1、等宽肋拱拱圈内力计算程序说明1 1 颜颜色色标标识识说说明明表表颜颜色色颜颜色色说说明明原始数据区中间变量区引用外表变量区输出结果区数据试算区突出显示，重点数据单元格公式与其他不一样禁止移动或者修改或者警告2 2、程程序序说说明明：1）、拱轴系数验算时m、n值可以随便试算，因为不牵扯到查表。2）、拱圈内力计算时拱轴系数只能在11.756之间变化，因为程序中引用渡槽书上的附表只输入了m=1、1.347、1.756三组值，仅能在11.756之间插值。3）、拱圈内力计算时拱厚系数n只能取0.5，因为附表不够全。4）、U槽风载体型系数表中采用的是包络值，偏安全。5）、拱圈计算分段数只能是24份，因为附2、表的表格为24份。6）、拱圈截面编号、排架柱、槽身、拱肋横系梁编号均从左拱脚编制拱顶。7）、本程序半跨最多输入8个排架，如排架数量小于8，则从拱顶8号排架往下编，多余的排架自动与实际上的靠近拱脚的排架在同一位置，只是重量为0。8）、风振系数z在排架不高时取1.0，如排架较高须另外计算，本程序直接取1.25.9）、拱肋横系梁在排架处须布置，横系梁的坐标须手动输入。10）、拱肋横系梁本程序半跨设置为12根，如须调整须慎重。11）、本程序查表均为渡槽书上的。12）、风荷载对拱肋产生的水平向截面内力计算须根据表4.4.9采用新疆院程序计算，此时须把活荷载分项系数*Q置为0，得到风荷载的标准值。13）、3、程序中不能动的工作表已经锁定，密码szj14）、本程序中的符号均与渡槽书一致。15）、本程序仅能计算等宽肋拱16）、程序中拱圈内力计算荷载均采用标准值17）、程序中连杆指的是拱肋间横系梁18）、程序中单元格内文字靠左排列的为须输入的数据，其他均无须动。19）、程序中满槽指的是漫槽时的水深。20）、排架风荷载计算时不考虑前柱对后柱的遮挡作用。21）、本程序中内力均为设计值，表4.5如果预引用至稳定计算，则只需把所有的分项系数置为0即可。3 3、程程序序单单元元格格名名称称说说明明等宽肋拱拱圈内力计算程序说明2）、拱圈内力计算时拱轴系数只能在11.756之间变化，因为程序中引用渡槽书上的附表只输入4、了m=1、1.347、1.756三组值，仅能在11.756之间插值。6）、拱圈截面编号、排架柱、槽身、拱肋横系梁编号均从左拱脚编制拱顶。7）、本程序半跨最多输入8个排架，如排架数量小于8，则从拱顶8号排架往下编，多余的排架自动与实际上的靠近拱脚的排架在同一位置，只是重量为0。8）、风振系数z在排架不高时取1.0，如排架较高须另外计算，本程序直接取1.25.12）、风荷载对拱肋产生的水平向截面内力计算须根据表4.4.9采用新疆院程序计算，此时须把活荷载分项系数*Q置为0，得到风荷载的标准值。18）、程序中单元格内文字靠左排列的为须输入的数据，其他均无须动。21）、本程序中内力均为设计值，表4.55、如果预引用至稳定计算，则只需把所有的分项系数置为0即可。2）、拱圈内力计算时拱轴系数只能在11.756之间变化，因为程序中引用渡槽书上的附表只输入了m=1、1.347、1.756三组值，仅能在11.756之间插值。7）、本程序半跨最多输入8个排架，如排架数量小于8，则从拱顶8号排架往下编，多余的排架自动与实际上的靠近拱脚的排架在同一位置，只是重量为0。12）、风荷载对拱肋产生的水平向截面内力计算须根据表4.4.9采用新疆院程序计算，此时须把活荷载分项系数*Q置为0，得到风荷载的标准值。渡渡槽槽拱拱肋肋计计算算书书1 1 基基本本资资料料及及已已知知条条件件1.11.1 拱拱圈圈几几何何参参数数6、计算矢高f计算跨径l拱顶b拱顶d0拱轴系数m拱厚系数n拱脚dk顶拱惯性矩I0计算分段数x156011.51.34700.52.14060.2813242.501.21.2 排排架架几几何何参参数数排架编号排架最大高度h（拱脚处计算）间距柱排架顶梁排架横系梁横槽向宽度顺槽向宽度宽度高度宽度高度根数长度G8排17.16792.50.50.70.4510.450.6504.6G7排50.50.70.4510.450.6504.6G6排50.50.70.4510.450.6504.6G5排50.50.70.4510.450.6514.6G4排50.50.70.4510.450.6514.6G3排50.7、50.70.4510.450.6524.6G2排000000000G1排0000000001.31.3 拱拱肋肋连连杆杆参参数数宽度高度长度0.50.54.11.41.4 混混凝凝土土物物理理力力学学参参数数混凝土标号密度(t/m3)弹模E(t/m2)抗压强度fc(t/m2)抗压强度ft(t/m2)C302.5300000014301431.51.5 混混凝凝土土热热力力学学参参数数最高月平均温度()1封拱温度()2最低月平均温度()3混凝土收缩计算温降()t缩线性膨胀系数温度应力折减系数1混凝土徐变应力折减系数235150-150.000010.70.451.61.6 钢钢筋筋力力学学参参数8、数抗拉强度设计值fy(t/m2)保护层as(m)抗压强度设计值fy(t/m2)保护层as(m)Es(t/m2)相对界限受压区计算高度b360000.05360000.05200000000.5181.71.7 风风荷荷载载计计算算参参数数槽身尺寸风荷载参数拱脚相对地面高度槽身长度槽身高度H槽身外宽度B高宽比H/B平均最大风速V0地形条件系数t风振系数z槽身风载体形系数s排架风载体形系数s拱圈风载体形系数s基本风压W01554.155.100.8120.001.201.251.071.401.400.031.81.8 单单段段槽槽身身荷荷载载计计算算项目面积长度或者厚度个数容重重量荷载分项系数荷9、载设计值m2mt/m3tt槽壳3.4227512.542.781.0544.92端肋11.640.622.534.921.0536.67加腋2.6650.2512.51.671.051.75拉杆0.095.252.55.851.056.14人群荷载0.8520.54.001.24.80设计水深13.21851166.091.279.31加大水深15.0551175.251.290.30满槽水深17.3851186.901.195.591.91.9 单单槽槽单单个个支支座座荷荷载载值值对应工况荷载支座荷载标准值支座荷载设计值半跨荷载标准值半跨荷载设计值空槽22.3023.5744.6147.1410、设计水深38.8343.4077.6586.79加大水深41.1246.1582.2392.29满槽水深44.0347.4788.0694.941.101.10 其其他他参参数数建筑物级别钢筋砼承载力安全系数K永久荷载分项系数G活荷载分项系数Q偏心受压构件最小配筋率min%基本组合K1偶然组合K221.251.051.051.20.222 2 拱拱轴轴系系数数m m的的确确定定及及拱拱圈圈几几何何特特征征计计算算2.12.1 拱拱轴轴线线几几何何参参数数计计算算截面编号i坐标xy1Kch(K)tan()切线水平角C截面厚度di030.00001.000015.00000.81071.3470111、.054246.51081.25992.1406127.50000.916712.49550.81071.28910.950243.53731.22672.0484225.00000.833310.24540.81071.23700.850640.38341.19681.9657322.50000.75008.23940.81071.19060.754837.04611.16961.8913420.00000.66676.46840.81071.14960.662533.52491.14471.8244517.50000.58334.92430.81071.11390.573229.8226112、.12181.7643615.00000.50003.60010.81071.08330.486625.94601.10061.7105615.00000.50003.60010.81071.08330.486625.94601.10061.7105712.50000.41672.48960.81071.05760.402121.90621.08101.6625810.00000.33331.58790.81071.03670.319517.71961.06271.620097.50000.25000.89080.81071.02060.238413.40741.04551.5828105.013、0000.16670.39520.81071.00910.15838.99591.02941.5505112.50000.08330.09870.81071.00230.07904.51561.01431.5230120.00000.00000.00000.81071.00000.00000.00001.00001.50002.22.2 拱拱肋肋自自重重弯弯矩矩计计算算位置截面编号i垂直厚度di分段重量Pi对1/4跨的力臂对1/4跨力矩Mv对拱脚的力臂对拱脚力矩Mk拱脚03.11039.970.636.2312.825718.542.5046.3622.580616.945.0084.683214、.369715.557.50116.6342.188514.3610.00143.6252.033613.3512.50166.82左61.90226.3514.3891.27右61.90226.150.633.8415.6396.1171.791911.762.5029.4017.50205.7981.700711.165.0055.8020.00223.2291.627110.687.5080.0922.50240.26101.569810.3010.00103.0225.00257.55111.527810.0312.50125.3227.50275.71拱顶121.50004.941415、.3871.0829.38145.25160.08468.562099.502.32.3 排排架架弯弯矩矩计计算算排架编号间距横坐标x竖坐标y1Kch(K)tan()Cdi排架高度G8排2.52.50.08330.09870.81071.00230.07904.51561.01431.52781.50G7排57.50.25000.89080.81071.02060.238413.40741.04551.62712.25G6排512.50.41672.48960.81071.05760.402121.90621.08101.79193.76G5排517.50.58334.92430.81071.16、11390.573229.82261.12182.03366.08G4排522.50.75008.23940.81071.19060.754837.04611.16962.36979.22G3排527.50.916712.49550.81071.28910.950243.53731.22672.825713.25G2排027.50.916712.49550.81071.28910.950243.53731.22672.825713.25G1排027.50.916712.49550.81071.28910.950243.53731.22672.825713.25排架编号排架柱高度柱顶梁横梁单根柱17、子重量到拱脚的距离bhbhbh根数长度G8排1.500.50.70.4510.450.6504.64.1027.50G7排2.250.50.70.4510.450.6504.64.7822.50G6排3.760.50.70.4510.450.6504.66.1717.50G5排6.080.50.70.4510.450.6514.610.0612.50G4排9.220.50.70.4510.450.6514.612.967.50G3排13.250.50.70.4510.450.6524.618.422.50G2排13.25000000000.002.50G1排13.25000000000.00218、.50合计56.492.42.4 拱拱肋肋间间连连杆杆弯弯矩矩计计算算连杆编号bh长度x连杆重量到拱脚的距离对拱脚力矩Mk到1/4跨的距离对1/4跨的弯矩MvG12连120.50.54.100.6730.00020.1815.0010.09G11连110.50.54.12.51.3527.50037.0012.5016.82G10连100.50.54.151.3525.00033.6310.0013.45G9连90.50.54.17.51.3522.50030.277.5010.09G8连80.50.54.1101.3520.00026.915.006.73G7连70.50.54.112.5119、.3517.50023.542.503.36G6连60.50.54.1151.3515.00020.180.000.00G5连50.50.54.117.51.3512.50016.820.000.00G4连40.50.54.1201.3510.00013.450.000.00G3连30.50.54.122.51.357.50010.090.000.00G2连20.50.54.1251.355.0006.730.000.00G1连10.50.54.127.51.352.5003.360.000.00合计15.47242.1660.542.52.5 槽槽身身自自重重弯弯矩矩计计算算槽身荷载编号到拱20、脚的距离到1/4跨的距离空槽工况设计水深加大水深荷载对拱脚力矩Mk对1/4跨的弯矩Mv荷载对拱脚力矩Mk对1/4跨的弯矩Mv荷载对拱脚力矩Mk对1/4跨的弯矩MvG8槽27.5012.5047.141296.35589.2586.792386.841084.9392.292537.981153.63G7槽22.507.5047.141060.65353.5586.791952.87650.9692.292076.53692.18G6槽17.502.5047.14824.95117.8586.791518.90216.9992.291615.08230.73G5槽12.500.0047.145821、9.250.0086.791084.930.0092.291153.630.00G4槽7.500.0047.14353.550.0086.79650.960.0092.29692.180.00G3槽2.500.0047.14117.850.0086.79216.990.0092.29230.730.00G2槽2.500.000.000.000.000.000.000.000.000.000.00G1槽2.500.000.000.000.000.000.000.000.000.000.00合计282.844242.621060.65520.777811.481952.87553.748306.122、22076.532.62.6 拱拱轴轴系系数数合合理理性性验验算算结结论论荷载类型空槽工况设计水深加大水深满槽水深裸拱拱脚Mk1/4拱跨Mv拱脚Mk1/4拱跨Mv拱脚Mk1/4拱跨Mv拱脚Mk1/4拱跨Mv拱脚Mk1/4拱跨Mv1、拱肋自重W209946920994692099469209946920994692、排架自重G排5971025971025971025971023、连杆自重G连242612426124261242614、槽身自重G槽4243106178111953830620778544213614项合计71821692107502584112452708114832768209923、469Mv/Mk0.23560.24040.24080.24100.2232yv/f0.24000.24000.24000.24000.2400Mv/Mk-yv/f-0.0040.0000.0010.001-0.017m值合理性判断标准|Mv/Mk-yv/f|0.005拱轴系数m合理拱轴系数m合理拱轴系数m合理拱轴系数m合理拱轴系数m不合理,请调大m3 3 拱拱肋肋弹弹性性中中心心及及弹弹性性中中心心水水平平推推力力S S1 1计计算算计算工况顶拱不考虑弹性压缩的水平推力Hg弹性中心ys系数1=sy2ds/EI1系数弹性压缩系数KN=1/(1+)弹性中心处的水平推力S1=KN*Hg设计水深7124、6.6944.071.010.057600.01431.290.01120.014210.154 4 控控制制截截面面内内力力、应应力力计计算算4.14.1 铅铅直直荷荷载载（设设计计水水深深时时）作作用用下下的的内内力力计计算算4.1.14.1.1 左左拱拱脚脚的的弯弯矩矩M Mlili、水水平平推推力力H Hi i、铅铅直直反反力力V Vlili影影响响线线纵纵坐坐标标计计算算结结果果-此此表表为为后后续续计计算算的的基基础础表表 项目截面编号Mli/lHlif/lMliH1iMliHiVli截面横坐标查表渡槽B-14查表渡槽B-15=Mli/ll=Hlif/llf=Mli-H1iKN(f25、-ys)=H1i(1-KN)查渡槽表B-16为了插值用00.00000.00000.00000.00000.00000.00001.00000.001-0.03520.0052-2.11200.0208-2.11520.02050.99582.502-0.05840.0195-3.50400.0780-3.51610.07690.98345.003-0.07090.0411-4.25400.1644-4.27950.16210.96297.504-0.07420.0679-4.45200.2716-4.49410.26780.934610.005-0.06990.0979-4.19400.3926、16-4.25460.38610.898812.506-0.05970.1292-3.58200.5168-3.66200.50950.856215.007-0.04510.1597-2.70600.6388-2.80490.62980.807417.508-0.02780.1879-1.66800.7516-1.78440.74100.753120.009-0.00920.2118-0.55200.8472-0.68320.83520.694122.50100.00910.23010.54600.92040.40350.90740.631525.00110.02600.24181.5600027、.96721.41020.95350.566427.50120.04020.24582.41200.98322.25980.96930.500030.00110.05080.24183.04800.96722.89820.95350.433632.50100.05730.23013.43800.92043.29550.90740.368535.0090.05990.21183.59400.84723.46280.83520.305937.5080.05870.18793.52200.75163.40560.74100.246940.0070.05400.15973.24000.63883.1428、110.62980.192642.5060.04660.12922.79600.51682.71600.50950.143845.0050.03720.09792.23200.39162.17140.38610.101247.5040.02710.06791.62600.27161.58390.26780.065450.0030.01700.04111.02000.16440.99450.16210.037152.5020.00840.01950.50400.07800.49190.07690.016655.0010.00230.00520.13800.02080.13480.02050.0029、4257.5000.00000.00000.00000.00000.00000.00000.000060.004.1.24.1.2 拱拱圈圈自自重重作作用用下下左左拱拱脚脚的的弯弯矩矩M Ml l、水水平平推推力力H H、铅铅直直反反力力V Vl l 项目分段编号坐标PiMli(i=012)PiMliVli(i=012)PiVliHi(i=012)PiHi引用2.2节根据4.1.1插值根据4.1.1插值根据4.1.1插值00.6259.97-0.5288-5.27330.99909.96170.00510.051112.50018.54-2.1152-39.22360.995818.4656030、.02050.380225.00016.94-3.5161-59.54550.983416.65410.07691.302237.50015.55-4.2795-66.54910.962914.97390.16212.5203410.00014.36-4.4941-64.54370.934613.42270.26783.8455512.50013.35-4.2546-56.78130.898811.99510.38615.1522615.00012.50-3.6620-45.77730.856210.70300.50956.3688717.50011.76-2.8049-32.98350.8031、749.49440.62987.4054820.00011.16-1.7844-19.91530.75318.40530.74108.2697922.50010.68-0.6832-7.29510.69417.41160.83528.91831025.00010.300.40354.15660.63156.50570.90749.34771127.50010.031.410214.13880.56645.67870.95359.55971229.3754.942.047410.12350.51662.55440.96534.77321230.6254.942.419411.96290.483432、2.39020.96534.77321132.50010.032.898229.05730.43364.34720.95359.55971035.00010.303.295533.95020.36853.79630.90749.3477937.50010.683.462836.97610.30593.26640.83528.9183840.00011.163.405638.00980.24692.75560.74108.2697742.50011.763.141136.93650.19262.26480.62987.4054645.00012.502.716033.95120.14381.7933、760.50956.3688547.50013.352.171428.97840.10121.35060.38615.1522450.00014.361.583922.74860.06540.93930.26783.8455352.50015.550.994515.46600.03710.57690.16212.5203255.00016.940.49198.33080.01660.28110.07691.3022157.50018.540.13482.49930.00420.07790.02050.3802059.3759.970.03370.33600.00110.01050.00510.34、0511合计320.16-70.27160.08135.794.1.34.1.3 排排架架作作用用下下左左拱拱脚脚的的弯弯矩矩M Ml l、水水平平推推力力H H、铅铅直直反反力力V Vl l排架柱编号横坐标重量GkMlkGkMlkVlkGkVlkHkGkHkG8排27.54.101.41025.77840.56642.32080.95353.9069G7排22.54.78-0.6832-3.26540.69413.31750.83523.9919G6排17.56.17-2.8049-17.31430.80744.98400.62983.8874G5排12.510.06-4.2546-42.835、2140.89889.04610.38613.8855G4排7.512.96-4.2795-55.44460.962912.47530.16212.0998G3排2.518.42-2.1152-38.96820.995818.34540.02050.3778G2排2.50.00-2.11520.00000.99580.00000.02050.0000G1排2.50.00-2.11520.00000.99580.00000.02050.0000G8排32.54.102.898211.87550.43361.77670.95353.9069G7排37.54.783.462816.55100.30536、91.46210.83523.9919G6排42.56.173.141119.38950.19261.18890.62983.8874G5排47.510.062.171421.85390.10121.01850.38613.8855G4排52.512.960.994512.88530.03710.48070.16212.0998G3排57.518.420.13482.48300.00420.07740.02050.3778G2排57.50.000.13480.00000.00420.00000.02050.0000G1排57.50.000.13480.00000.00420.00000.02037、50.0000合计112.99-67.0056.4936.304.1.44.1.4 拱拱肋肋间间连连杆杆作作用用下下左左拱拱脚脚的的弯弯矩矩M Ml l、水水平平推推力力H H、铅铅直直反反力力V Vl l连杆编号横坐标重量GkMlkGkMlkVlkGkVlkHkGkHkG1连2.51.35-2.1152-2.84560.99581.33970.02050.0276G2连51.35-3.5161-4.73020.98341.32300.07690.1034G3连7.51.35-4.2795-5.75720.96291.29540.16210.2180G4连101.35-4.4941-6.04538、90.93461.25730.26780.3602G5连12.51.35-4.2546-5.72380.89881.20920.38610.5194G6连151.35-3.6620-4.92660.85621.15190.50950.6854G7连17.51.35-2.8049-3.77350.80741.08620.62980.8472G8连201.35-1.7844-2.40060.75311.01320.74100.9968G9连22.51.35-0.6832-0.91910.69410.93380.83521.1236G10连251.350.40350.54280.63150.849639、0.90741.2207G11连27.51.351.41021.89720.56640.76200.95351.2828G12连301.352.25983.04010.50000.67270.96931.3040G11连32.51.352.89823.89900.43360.58330.95351.2828G10连351.353.29554.43340.36850.49570.90741.2207G9连37.51.353.46284.65860.30590.41150.83521.1236G8连401.353.40564.58160.24690.33220.74100.9968G7连42.5140、.353.14114.22570.19260.25910.62980.8472G6连451.352.71603.65380.14380.19350.50950.6854G5连47.51.352.17142.92120.10120.13610.38610.5194G4连501.351.58392.13090.06540.08800.26780.3602G3连52.51.350.99451.33800.03710.04990.16210.2180G2连551.350.49190.66180.01660.02230.07690.1034G1连57.51.350.13480.18130.00420.041、0570.02050.0276合计30.941.0415.4716.074.1.54.1.5 槽槽身身（槽槽内内设设计计水水深深）作作用用下下左左拱拱脚脚的的弯弯矩矩M Ml l、水水平平推推力力H H、铅铅直直反反力力V Vl l槽身荷载编号横坐标重量GkMlkGkMlkVlkGkVlkHkGkHkG8槽27.586.791.4102122.39980.566449.16020.953582.7582G7槽22.586.79-0.6832-59.29670.694160.24380.835272.4904G6槽17.586.79-2.8049-243.45040.807470.07760.642、29854.6587G5槽12.586.79-4.2546-369.27780.898878.01060.386133.5071G4槽7.586.79-4.2795-371.43190.962983.57410.162114.0668G3槽2.586.79-2.1152-183.58880.995886.42960.02051.7797G2槽2.50.00-2.11520.00000.99580.00000.02050.0000G1槽2.50.00-2.11520.00000.99580.00000.02050.0000G8槽32.586.792.8982251.54960.433637.6343、400.953582.7582G7槽37.586.793.4628300.55200.305926.55030.835272.4904G6槽42.586.793.1411272.62770.192616.71660.629854.6587G5槽47.586.792.1714188.46150.10128.78360.386133.5071G4槽52.586.790.994586.32050.03713.22010.162114.0668G3槽57.586.790.134811.69800.00420.36450.02051.7797G2槽57.50.000.13480.00000.00420.44、00000.02050.0000G1槽57.50.000.13480.00000.00420.00000.02050.0000合计1041.536.56520.77518.524.1.64.1.6 汇汇总总铅铅直直荷荷载载（设设计计水水深深时时）作作用用下下左左拱拱脚脚的的弯弯矩矩M Ml l、水水平平推推力力H H、铅铅直直反反力力V Vl l项目MlVlH1、拱肋自重P-70.27160.08135.792、排架自重G排-67.0056.4936.303、连杆自重G连1.0415.4716.074、槽身自重G槽6.56520.77518.52合计-129.66752.81706.684.145、.74.1.7 铅铅直直荷荷载载（设设计计水水深深时时）作作用用下下拱拱圈圈控控制制截截面面内内力力计计算算 截面位置项目拱脚近拱脚排架1/8跨1/4跨3/8跨拱顶左侧右侧左侧右侧左侧右侧左侧右侧x0.02.52.57.57.515.015.022.522.530.0y0.00002.50452.50456.76066.760611.399911.399914.109214.109215.0000cos()0.68820.72490.72490.79820.79820.89920.89920.97270.97271.0000sin()0.72550.68880.68880.60250.602546、0.43750.43750.23190.23190.0000Vx7537436185994833563422231200Pi*ai0653137254564752118114212100Pi*x0257134145813311518279330334802Gk*bk00266273103122722293397060618671Gk*x0026680915684628464891251121617802M-130-36-36-1-1-16-16717121N10331024938925855791785739715707Q552-3953-4011-253-4804.24.2 水水深深变变化化47、引引起起的的拱拱圈圈内内力力计计算算4.2.14.2.1 空空槽槽水水重重荷荷载载变变化化下下（相相对对于于设设计计水水深深）左左拱拱脚脚的的弯弯矩矩M Ml l、水水平平推推力力H H、铅铅直直反反力力V Vl l变变化化值值槽身荷载编号横坐标重量GkMlkGkMlkVlkGkVlkHkGkHkG8槽27.50-39.651.4102-55.92130.5664-22.46000.9535-37.8101G7槽22.50-39.65-0.683227.09110.6941-27.52380.8352-33.1190G6槽17.50-39.65-2.8049111.22620.8074-32.48、01660.6298-24.9721G5槽12.50-39.65-4.2546168.71340.8988-35.64100.3861-15.3085G4槽7.50-39.65-4.2795169.69760.9629-38.18280.1621-6.4268G3槽2.50-39.65-2.115283.87700.9958-39.48750.0205-0.8131G2槽2.500.00-2.11520.00000.99580.00000.02050.0000G1槽2.500.00-2.11520.00000.99580.00000.02050.0000G8槽32.50-39.652.898249、-114.92650.4336-17.19400.9535-37.8101G7槽37.50-39.653.4628-137.31440.3059-12.13020.8352-33.1190G6槽42.50-39.653.1411-124.55650.1926-7.63740.6298-24.9721G5槽47.50-39.652.1714-86.10320.1012-4.01300.3861-15.3085G4槽52.50-39.650.9945-39.43760.0371-1.47120.1621-6.4268G3槽57.50-39.650.1348-5.34450.0042-0.1665050、.0205-0.8131G2槽57.500.000.13480.00000.00420.00000.02050.0000G1槽57.500.000.13480.00000.00420.00000.02050.0000合计-475.85Ml=-3.00Vl=-237.92H=-236.904.2.24.2.2 空空槽槽水水重重荷荷载载变变化化下下（相相对对于于设设计计水水深深）拱拱圈圈控控制制截截面面内内力力变变化化值值 截面位置项目拱脚近拱脚排架1/8跨1/4跨3/8跨拱顶左侧右侧左侧右侧左侧右侧左侧右侧x0.02.52.57.57.515.015.022.522.530.0y0.00002.51、50452.50456.76066.760611.399911.399914.109214.109215.0000cos()0.68820.72490.72490.79820.79820.89920.89920.97270.97271.0000sin()0.72550.68880.68880.60250.60250.43750.43750.23190.23190.0000Vx-238-238-198-198-159-119-119-79-400Gk*bk00-99-99-397-892-892-1586-2478-3569Gk*x00-99-297-595-1784-1784-3569-44652、1-7138M-3-4-412122121-31-31-18N-336-336-308-309-285-265-265-249-240-237Q8-919-1616-3-3-221604.2.34.2.3 满满槽槽水水重重荷荷载载变变化化下下（相相对对于于设设计计水水深深）左左拱拱脚脚的的弯弯矩矩M Ml l、水水平平推推力力H H、铅铅直直反反力力V Vl l变变化化值值槽身荷载编号横坐标重量GkMlkGkMlkVlkGkVlkHkGkHkG8槽27.508.141.410211.48070.56644.61110.95357.7624G7槽22.508.14-0.6832-5.56180.53、69415.65070.83526.7994G6槽17.508.14-2.8049-22.83480.80746.57300.62985.1268G5槽12.508.14-4.2546-34.63700.89887.31710.38613.1429G4槽7.508.14-4.2795-34.83910.96297.83900.16211.3194G3槽2.508.14-2.1152-17.22000.99588.10680.02050.1669G2槽2.500.00-2.11520.00000.99580.00000.02050.0000G1槽2.500.00-2.11520.00000.9954、580.00000.02050.0000G8槽32.508.142.898223.59450.43363.52990.95357.7624G7槽37.508.143.462828.19080.30592.49030.83526.7994G6槽42.508.143.141125.57160.19261.56800.62985.1268G5槽47.508.142.171417.67710.10120.82390.38613.1429G4槽52.508.140.99458.09660.03710.30200.16211.3194G3槽57.508.140.13481.09720.00420.034255、0.02050.1669G2槽57.500.000.13480.00000.00420.00000.02050.0000G1槽57.500.000.13480.00000.00420.00000.02050.0000合计97.69Ml=0.62Vl=48.85H=48.644.2.44.2.4 满满槽槽水水重重荷荷载载变变化化下下（相相对对于于设设计计水水深深）拱拱圈圈控控制制截截面面内内力力变变化化值值 截面位置项目拱脚近拱脚排架1/8跨1/4跨3/8跨拱顶左侧右侧左侧右侧左侧右侧左侧右侧x0.02.52.57.57.515.015.022.522.530.0y0.00002.50452.556、0456.76066.760611.399911.399914.109214.109215.0000cos()0.68820.72490.72490.79820.79820.89920.89920.97270.97271.0000sin()0.72550.68880.68880.60250.60250.43750.43750.23190.23190.0000Vx494941413324241680Gk*bk00202081183183326509733Gk*x0020611223663667339161465M111-3-3-4-4664N69696363585454514949Q-22-4357、-3115-304.34.3 温温度度变变化化及及混混凝凝土土收收缩缩附附加加应应力力计计算算 截面位置项目拱脚近拱脚排架1/8跨1/4跨3/8跨拱顶左侧右侧左侧右侧左侧右侧左侧右侧温升t升20计算公式：1-2温降t降-15计算公式：3-2收缩计算温降t缩-15Ht升10.94计算公式：1*E*b*d03*t升/(12*f2)*QHt降-12.11计算公式：1*E*b*d03*t降/(12*f2)+2*E*b*d03*t缩/(12*f2)*Qys4.074.074.074.074.074.074.074.074.074.07y115.0012.5012.508.248.243.603.600.58、890.890.00cos()0.68820.72490.72490.79820.79820.89920.89920.97270.97271.0000y=y1-ys10.938.438.434.174.17-0.47-0.47-3.18-3.18-4.07Mt升=Ht升*y119.5692.1792.1745.6245.62-5.12-5.12-34.76-34.76-44.50Nt升=Ht升*cos()7.537.937.938.738.739.849.8410.6410.6410.94Qt升=Ht升*sin()7.947.537.536.596.594.794.792.542.540.0059、Mt降=Ht降*y-132.37-102.04-102.04-50.51-50.515.675.6738.4838.4849.27Nt降=Ht降*cos()-8.33-8.78-8.78-9.67-9.67-10.89-10.89-11.78-11.78-12.11Qt降=Ht降*sin()-8.79-8.34-8.34-7.30-7.30-5.30-5.30-2.81-2.810.004.44.4 横横向向风风荷荷载载作作用用下下的的拱拱圈圈内内力力计计算算4.4.14.4.1 排排架架柱柱横横向向风风荷荷载载产产生生的的柱柱脚脚轴轴向向力力计计算算排架柱编号横坐标形心竖向高度排架高度排架柱60、顺槽向宽度排架横槽向轴距风振系数z风载体形系数s风压高度变化系数Z地形条件系数t基本风压W0风荷载强度WG8排27.5031.421.500.705.101.251.401.441.200.0300.091G7排22.5031.052.250.705.101.251.401.431.200.0300.090G6排17.5030.293.760.705.101.251.401.421.200.0300.090G5排12.5029.136.080.705.101.251.401.411.200.0300.089G4排7.5027.569.220.705.101.251.401.381.200.0361、00.087G3排2.5025.5413.250.705.101.251.401.341.200.0300.085G2排2.5025.5413.250.000.001.251.401.341.200.0300.085G1排2.5025.5413.250.000.001.251.401.341.200.0300.085G8排32.5031.421.500.705.101.251.401.441.200.0300.091G7排37.5031.052.250.705.101.251.401.431.200.0300.090G6排42.5030.293.760.705.101.251.401.421.62、200.0300.090G5排47.5029.136.080.705.101.251.401.411.200.0300.089G4排52.5027.569.220.705.101.251.401.381.200.0300.087G3排57.5025.5413.250.705.101.251.401.341.200.0300.085G2排57.5025.5413.250.000.001.251.401.341.200.0300.085G1排57.5025.5413.250.000.001.251.401.341.200.0300.085合计4.4.24.4.2 槽槽身身横横向向风风荷荷载载产产生63、生的的柱柱脚脚轴轴向向力力计计算算排架柱编号横坐标形心竖向高度槽身高度H槽身长度排架横槽向轴距风振系数z风载体形系数s风压高度变化系数Z地形条件系数t基本风压W0风荷载强度WG8排27.5034.244.155.005.101.251.071.481.200.0300.071G7排22.5034.244.155.005.101.251.071.481.200.0300.071G6排17.5034.244.155.005.101.251.071.481.200.0300.071G5排12.5034.244.155.005.101.251.071.481.200.0300.071G4排7.503464、.244.155.005.101.251.071.481.200.0300.071G3排2.5034.244.155.005.101.251.071.481.200.0300.071G2排2.5034.244.155.000.001.251.071.481.200.0300.071G1排2.5034.244.155.000.001.251.071.481.200.0300.071G8排32.5034.244.155.005.101.251.071.481.200.0300.071G7排37.5034.244.155.005.101.251.071.481.200.0300.071G6排42.565、034.244.155.005.101.251.071.481.200.0300.071G5排47.5034.244.155.005.101.251.071.481.200.0300.071G4排52.5034.244.155.005.101.251.071.481.200.0300.071G3排57.5034.244.155.005.101.251.071.481.200.0300.071G2排57.5034.244.155.000.001.251.071.481.200.0300.071G1排57.5034.244.155.000.001.251.071.481.200.0300.071合66、计4.4.34.4.3 拱拱圈圈横横向向风风荷荷载载计计算算编号（连杆节点处）横坐标形心竖向高度截面垂直高度截面水平长度风振系数z风载体形系数s风压高度变化系数Z地形条件系数t基本风压W0迎风肋风荷载强度W迎风肋风荷载1（连杆1）2.5017.50452.82573.751.251.071.201.200.0300.0570.732（连杆2）5.0019.75462.58062.501.251.071.241.200.0300.0600.463（连杆3）7.5021.76062.36972.501.251.071.281.200.0300.0610.444（连杆4）10.0023.53162.67、18852.501.251.071.311.200.0300.0630.415（连杆5）12.5025.07572.03362.501.251.071.341.200.0300.0640.396（连杆6）15.0026.39991.90222.501.251.071.361.200.0300.0650.377（连杆7）17.5027.51041.79192.501.251.071.381.200.0300.0660.368（连杆8）20.0028.41211.70072.501.251.071.391.200.0300.0670.349（连杆9）22.5029.10921.62712.501.68、251.071.401.200.0300.0670.3310（连杆10）25.0029.60481.56982.501.251.071.411.200.0300.0680.3211（连杆11）27.5029.90131.52782.501.251.071.421.200.0300.0680.3112（连杆12）30.0030.00001.50001.251.251.071.421.200.0300.0680.15合计4.624.4.44.4.4 风风荷荷载载产产生生的的水水平平向向节节点点荷荷载载力力TiTi计计算算编号（连杆节点处）横坐标排架风荷载槽身风荷载拱圈风荷载合计1（连杆1）2.5069、0.940.880.732.562（连杆2）5.000.000.000.460.463（连杆3）7.500.670.880.441.994（连杆4）10.000.000.000.410.415（连杆5）12.500.450.880.391.736（连杆6）15.000.000.000.370.377（连杆7）17.500.280.880.361.528（连杆8）20.000.000.000.340.349（连杆9）22.500.170.880.331.3810（连杆10）25.000.000.000.320.3211（连杆11）27.500.110.880.311.3112（连杆12）30.070、00.000.000.150.154.4.54.4.5 迎迎风风侧侧拱拱肋肋在在风风荷荷载载作作用用下下左左拱拱脚脚的的弯弯矩矩M Ml l、水水平平推推力力H H、铅铅直直反反力力V Vl l变变化化值值排架编号横坐标重量GkMlkGkMlkVlkGkVlkHkGkHkG8排27.50-1.271.4102-1.79730.5664-0.72180.9535-1.2152G7排22.50-1.57-0.68321.07480.6941-1.09200.8352-1.3140G6排17.50-2.23-2.80496.26380.8074-1.80300.6298-1.4063G5排12.5071、-3.36-4.254614.31540.8988-3.02420.3861-1.2989G4排7.50-5.13-4.279521.97240.9629-4.94390.1621-0.8321G3排2.50-7.76-2.115216.42190.9958-7.73110.0205-0.1592G2排2.500.00-2.11520.00000.99580.00000.02050.0000G1排2.500.00-2.11520.00000.99580.00000.02050.0000G8排32.50-1.272.8982-3.69360.4336-0.55260.9535-1.2152G7排72、37.50-1.573.4628-5.44780.3059-0.48120.8352-1.3140G6排42.50-2.233.1411-7.01450.1926-0.43010.6298-1.4063G5排47.50-3.362.1714-7.30590.1012-0.34050.3861-1.2989G4排52.50-5.130.9945-5.10640.0371-0.19050.1621-0.8321G3排57.50-7.760.1348-1.04640.0042-0.03260.0205-0.1592G2排57.500.000.13480.00000.00420.00000.0205073、.0000G1排57.500.000.13480.00000.00420.00000.02050.0000合计-42.69Ml=28.64Vl=-21.34H=-12.454.4.64.4.6 迎迎风风侧侧拱拱肋肋在在风风荷荷载载作作用用下下拱拱圈圈控控制制截截面面内内力力变变化化值值 截面位置项目拱脚近拱脚排架1/8跨1/4跨3/8跨拱顶左侧右侧左侧右侧左侧右侧左侧右侧x0.02.52.57.57.515.015.022.522.530.0y0.00002.50452.50456.76066.760611.399911.399914.109214.109215.0000cos()0.688274、0.72490.72490.79820.79820.89920.89920.97270.97271.0000sin()0.72550.68880.68880.60250.60250.43750.43750.23190.23190.0000Vx-21-21-14-14-8-5-5-3-10Gk*bk00-19-19-58-100-100-139-174-209Gk*x00-19-58-97-244-244-416-452-640M2966-8-8-6-6116N-24-24-18-18-15-13-13-13-12-12Q-6-7-1-31110204.4.74.4.7 背背风风侧侧拱拱肋肋在在75、风风荷荷载载作作用用下下左左拱拱脚脚的的弯弯矩矩M Ml l、水水平平推推力力H H、铅铅直直反反力力V Vl l变变化化值值排架编号横坐标重量GkMlkGkMlkVlkGkVlkHkGkHkG8排27.501.271.41021.79730.56640.72180.95351.2152G7排22.501.57-0.6832-1.07480.69411.09200.83521.3140G6排17.502.23-2.8049-6.26380.80741.80300.62981.4063G5排12.503.36-4.2546-14.31540.89883.02420.38611.2989G4排7.76、505.13-4.2795-21.97240.96294.94390.16210.8321G3排2.507.76-2.1152-16.42190.99587.73110.02050.1592G2排2.500.00-2.11520.00000.99580.00000.02050.0000G1排2.500.00-2.11520.00000.99580.00000.02050.0000G8排32.501.272.89823.69360.43360.55260.95351.2152G7排37.501.573.46285.44780.30590.48120.83521.3140G6排42.502.23377、.14117.01450.19260.43010.62981.4063G5排47.503.362.17147.30590.10120.34050.38611.2989G4排52.505.130.99455.10640.03710.19050.16210.8321G3排57.507.760.13481.04640.00420.03260.02050.1592G2排57.500.000.13480.00000.00420.00000.02050.0000G1排57.500.000.13480.00000.00420.00000.02050.0000合计42.69Ml=-28.64Vl=21.34H78、=12.454.4.84.4.8 背背风风侧侧拱拱肋肋在在风风荷荷载载作作用用下下拱拱圈圈控控制制截截面面内内力力变变化化值值 截面位置项目拱脚近拱脚排架1/8跨1/4跨3/8跨拱顶左侧右侧左侧右侧左侧右侧左侧右侧x0.02.52.57.57.515.015.022.522.530.0y0.00002.50452.50456.76066.760611.399911.399914.109214.109215.0000cos()0.68820.72490.72490.79820.79820.89920.89920.97270.97271.0000sin()0.72550.68880.68880.679、0250.60250.43750.43750.23190.23190.0000Vx21211414855310Gk*bk00191958100100139174209Gk*x00195897244244416452640M-29-6-68866-1-1-6N24241818151313131212Q6713-1-1-10-204.4.94.4.9 水水平平向向节节点点荷荷载载TiTi作作用用下下的的拱拱圈圈内内力力计计算算编号（连杆节点处）横坐标li,i+1taniii,i+1cosi,i+1i,i+10,iTi轴线总长度S计算长度l0拱脚0.001.054246.51081（连杆1）2.5080、2.500.950243.537345.020.70683.543.542.562（连杆2）5.002.500.850640.383441.960.74363.366.900.463（连杆3）7.502.500.754837.046138.710.78033.2010.101.994（连杆4）10.002.500.662533.524935.290.81633.0613.170.415（连杆5）12.502.500.573229.822631.670.85112.9416.101.736（连杆6）15.002.500.486625.946027.880.88392.8318.930.377（连81、杆7）17.502.500.402121.906223.930.91412.7421.671.528（连杆8）20.002.500.319517.719619.810.94082.6624.320.349（连杆9）22.502.500.238413.407415.560.96332.6026.921.3810（连杆10）25.002.500.15838.995911.200.98092.5529.470.3211（连杆11）27.502.500.07904.51566.760.99312.5231.991.3112（连杆12）（拱顶）30.002.500.00000.00002.260.99982、22.5034.490.1568.9724.834.54.5 不不同同工工况况下下左左拱拱脚脚的的弯弯矩矩M Ml l、水水平平推推力力H H、铅铅直直反反力力V Vl l汇汇总总工况左拱脚的弯矩Ml左拱脚铅直反力Vl左拱脚水平推力H竖向荷载1设计水深时-1307537072空槽水重减小-3-238-2373满槽水重增加149494温 升1200115温降+混凝土收缩-1320-126风荷(迎风肋)29-21-127风荷(背风肋)-292112荷载组合基本组合1设计水深+温升-10753718基本组合2设计+温降+收缩-262753695基本组合3空槽+温升-13515481基本组合4空槽+温83、降+收缩-265515458偶然组合1满槽+温升-9802766偶然组合2满槽+温降+收缩-2618027434.64.6 不不同同工工况况下下拱拱圈圈内内力力计计算算汇汇总总 截面位置荷载拱脚近拱脚排架左侧右侧MNQMNQMNQ竖向荷载1设计水深时-13010335-36102452-36938-392空槽水重减小-3-3368-4-336-9-4-308193满槽水重增加169-21692163-44温 升12088928892885温降+混凝土收缩-132-8-9-102-9-8-102-9-86风荷(迎风肋)29-24-66-24-76-18-17风荷(背风肋)-29246-6247-84、6181迎风肋基本组合1设计水深+温升19101686210085262927-33基本组合2设计+温降+收缩-2331000-9-13299136-132911-49基本组合3空槽+温升1668016586734358619-13基本组合4空槽+温降+收缩-236664-1-13665627-136602-29偶然组合1满槽+温升19108566310775463991-37偶然组合2满槽+温降+收缩-2331069-11-131106038-131974-53背风肋基本组合1设计水深+温升-391064194910566649964-30基本组合2设计+温降+收缩-29110482-14585、103950-145947-46基本组合3空槽+温升-4272827457205745656-11基本组合4空槽+温降+收缩-29471310-14970341-149639-27偶然组合1满槽+温升-3811331750112568501027-34偶然组合2满槽+温降+收缩-29011171-144110852-1441011-504.74.7 不不同同工工况况下下拱拱圈圈配配筋筋计计算算 截面位置项目拱脚近拱脚排架左侧右侧MNQMNQMNQ横坐标X0.02.52.5截面厚度h2.142.052.05h0=2.092.002.00截面积A2.142.052.05l0=24.8324.83286、4.83l0/h=11.6012.1212.12内力组合1：偏心距e最大的一组M、N和最大的剪力截面内力-29471327-14970368-149639-53轴向力对截面中心偏心距e0=0.410.210.23截面应变影响系数1=1.001.001.00长细比影响系数2=1.001.001.00偏心距增大系数=1.491.991.90判判断断是是否否小小偏偏心心受受压压小偏心小偏心小偏心e=1.631.401.42=0.520.520.52规范要求最小配筋率min%=0.220.220.22按承载力计算的配筋As=As=-12836 mm2-13739 mm2-15094 mm2按最小配筋率87、的配筋As=As=4599 mm24396 mm24396 mm2最终配筋As=As=4599 mm24396 mm24396 mm2按最小配筋率配筋按最小配筋率配筋按最小配筋率配筋内力组合2：M值最大的一组截面内力-29471310-14970341-149639-27轴向力对截面中心偏心距e0=0.410.210.23截面应变影响系数1=1.001.001.00长细比影响系数2=1.001.001.00偏心距增大系数=1.491.991.90判判断断是是否否小小偏偏心心受受压压小偏心小偏心小偏心e=1.631.401.42=0.520.520.52规范要求最小配筋率min%=0.220.288、20.22按承载力计算的配筋As=As=-12836 mm2-13739 mm2-15094 mm2按最小配筋率的配筋As=As=4599 mm24396 mm24396 mm2最终配筋As=As=4599 mm24396 mm24396 mm2按最小配筋率配筋按最小配筋率配筋按最小配筋率配筋内力组合2：N值最小的一组截面内力-236664-1-13665627-136602-29轴向力对截面中心偏心距e0=0.360.210.23截面应变影响系数1=1.001.001.00长细比影响系数2=1.001.001.00偏心距增大系数=1.562.011.93判判断断是是否否小小偏偏心心受受压压小89、偏心小偏心小偏心e=1.581.391.41=0.520.520.52规范要求最小配筋率min%=0.220.220.22按承载力计算的配筋As=As=-14811 mm2-14971 mm2-16100 mm2按最小配筋率的配筋As=As=4599 mm24396 mm24396 mm2最终配筋As=As=4599 mm24396 mm24396 mm2按最小配筋率配筋按最小配筋率配筋按最小配筋率配筋截截面面不不同同内内力力组组合合下下的的最最终终配配筋筋面面积积4599 mm24396 mm24396 mm2拱拱圈圈最最终终配配筋筋面面积积=4599 mm2裂裂缝缝验验算算e e0 0/h90、/h0 0=0.200.110.12裂裂缝缝验验算算结结果果偏心受压构件e0/h00.55，无须验算裂缝偏心受压构件e0/h00.55，无须验算裂缝偏心受压构件e0/h00.55，无须验算裂缝斜斜截截面面抗抗剪剪验验算算Vc=0.7fVc=0.7ft tbhbh0 0=209 t200 t200 t0.07N=0.07N=47 t46 t42 t最最大大剪剪力力KV=KV=34 t85 t66 t抗抗剪剪验验算算结结果果KVVc+0.07N，可不进行抗剪验算，按构造配箍筋KVVc+0.07N，可不进行抗剪验算，按构造配箍筋KVVc+0.07N，可不进行抗剪验算，按构造配箍筋5 5 主主拱拱圈圈91、的的稳稳定定性性验验算算5.15.1 横横向向稳稳定定性性验验算算拱圈宽度B跨度l宽跨比B/l稳定性判断5.1600.09宽跨比大于1/20，可不进行横向稳定验算5.25.2 纵纵向向稳稳定定性性验验算算本本拱拱圈圈长长细细比比l0/d0=1730l0/d0=1730，而而且且矢矢跨跨比比f/l=0.25f/l=0.251/3,1/3,纵纵向向稳稳定定行行换换算算为为直直杆杆，按按轴轴心心受受压压构构件件，采采用用下下表表进进行行稳稳定定性性验验算算竖向荷载荷载组合计算情况计算长度l01/4跨截面厚度dl/41/4跨截面面积A矩形截面短边尺寸bl0/bcosm拱脚水平推力HNm基本组合设计水深92、+温升24.831.711.711.7114.520.910.89717.62802.32设计+温降+收缩24.831.711.711.7114.520.910.89694.57776.56空槽+温升24.831.711.711.7114.520.910.89480.72537.46空槽+温降+收缩24.831.711.711.7114.520.910.89457.67511.70偶然组合满槽+温升24.831.711.711.7114.520.910.89766.26856.70系数sy2ds/EI值nm m0.20.30.40.50.60.81.00000.03700.04480.052093、0.05880.06530.07751.34700.03610.04370.05090.05760.06410.07621.75600.03510.04270.04980.05650.06290.07492.24000.03420.04170.04870.05530.06170.07362.81400.03330.04070.04760.05420.06050.07233.50000.03230.03960.04650.05300.05930.07104.32400.03140.03860.04540.05190.05810.0697n=0.5m=1.347系数=0.05760.0576系数194、值nf/Lf/L0.20.30.40.50.60.8 1/101.191.151.121.091.061.02 1/81.181.141.111.081.051.01 1/61.171.131.091.061.041.00 1/51.151.111.071.041.020.98 1/41.121.081.041.010.990.95 1/31.061.020.990.970.940.90n=0.5f/L=0.25系数1=1.011.01系数值nf/Lf/L0.20.30.40.50.60.8 1/101.241.211.171.141.111.07 1/91.251.211.181.151.195、21.08 1/81.261.221.191.161.131.09 1/71.281.241.201.181.151.10 1/61.301.261.231.201.171.11 1/51.341.301.261.231.211.16 1/41.401.361.321.291.271.22 1/31.511.471.431.401.371.33n=0.5f/L=0.25系数1=1.291.29Mli/L值（n=0.5）m截面编号11.3471.756插值后00.00000.00000.00000.00001-0.0353-0.0352-0.0351-0.03522-0.0588-0.0584-96、0.0579-0.05843-0.0717-0.0709-0.0700-0.07094-0.0754-0.0742-0.0728-0.07425-0.0716-0.0699-0.0682-0.06996-0.0616-0.0597-0.0575-0.05977-0.0474-0.0451-0.0427-0.04518-0.0302-0.0278-0.0252-0.02789-0.0118-0.0092-0.0065-0.0092100.00650.00910.01190.0091110.02330.02600.02880.0260120.03740.04020.04300.0402110.0497、800.05080.05360.0508100.05470.05730.06010.057390.05730.05990.06260.059980.05620.05870.06120.058770.05170.05400.05640.054060.04460.04660.04870.046650.03560.03720.03900.037240.02580.02710.02850.027130.01620.01700.01790.017020.00790.00840.00890.008410.00220.00230.00240.002300.00000.00000.00000.0000系数验证98、表0.00000.00000.00000.00010.00010.00000.00040.00050.00010.00080.00090.00010.00120.00140.00020.00170.00170.00000.00190.00220.00030.00230.00240.00010.00240.00260.00020.00260.00270.00010.00260.00280.00020.00270.00280.00010.00280.00280.00000.00280.00280.00000.00260.00280.00020.00260.00270.00010.00250.00299、50.00000.00230.00240.00010.00200.00210.00010.00160.00180.00020.00130.00140.00010.00080.00090.00010.00050.00050.00000.00010.00010.00000.00000.00000.0000Hlif/L值（n=0.5）m截面编号1.00001.34701.7560插值后系数验证表00.00000.00000.00000.00000.000010.00510.00520.00530.00520.000120.01910.01950.02000.01950.000430.04030.04100、110.04190.04110.000840.06680.06790.06920.06790.001150.09650.09790.09940.09790.001460.12760.12920.13090.12920.001670.15800.15970.16160.15970.001780.18610.18790.18960.18790.001890.21000.21180.21350.21180.0018100.22840.23010.23190.23010.0017110.24010.24180.24350.24180.0017120.24410.24580.24750.24580.00101、17110.24010.24180.24350.24180.0017100.22840.23010.23190.23010.001790.21000.21180.21350.21180.001880.18610.18790.18960.18790.001870.15800.15970.16160.15970.001760.12760.12920.13090.12920.001650.09650.09790.09940.09790.001440.06680.06790.06920.06790.001130.04030.04110.04190.04110.000820.01910.01950.02102、000.01950.000410.00510.00520.00530.00520.000100.00000.00000.00000.00000.00000.00000.00000.00010.00000.00050.00010.00080.00000.00130.00020.00150.00010.00170.00010.00190.00020.0017-0.00010.0017-0.00010.00180.00010.00170.00000.00170.00000.00170.00000.00180.00010.0017-0.00010.0017-0.00010.00190.00020.00103、170.00010.00150.00010.00130.00020.00080.00000.00050.00010.00010.00000.00000.0000系数验证表变截面悬链线无铰拱左拱脚铅直反力影响线纵坐标Vl值表截面编号n0.501.000010.995820.983430.962940.934650.898860.856270.807480.753190.6941100.6315110.5664120.5000110.4336100.368590.305980.246970.192660.143850.101240.065430.037120.016610.004200.0000风104、压高度变化系数插值表U槽风载体形系数插值表对应高度风压高度变化系数Z高宽比H/BU槽风载体形系数s0.000.80.50.685.000.80.81.0510.0011.11.4215.001.1420.001.2530.001.4240.001.5650.001.6760.001.7770.001.8680.001.9590.002.02钢筋混凝土轴心受压构件的稳定系数l0/b8.00110.000.9812.000.9514.000.9216.000.8718.000.8120.000.7522.000.724.000.6526.000.628.000.5630.000.5232.000.4834.000.4436.000.438.000.3640.000.3242.000.2944.000.2646.000.2348.000.2150.000.19