512315.
52、1522762.8133642.41d5cm1287.001287.00956.32990.67898.07A5*d5cm3817180.08817180.0811777186.7122550543.6430213203.54A6cm2212.28212.284117.337692.5511369.25d6cm1311.071311.071062.321089.701018.45A6*d6cm3278317.59278317.594373915.728382561.6411579042.80Acm2153079.68153079.68141941.08119477.2590314.79dcm7
53、32.74732.74689.78626.34543.03cm374.79374.79394.43426.48464.11Ny0.1KN7685.397680.937414.527404.387459.88flcm0.850.850.800.720.60f=4.216向上面积5面积6面积1面积2面积3面积4精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 13 页，共 36 页精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 14 页，共 36 页精选学习资料 - - - - - - - - - 名师归纳总
54、结 - - - - - - -第 15 页，共 36 页x2x1144.091238.97634.59744.79588.05794.66714.90659.77568.10642.35 弧度角度0.023621.350.044972.580.060113.440.108766.230.2288113.110.2376413.62总长3106.853101.913118.963105.802779.82IyIy5.5712496429856658精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 16 页，共 36 页-2467380-2467380-
55、23424102738928460469330195212047132204713221076013506665312388029855574-2443284-2443284-2319403274122915992033018972202854820285482088468350475201891033651418-648122-648122-62921233003296136283787478563030463030464393238505089492137585656-248543-248543-24362237337114384341502042253419253419257262417
56、5546166.46Si(cm3)2122537469440622412831275111824300752171819489120925473442306423966220925473442306123965966Si(cm3)精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 17 页，共 36 页2092497344433122092431575112725303752180819648420924973442304523963820924973442304223963574Si(cm3)23869485715067252332178302192
57、29166311315126684217902185712950821710017902185713024521783672Si(cm3)230396822514580253200230396822585826精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 18 页，共 36 页324446224748798975026307763精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 19 页，共 36 页Ny0/AjMy0*eyi/Ij合计1114928.70N1103.751.614.225.8332.4
58、92201544.22N581.983.186.589.7754.413024603.81N3103.754.6911.4516.1489.894030266.95N496.056.1414.1220.26112.894943055.331106519.33N1103.761.604.195.7932.262184918.04N582.763.246.609.8454.833005016.52N3103.764.7611.3816.1589.964002425.96N496.056.2414.0420.28112.974915150.45965148.32N190.861.372.664.03
59、22.441913199.82N5-5.632.72-0.332.3913.321853464.61N383.374.094.688.7748.862710018.24N426.085.412.147.5642.092980721.07N2104.551.292.1560192623.4519.21N1104.550.962.3957122913.3518.68N582.780.961.8979721592.8615.91N3104.550.931.8422814082.7715.44N496.540.922.1352605033.0617.04s4=ny*hl(Mpa)My0 (Mpa)计算
60、应力损失的钢束号eyj (cm)hls4计算表精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 20 页，共 36 页N2104.541.291.515038542.8115.64N1104.540.972.4341253893.4118.98N583.540.932.3334729173.2718.19N3104.540.931.4915770922.4213.51N496.870.942.3474872943.2918.30(My-Mg)*e/Ih (Mpa)10.0917.6011.4619.034.1410.90精选学习资料 - - - -
61、- - - - - 名师归纳总结 - - - - - - -第 21 页，共 36 页s5s6 s5+s6sin cosQyNy (KN)62.78261.34324.12913.17010.001039.3262.78261.34324.12945.44010.001066.4362.78261.34324.12820.25010.00961.2762.78261.34324.12797.63010.00942.2762.78261.34324.12855.57010.00990.9462.78261.34324.12890.98010.001020.685223.030.006020.89
62、62.78192.00254.77989.640.0600730.99819462.791043.4262.78192.00254.771012.080.0600730.99819463.931062.2462.78192.00254.77975.610.1085460.994091112.181027.4162.78192.00254.771013.980.2268180.973937241.731037.9762.78192.00254.771044.870.2354070.971897256.991061.025036.185232.06ha (Mpa）hl (Mpa）0.6814.35
63、-0.6215.750.6212.89Ny0/AjMg1/Wj超Mg1/Wj失My0/Wjh超 (Mpa)h失 (Mpa)7.516.174.37-11.981.71-0.097.51-10.47-7.4220.3217.3620.426.751.100.78-7.060.800.486.75-1.44-1.029.2014.5214.94 不允许出现拉应力锚固阶段的预加力，（5+6）所引起的轴力和剪力锚固后应力损失永存应力拉应力精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 22 页，共 36 页W2shaW2xhlkNmkNmm3Mpa0.52
64、7646.220.308854.590.523250.440.3618512.600.527647.010.308853.250.523251.720.3618512.58(Mpa)Scc1(m3)Scc2(m3)(Mpa)Scc1(m3)Scc2(m3)(Mpa)Sbb1(m3)0.000.19160.000.19160.000.14640.910.23581.040.23561.040.22660.370.02310.040.23970.401.340.21711.150.21781.160.580.02310.060.23970.621.530.21711.320.21781.320.0
65、00.23580.000.23560.000.22660.000.21710.000.21780.000.000.000.002.250.040.402.252.202.200.580.060.622.442.362.36hI2(m4)y2M*y1/I2（Mpa ）8910=7*9/81+5+6+100.350.462.142.520.350.00-0.017.660.350.000.007.630.35-0.74-3.3815.720.390.540.000.520.39-0.050.005.770.390.000.005.360.39-0.360.008.65Mg2Mps5+s6引起的失）
66、计算1152.171935.88211.75211.751152.17处a0.6Rab0.63521MPaa0.65Rab0.653522.75MPa211.75490.022350.40/下/换轴处净轴处/精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 23 页，共 36 页组合组合78910114+9+114+10+110.464.094.642.5210.2110.760.00-0.03-0.037.667.647.630.000.000.007.637.657.65-0.74-6.48-7.3515.723.602.730.540.860.
67、980.522.062.18-0.05-0.07-0.085.775.695.680.000.000.005.365.415.41-0.36-0.58-0.668.657.697.61890.9871.25h（Mpa ）hx（Mpa ）0.35067I2y2(Mg2+M汽)y2/I2(Mg2+M挂)y2/I20.38505N6组合 y0.70Ryb0.7018601302Mpa精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 24 页，共 36 页61.9571.5513.1022.0126.72966.02988.03992.74MpaN6-49.
68、3371.5530.90642.35精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 25 页，共 36 页568.10663.211838.410.310.310.1677647.72321.1824938649.91-64398.58652.78-42038106.621469.461242.161825302.7917555.27926.4016263277.5225558.36831.7221257418.268689.82927.828062598.0866522.06455.63424.977468.670.40精选学习资料 - - -
69、- - - - - - 名师归纳总结 - - - - - - -第 26 页，共 36 页精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 27 页，共 36 页精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 28 页，共 36 页精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 29 页，共 36 页精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 30 页，共 36 页精选学习资料 - - - - - - - -
70、- 名师归纳总结 - - - - - - -第 31 页，共 36 页精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 32 页，共 36 页精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 33 页，共 36 页精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 34 页，共 36 页Qy, (KN)Ny, (KN)0.00272.260.00272.260.00272.260.00272.260.00272.260.00272.260.001633.5512.86213.6212.86213.6223.23212.7448.54208.4350.38207.99147.861056.41+ 6）所引起的轴力和剪力精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 35 页，共 36 页Sbb2(m3)(Mpa)0.001.000.19490.320.26681.420.19490.500.26681.620.000.26680.000.000.322.420.502.62下梗肋处/精选学习资料 - - - - - - - - - 名师归纳总结 - - - - - - -第 36 页，共 36 页
