六四式军便梁

PAGEPAGE95六四式军用梁第一章桁式和跨度（六四式铁路军用梁）和（加强型六四式铁路军用梁）都是全焊构架、销接组装、单层或双层多片式、明桥面体系的拆装式上承钢珩梁，主要适用于中等跨度铁路桥梁的桥跨抢修和修复。六四式铁路军用梁是一九六四年六月经国务院军工产品定型委员会批准设计定型的，加强型六四式铁路军用梁是六四式铁路军用梁的改型设计，一九六七年十一月批准。两种型号的军用梁都是我兵种装备部队的桥梁抢修制式器材。六四式铁路军用梁（代号：102—1）的主桁包括标准三角（代号①）、端构架（代号②）、标准弦杆（代号③）、端弦杆（代号④）、和斜弦杆（代号⑤）和撑杆（代号⑥）等六种基本构件和钢销、撑抨销栓等两种节点联结伴组成，可组装成符合国家标准（GB904—65）按4米变化的铁路标准跨度的单层式或双层式桁梁。加强型六四式铁路军用梁（代号：102—2）只是主桁用加强三角（代号21）和加强弦杆（代号23）两种构件分别代替了标准三角（代号①）和标准弦杆(代号③)，其余构件和节点联结件和六四式铁路军用梁完全相同，主要用以适应较大的跨度。为便于正桥抢修时调整桥跨长度和适应支点建筑高度较低的桥路结构，另配有三种辅助端构架（1.5米辅助端构架，代号⑦，2.5米辅助端构架，代号=8\*GB3⑧和3米辅助端构架，代号=9\*GB3⑨）和二种低支点端构架（2米低支点端构架，代号10和3米低支点端构架，代号11），基本上可以按0.5米变换跨度，以适应非铁路标准跨度的使用。六四式加强型六四式构件代号详表六四式加强型六四式器材的配套和使用可参阅《铁路军用梁手册》（中国人民解放军铁道兵司令部出版，一九七0年）。表I-l主桁构件代号表六四式铁路军用用梁加强型六四式铁铁路军用梁梁附注代号：102——1代号：102——2标准三角加强三角端构架两种型号通用标准弦杆加强弦杆端弦杆两种型号通用斜弦杆两种型号通用撑杆两种型号通用1.5米辅助端端构架，代代号⑦两种型号通用2.5米辅助端端构架，代代号=8\*GB3⑧两种型号通用3米辅助端构架，代代号=9\*GB3⑨两种型号通用2米低支点端构架，代代号10两种型号通用3米低支点端构架，代代号11两种型号通用第二章设计规范和规定一、铁路桥涵设计规范（铁道部，一九五九年本）；二、铁路破损桥涵临时及短期修复设计技术规程〈一九五一年〉；三、按30万次荷载次数设计焊接特种结构的耐劳强度计算办法的暂行规定（铁道兵科学研究院制定，一九六四年三月）；四、根据本结构的特点，在设计计算中所作的特殊规定和通过试验研究而确定的若干参数，分别在有关章节中加以说明。第三章恒载(六四式铁路军用梁)和（加强型六四式铁路军用梁）各同类构件的重量相差不大，配件是完全相同的。因此，在检算时，每片梁的每米恒载可取相同数字。主桁自重：单层式梁每片主桁的每米重量为0.19吨；双层式梁每片主桁的每米重量为0.24吨。桥面系（采用钢枕桥面）和联结系重量：单层式和双层式梁均可按每米0.7吨计算。单层梁每片主桁的计算恒载表梁式主梁片数主桁自重桥面和联结系自自重恒重Kg附注吨/米单层式梁30.190.230.4240.180.3750.140.3360.120.3170.10.29双层式梁40.240.180.4250.140.3860.120.3670.10.34第四章活载一、标准轨距铁道活载1.中华人民共和国铁道标准活载中-18级；2.解放型（JF1）机车单机随挂6吨/米匀布荷载；3.JF6型机车单机随挂6吨/米匀布荷载；4.反帝型机车单机随挂6吨/米匀布荷载；5.反修型机车单机随挂6吨/米匀布荷载；6.KD7型机车单机随挂6吨/米匀布荷载；7.KD5型机车单机随挂6吨/米匀布荷载；8.解放型（JF1）机车单机十一个空载平车+6吨/米匀布荷载。二、一米轨距铁道活载1.中华人民共和国铁道标准活载中-12级；2.解放51型（JF51）机车单机随挂3.5吨/米匀布荷载。采用其他类型的标准轨距或一米轨距的机车、车辆荷载和牵引方式时,均须另行检算。三、轻便架桥机荷载按利用N—l2型铁路平车组成的轻便架桥机荷载检算，最大轴重直线为26吨，曲线为35吨（详《六四式、加强型六四式铁路军用梁手册》）。通过其他类型的架桥机荷载时,须另行检算。四、国内各种主要类型机车的轴距和轴重详表Ⅳ—1。五、主要铁道荷载竖向活载的轴距和轴重的计算图式见图Ⅳ—1。六、主要铁道荷载竖向活载的换算均匀荷载详表Ⅳ—2至表Ⅳ—10。用换算均匀荷载加载影响线的规则，祥《铁路桥涵设计规范》附录Ⅳ。图Ⅳ—1主要铁道荷载竖向活载的轴距和轴重的计算图式1．中华人民共和国铁道标准活载（中—Z级）1.51.51.51.51.51.530M中—18级7.56T/M5.4T/M（Z—18）181818181819.8519.8519.85181818181819.8519.8519.851.51.51.51.51.51.530M中—12级5.04T/M3.6T/M（Z—12）121212121213.213.213.2121212121213.213.213.2特种活载普通活载2．解放型（JF1）机车单机随挂6吨/米匀布荷载1.262.741.471.471.473.033.121.772.331.771.316T/M20.2620.0119.9919.688.0314.5514.5514.5515.8814.5520.2620.0119.9919.688.0314.5514.5514.5515.8814.553．JF6型机车单机随挂6吨/米匀布荷载1.262.431.471.471.472.693.151.782.341.781.316T/M16.416.416.416.47.814.5314.5314.5314.5314.816.416.416.416.47.814.5314.5314.5314.5314.84．反帝型机车单机随挂6吨/米匀布荷载1.742.871.61.61.63.053.851.853.11.851.436T/M2121212119.520202020132121212119.520202020135．反修型机车单单机随挂6吨/米匀布荷荷载11.452.8871.62251..6251.62251.66253.0004.5531..511.53.10011.51.51.6556TT/M22202020202020202222222213222020202020202022222222136．DK7型机车单单机随挂6吨/米匀布荷荷载2..4851.662511.62552..3113.44621.82291..7781.82291..3146TT/M19.3914.0614.1714.1714.1714.1719.3919.3919.3919.3914.0614.1714.1714.1714.1719.3919.3919.397．DK5型机车单单机随挂6吨/米匀布荷荷载2..4381.552411.52441.552433.49111.82291.882911.143366T/M11.511.511.513.7713.7514.8513.078.311.511.511.513.7713.7514.8513.078.38．解放型（JFF1）机车单单机+一个空载载平车+6吨/米匀布荷荷载一个空车车皮1..262.7441..471.4771.47733.0333.121.77722.331.7771..31小于10米6T/MM14.5514.5514.5514.5515.8820.2619.9919.6820.018.0314.5514.5514.5514.5515.8820.2619.9919.6820.018.039．解放51型（JF51）机车（米米轨铁路）单单机随挂3.5吨/米匀布荷荷载1..632.1001..2011.201.44522.101.8776T//M9.510.010.010.09.010.09.510.010.010.09.010.0表Ⅳ—1国内内各种主要要类型机车车的轴距和和轴重表轨距类别车型轴距速度km/t轴距（米）abcdefghijklm标准轨距蒸汽机车反修1-5-1851.4542.871.6251.6251.6251.6253.04.531.51.53.11.51.5反帝1-5-1801.742.871.61.61.61.63.053.851.853.101.85建设1-4-1851.432.741.471.471.47-3.033.491.853.101.85解放JF11-4-1801.262.741.471.471.473.033.121.772.331.77JF21-4-180*12.591.501.831.503.03.391.781.731.78JF31-4-1801.402.41.51.51.52.42.621.842.061.84JF41-4-1851.262.861.61.61.63.053.381.782.881.78JF61-4-1801.262.431.471.471.472.693.151.782.341.78JF71-4-1802.012.491.521.521.522.492.811.702.261.70JF91-4-1851.382.641.521.521.522.853.101.782.641.78JF101-4-1*21.452.441.61.61.62.742.921.731.471.73JF111-4-1601.382.571.521.521.522.572.921.781.881.78JF121-4-1110*12.461.451.451.452.572.901.781.881.78JF131-4-1801.702.451.51.51.52.752.951.842.721.84人民1-4-1601.422.01.41.831.833.053.501.853.101.85胜利SL11-4-11001.322.01.41.831.833.053.131.852.651.85SL32-3-11001.222.01.41.831.832.733.151.782.341.78SL72-3-11301.932.041.52.082.083.33.481.94.131.9SL82-3-11201.742.041.451.931.933.153.251.93.761.9SL122-3-1*2*12.061.371.831.833.053.271.782.641.78SL132-3-1*2*12.21.461.851.853.22.791.752.731.75KD21-4-0601.622.72.01.55-2.453.351.753.051.75KD51-4-0501.2612.4381.5241.524-1.5243.4911.829-1.829KD61-4-0801.222.361.581.58-1.583.531.681.781.68KD71-4-0901.7462.8451.6261.626-2.3113.4621.8291.7781.829KD91-4-0*21.252.441.581.58-1.583.641.911.751.91内然东风3-31002.062.12.14.42.12.12.06+东风23-31002.062.12.13.422.12.12.46一米轨距蒸汽机车解放51(JF1))1-4-1551.632.101.201.201.452.101.87KD521-4-1501.772.001.251.25-1.803.071.302.051.30KD521-4-1401.282.101.201.20-1.203.001.501.301.50机车煤水车abcdefghijklmn①②③④⑤⑥⑦⑧⑨⑩⑾⑿⒀轴重（吨）n全长123456789101112131.6529.1132222222222202020202020201.4326.1413202020202019.5212121211.4323.338.72020202015.1212121211.3121.748.0319.6819.9920.2620.0115.8814.5514.5514.5514.55*122.349.519.322.323.219.422.015.815.815.815.81.2620.327.016.715.815.214.813.613.113.113.113.11.3523.14102323232323191919191.3121.157.816.416.416.416.414.814.5314.5314.5314.531.4721.497.815.815.815.815.814.715.215.215.215.21.3822.117.61818181813.614.714.714.714.71.5520.839.516.316.316.316.316.513.913.913.913.91.2620.709.616.116.116.716.715.814141414*120.228.015.715.715.715.715.412.412.412.412.41.4322.186.41616161612.6161616.161.4323.26101021212118.520.520.520.520.51.4822.39101020.52120.518.718.318.318.318.31.4421.508.58.519191915.914.614.614.614.61.3425.6812.212.224242423212121211.6621.71121223232322.521.321.321.321.3*122.059.69.618.618.618.618.117.317.317.317.3*122.458.48.418181814.515.815.815.815.81.0521.2711.317.517.517.5-17.516.716.716.716.71.14316.568.3013.0713.7713.75-14.8511.5011.50-11.501.6418.639.515.915.915.9-15.913.313.313.313.31.31420.3714.0619.3919.3919.39-19.3914.1714.1714.1714.171.3619.009161616-1613131313-16.9221212121212116.3419191919191911.559.51010101091.9417.736.49.710.210.2-10.288881.2616.7457.57.57.57.57.57.87.87.87.8表Ⅳ—2中——10级竖向活活载的换算算均匀荷载载（吨/米，每线线）中—10级（Z=10）加载长度（米）影响线最大纵坐坐标所在位位置端部1/8处1/4处3/8处1/2处K0K0.125K0.25K0.375K0.5122.0022.0022.0022.0022.00213.7512.5711.0011.0011.00311.0010.489.788.808.25410.319.438.257.708.2559.248.677.927.577.9268.337.867.337.117.3378.167.296.946.866.9487.837.146.886.756.8897.526.896.716.596.67107.266.656.536.386.42126.846.256.186.095.96146.525.955.885.815.69166.265.715.635.545.43186.065.595.475.345.19205.895.475.345.205.02255.585.225.054.874.67305.365.034.854.674.52355.214.874.714.524.44405.084.784.594.444.38454.964.684.484.394.33504.844.584.394.314.27604.634.394.234.164.11704.464.234.034.023.96表Ⅳ—3解放型（JF1）机车单单机随挂6吨/米均布荷荷载的竖向活载的换算算均匀荷载载（吨/米，每线线）JF1单机+66吨/米加载长度（米）影响线最大纵坐坐标所在位位置端部1/8处1/4处3/8处1/2处K0K0.125K0.25K0.375K0.5140.5240.5240.5240.5240.52225.5623.4020.6520.3020.26320.4519.3518.1016.4515.37419.0517.5215.4214.5015.43517.8016.0414.6814.5014.70616.8015.4013.6414.5214.28715.6414.6013.3613.9813.68814.7213.6512.8013.1812.94914.0012.9512.4112.3812.101013.2612.4011.9611.7211.701212.2011.3010.9610.9210.901411.4210.5010.2910.1810.131610.8410.109.799.569.501810.449.559.349.138.992010.089.209.058.838.58259.388.698.468.187.92308.888.268.047.707.36358.507.917.717.347.08408.217.717.407.036.89457.987.547.196.856.73507.817.326.986.776.61607.547.066.726.566.41707.336.876.546.406.31表Ⅳ—4JF1机机车单机随随挂6吨/米均布荷荷载的竖向活载的换算算均匀荷载载（吨/米，每线线）JF6单机+66吨/米加载长度（米）影响线最大纵坐坐标所在位位置端部1/8处1/4处3/8处1/2处K0K0.125K0.25K0.375K0.5132.8032.8032.8032.8032.80220.7519.0016.7216.4016.40316.7215.7214.6913.3112.48415.5514.3012.5111.7512.55514.6313.0811.9211.8811.95613.8512.6811.1411.8811.39712.8211.9810.8611.4011.09812.2911.2210.5910.7810.51911.7210.8310.3310.1310.111011.0810.3810.009.869.831210.289.489.239.239.20149.798.978.728.618.61169.398.548.388.248.08189.148.308.157.987.68208.868.157.977.757.50258.377.807.567.317.00308.037.747.296.946.82357.777.287.036.786.70407.577.126.836.656.57457.396.966.686.566.51507.266.856.586.486.40607.086.686.426.376.25706.926.556.356.256.19.表Ⅳ—5反帝型机机车单机随随挂6吨/米均布荷荷载的竖向活载的换算算均匀荷载载（吨/米，每线线）反帝型单机+66吨/米加载长度（米）影响线最大纵坐坐标所在位位置端部1/8处1/4处3/8处1/2处K0K0.125K0.25K0.375K0.5142.0042.0042.0042.0042.00224.0021.7020.0020.0020.00319.5518.4817.1915.3414.30418.0016.2814.6813.6414.00516.6515.2613.8013.0713.75616.0014.4812.9113.4012.88715.5013.9112.8813.1012.90815.0013.6013.0012.7513.00914.3213.2012.7212.5112.731013.8112.6912.3112.1512.321212.9011.9111.7411.5211.331412.0911.1911.0510.8910.951611.5810.5610.3710.2110.441811.1310.209.959.299..882010.829.979.699.679.412510.279.599.309.108.82309.809.209.028.768.44359.408.818.678.398.14409.078.608.368.097.91458.808.388.157.837.72508.568.187.927.617.52608.207.807.557.337.20707.927.567.257.096.92表Ⅳ—6反修型机机车单机随随挂6吨/米均布荷荷载的竖向活载的换算算均匀荷载载（吨/米，每线线）反修型单机+66吨/米加载长度（米）影响线最大纵坐坐标所在位位置端部1/8处1/4处3/8处1/2处K0K0.125K0.25K0.375K0.5144.0044.0044.0044.0044.00226.1823.6222.0022.0022.00321.3720.2218.7516.6715.75419.6017.6116.0514.8715.12518.0416.6015.0014.2214.96617.4215.7014.1014.5114.06716.8115.1113.9014.2913.93816.3014.7414.1113.8114.10915.6014.3513.8513.6513.831015.0513.8113.3613.2513.411214.0512.9712.4012.5512.381412.9912.2012.0211.9011.861612.3511.3611.2411.1011.381811.9810.8210.6710.6110.722011.6010.6710.4110.2910.142511.1210.289.919.689.433010.689.999.759.379.853510.269.659.379.118.85409.899.399.118.838.72459.579.158.888.548.50509.318.878.608.308.29608.858.458.167.987.87708.508.157.827.707.56表Ⅳ—7DK7型型机车单机机随挂6吨/米均布荷荷载的竖向活载的换算算均匀荷载载（吨/米，每线线）DK7型单机++6吨/米加载长度（米）影响线最大纵坐坐标所在位位置端部1/8处1/4处3/8处1/2处K0K0.125K0.25K0.375K0.51011.7410.8810.1610.3810.241210.9310.059.609.429.651410.399.479.179.098.971610.009.098.838.758.44189.668.788.548.418.22209.368.528.428.227.95258.808.088.027.787.51308.367.837.627.377.15358.067.577.387.126.97407.847.367.166.906.81457.647.246.966.776.66507.497.116.826.676.52表Ⅳ—8DK5型型机车764单机随挂6吨/米均布荷荷载的竖向活载的换算算均匀荷载载（吨/米，每线线）DK5型单机++6吨/米加载长度（米）影响线最大纵坐坐标所在位位置端部1/8处1/4处3/8处1/2处K0K0.125K0.25K0.375K0.5108.958.308.047.928.00128.437.737.577.477.37148.077.347.217.096.99167.787.086.956.846.70187.576.926.806.696.44207.406.836.686.526.29257.106.616.416.216.02306.906.446.276.016.00356.776.356.156.006.00406.676.296.066.006.00456.596.216.006.006.00506.536.176.006.006.00表Ⅳ—9DK1型型机车单机机随挂6吨/米均布荷荷载的竖向活载的换算算均匀荷载载（吨/米，每线线）DK1型单机++6吨/米加载长度（米）影响线最大纵坐坐标所在位位置端部1/8处1/4处3/8处1/2处K0K0.125K0.25K0.375K0.5407.246.846.636.396.17457.006.606.336.006.00506.816.426.106.006.00表Ⅳ—10解放551型机车单单机随挂6吨/米均布荷荷载的竖向活载的换算算均匀荷载载（吨/米，每线线）米轨JF51单机++6吨/米加载长度（米）影响线最大纵坐坐标所在位位置端部1/8处1/4处3/8处1/2处K0K0.125K0.25K0.375K0.5120.0020.0020.0020.0020.00214.0013.1412.0010.4010.00312.0010.869.789.079.33410.699.869.008.609.00510.049.198.168.518.1669.228.607.818.137.7278.778.037.627.607.4688.257.687.377.237.2697.797.287.036.946.96107.416.916.716.796.72126.826.336.186.376.29146.385.915.845.985.89166.045.585.645.655.54185.785.395.445.365.23205.595.265.265.134.97255.214.964.884.714.50304.964.734.584.394.17354.764.544.384.173.95404.624.394.224.003.85454.504.294.083.873.78504.404.193.983.803.75604.264.053.833.713.66704.163.943.733.653.61第五章限制行车车速度和冲冲击系数(六四式铁路军用用梁)和(加强型六六四式铁路路军用梁)都是临时时性钢桥。根根据战时铁铁道线路实实际情况、桥桥梁跨度和和结构条件件，最高行行车速度可可作适当的的限制。根根据试验研研究确定，单单层式梁的的最高行车车速度限制制为40公里/小时，双双层式梁跨跨度在400米及以下时时限制为330公里/小时，跨跨度在400米以上肘,控制在100～15公里/小时以内内。冲击系数是按以以上限制的的最高行车车速度，根根据《铁路路破损桥涵涵临时及短短期修复设设计技术规规程》的规规定进行计计算的。标标准轨距的的货运机车车构造速度度一般可按按80公里/小时计算算，一米轨距的的机车构造造速度一般般可按500公里/小时计算算。计算例例详表V--1，计算算冲击系数数数值详表表V-2和V-300。六四式铁路军用用梁动载结结构试验的的分析表明明，当限制制行车速度度在10公里/小时及以以下时，按按以上《规规程》提供供的计算公公式计算的的冲击系数数较实测冲冲击系数偏偏低。因此此，当限制制行车速度度为l0公里/小时或以以下时，应应仍按155公里/小时限制制速度计算算冲击系数数，亦即采采取限制低低于15公里/小时行车车速度的办办法用以降降低计算应应力的措施施，并不符符合实际情情况。表V-1限制制运行速度度下，冲击击系数的计计算例跨度λ（米）限制速度V限公里/小时272730+λμ=12501250λV极=+155≤机车构造速度(公里/小时)V限V限2V极+V限Φ=冲击系数1+φμ16400.58780.00.3331.19532300.43554.10.3831.167λ=16米时，V极=12250/116+155=93..1公里/小时，大大于机车构构造速度880公里/小时。表V-2准轨轨距，机车车构造速度度为80公里/小时，各种不同跨度在在限制速度度下计算的的冲击系数数标准轨距VV极=80公里/小时标准轨距V极=80公里/小时跨度λ（米）限制速度（公里里/小时）跨度λ（米）限制速度（公里里/小时）40301540301516.016.517.017.518.019.019.51.1951.1931.1911.1891.1871.1831.1851.0611.0601.0591.0591.0581.0571.05736.036.537.037.538.039.039.51.1771.1781.1791.1801.1811.1831.1841.0731.0731.0731.0741.0741.0741.07520.020.521.021.522.023.023.51.1881.1911.1941.1971.2001.2071.2091.0581.0591.0591.0601.0611.0621.06240.040.541.041.542.043.043.51.1851.0751.0751.0751.0751.0751.0761.07624.024.525.025.526.027.027.51.2131.2151.2181.2211.2241.2291.2321.1451.1471.1491.1501.1541.1551.0631.0631.0641.0651.0651.0661.06744.044.545.045.546.047.047.51.0761.0771.0771.0771.0771.0771.07728.028.529.029.530.031.031.51.2341.2381.2401.2431.2451.1561.1581.1591.1611.1621.1641.1661.0671.0671.0681.0681.0681.0691.07048.048.549.049.550.051.051.51.0781.0781.0781.0781.0781.0781.07832.032.533.033.534.035.035.51.1671.1681.1701.1711.1721.1741.1761.0701.0701.0711.0711.0711.0721.07252.052.553.01.0781.0781.078表V-2准轨轨距，机车车构造速度度为80公里/小时，各种不同跨度在在限制速度度下计算的的冲击系数数一米轨距VV极=80公里/小时一米准轨距V极=80公里/小时跨度λ（米）限制速度（公里里/小时）跨度λ（米）限制速度（公里里/小时）3015301516.020.024.028.01.2521.2311.2151.2001.1041.0961.0891.08240.040.541.041.542.043.043.51.1851.1861.1871.1881.1891.1911.1921.0751.0751.0751.0751.0751.0761.07632.032.533.033.534.035.035.51.1871.1851.1841.1831.1811.1781.1771.0771.0761.0761.0751.0741.0731.07344.044.545.045.546.047.047.51.1931.1941.1951.1961.1961.1981.1991.0761.0771.0771.0771.0771.0771.07736.036.537.037.538.039.039.51.1771.1781.1791.1801.1811.1831.1841.0731.0731.0731.0741.0741.0741.07548.01.2001.078第六章活载载分配的不不均匀系数数∑NP(1+φμ)n（六四式铁路军军用梁）和和（加强型型六四式铁铁路军用梁梁）的主桁桁都是多片片式的，根根据理论研研究和多次次实际桥梁梁试验结果果的分析表表明，活载载在各片主主桁上的分分配是不均均匀的。这这种不均匀匀性主要和和轨距、线线路条件（直直线还是曲曲线）以及及所检算的的杆件在桁桁架上的部部位等因素素有关，分分析计算较较为复杂。总总结研究分分析结果，为为便于计算算起见，引引用了大于于1的活载分分配不均匀匀系数(η)。计算方方法是，将将整孔梁的的活载计算算的杆力按按采用的主主桁片数先先平均分配配给各片主主桁，然后后再按构件件中不同类类型的杆件件乘以不同同的活载分分配不均匀匀系数(η)，所得结结果，就是是受力最∑NP(1+φμ)n计算公式为：NNP=×η式中:Np=受力最大大一片主桁桁的活载杆杆力；∑NP=整孔梁的静活载载杆力；1+φμ=限制制行车速度度下的活载载冲击系数数；n=主桁片数数；η=活载分配不均匀匀系数,详表Ⅵ—1和表Ⅵ—2表中,曲线梁的的活载分配配不均匀系系数是按跨跨中偏矩ffl=1/33f（曲线线中矢）的的条件分析析计算的。因因此，曲线线梁的平面面应按图ⅥⅥ-1布置。表Ⅵ-1标准准轨距时的的活载分配配不均匀系系数标准轨距计算部位直线桥曲线桥曲线半径R（米米）250（单层）＜＜R≤600300（双层）＜＜R≤600600＜R≤110001000＜R→→∞端构架的腹杆**，斜弦杆杆1.151.251.201.15除以上杆件以外外的其他杆杆件1.101.21.151.10表Ⅵ-2一米轨轨距时的活活载分配不不均匀系数数一米轨距跨度范围（米）16～2020～3216～32适用曲线半径，R（米）100≤R＜2250150≤R＜2250250≤R≤6600600＜R≤110001000＜R→→∞计算部位端构架的腹杆**，斜弦杆杆13.01.251.201.15除以上杆件以外外的其他杆杆件1.251.201.151.10第七章主主桁构件的的材质、断断面特性和和承载能力力一、采用材料（六四式铁路军军用梁）的的六种主俯俯构件中，所所有杆件和和节点钣全全部是l66锰低合金金钢钢材（加加强型六四四式铁路军军用梁）的的六种主析析构件中，除除加强三角角（代号21）的上弦弦和加强弦弦杆（代号号23）以及各各销接节点点钣采用115锰钒氮氮低合金钢钢钢材外，这这两种构件件中的其他他杆件和其其他四种构构件都是116锰低合合金钢钢材材。辅助端构架的所所有杆件和和节点钣全全部是166锰低合金金钢钢材。主桁构件都是全全焊结构。主主要焊接材材料采用型型号为T5507的手手工电弧焊焊用电焊条条（符合国国家标准GB9881—67），目前前主要采用用的牌号是是上焊—41。主桁节点联结件件（钢销和和撑杆销栓栓）采用335硅锰合合金结构钢钢，并经调调质处理。二、容许应力采用钢材和用上上述焊接材材料焊接的的焊缝金属属的设计基基本容许应应力，详表表Ⅶ－1。材项料目15锰钒氮16锰35硅锰焊缝T507屈服强度（σss）吨/厘米≥4.53.46.54.0基本钢材基本容许应力3.42.42.4剪应力2.01.41.8销钉孔壁承压应应力6.04.2检算架设时通过过架桥机荷荷载基本容容许应力3.62.7节点联结件销孔挠曲容许应应力5.4销孔剪切应力3.0三、低循环次数数条件下耐耐劳强度的的检算按耐劳强度检算算承载能力力的计算公公式为：[N劳]≤γR0·F净式中：[N劳]—按耐劳强度检算算的承载能能力,吨。R0—钢材基本容许应应力,吨/厘米2F净—计算净截面面积积，厘米22γ—按耐劳强度检算算时容许应应力的折减减系数。详详《按300万次荷载载次数设计计焊接特种种结构的耐耐劳强度计计算办法的的暂行规定定》。四、压挠杆件承承载能力的的检算[M]WR0主桁的上弦杆件件（包括标标准三角、加加强三角和和各种端构构架的上弦弦）是兼受受挠曲的承承压杆件，简简称“压挠杆件”。压挠杆杆件的容许许承载力的的计算公[M]WR0[N挠]=ψFR0·(1++)[N挠]—承受局部挠曲时时杆件的容容许承载压压力，吨。R0—钢材基本容许应应力，吨//厘米2ψ—中心受压时容许许应力的折折减系数，详详《铁路桥桥涵设计规规范》。w—杆件截面模量，厘厘米3。F—杆件截面面积，厘厘米2。[M]—分配在每片主桁桁上的上弦弦杆件的局局部弯曲力力矩值，吨吨-厘米。[MM]值和荷荷载主桁片片数及限制制的行车速速度等因素素有关，因因此，在相相同的设计计技术条件件下，主桁桁片数越少少，[M]]值越大，承承载力[N挠]越小，主主桁片数越越多，[MM]越小,承载力[N挠]]越大。标准三角和加强强三角的上上弦杆件轴轴心承压和和在一般机机车车辆荷荷载下，主主桁由不同同片数组成成时的杆件件压挠承载载能力，详详表Ⅶ—2至表Ⅶ—5。特种轮轮重（例如如架桥机荷荷载）荷载载下的压挠挠承载能力力，应另行行检算。（一）标准三角角上弦杆件件的轴心承承压和压挠挠承载能力力，详表Ⅶ—2、表Ⅶ—3。表Ⅶ—2用于于标准轨距距时的轴心心承压和压压挠承载能能力标准轨距标标准三角上弦项目标准三角上弦44米节间只装2只套管螺栓（装装靠附近节节点处）时的承载力，吨吨满装4只横联套管螺栓栓承载力，吨吨轴心受压100107压挠4片主梁时83895片主梁时87926片主梁时89957片主梁时9197表Ⅶ—3用于一米米轨距时的的压挠承载载能力一米轨距标标准三角上弦项目标准三角上弦44米节间只装2只套管螺栓（装装靠附近节节点处）时的承载力，吨吨满装4只横联套管螺栓栓承载力，吨吨压挠4片主梁时90965片主梁时92986片主梁时931007片主梁时95101表Ⅶ—4用于标准准轨距时的的轴心承压压和压挠承承载能力标准轨距加加强三角上弦项目标准三角上弦44米节间只装2只套管螺栓（装装靠附近节节点处）时的承载力，吨吨满装4只横联套管螺栓栓承载力，吨吨轴心受压142152压挠4片主梁时1261335片主梁时1291376片主梁时1311407片主梁时133142表Ⅶ—5用于一米米轨距时的的压挠承载载能力一米轨距加加强三角上弦项目标准三角上弦44米节间只装2只套管螺栓（装装靠附近节节点处）时的承载力，吨吨满装4只横联套管螺栓栓承载力，吨吨压挠4片主梁时1321415片主梁时1341436片主梁时1351457片主梁时137146五、断面特性和和承载能力力构件中杆件的承承载能力不不是等强度度原则设计计的。绝大大多数杆件件的承载能能力是由节节点的焊接接耐劳强度度控制的。因因此，在检检算工作中中，决不能能简单地按按杆中断面面乘以基本本容许应力力作为计算算承载能力力的依据。各种杆杆件的断面面特性和承承载能力，详详表Ⅶ—6、和表Ⅶ—7。表Ⅶ—6基本杆件件的断面特特性和承载载能力构件名称杆件部位材质断面组成断面积cm2计算长度cm承载能力说明受力状态承载力标准三角①N116锰2［16b50.30400受拉100受压100/1077受挠N216锰2［8320.48250受压42受压42N316锰2∟50×50×55受压10N416锰2∟50×50×55受压10N516锰2∟50×50×55受拉8标准弦杆节点16锰受拉100加强三角21N115锰钒氮2［16b50.30400受拉140受压142/1522受挠N216锰2［8320.48250受拉42受压42N316锰2∟50×50×55受压10N416锰2∟50×50×55受压10N516锰2∟50×50×55受拉8标准弦杆节点15锰钒氮受拉140端构架②N116锰2［16a43.90200受压86受挠71N216锰2［1025.48150受压54N316锰2［1025.48180受压55N416锰2［820.48180受压41N516锰2∟50×50×55受拉10标准弦杆节点16锰受拉45标准弦杆③16锰2［16b50.30400受拉100加强弦杆2315锰钒氮2［16b50.30400受拉140端弦杆④16锰2［16a43.90300受压100斜弦杆⑤弦杆16锰2［16a43.90180受压100撑杆节点45撑杆⑥16锰2［16a43.90300受压45端构架⑦N116锰2［16a43.90150受压93受挠40N216锰2［1025.48150受压54N316锰2［1025.48158受压55N416锰2［820.48180受压41撑杆节点16锰受拉45端构架⑧N116锰2［16a43.90250受压92受挠64N216锰2［1025.48150受压54N316锰2［10+2□766×837.46212受拉76N416锰2［820.48180受压41受拉41N516锰2∟50×50×55受压10撑杆节点16锰45端构架⑨N116锰2［16a43.90250受压82受挠58N216锰2［1025.48150受压54N316锰2［10+2□766×837.46212受拉76N416锰2［820.48180受压41受拉41N516锰2∟50×50×55受压10N616锰2∟50×50×55受压10N716锰2∟50×50×55受拉8撑杆节点16锰45端构架⑩N116锰2［16a43.90200受压86受挠71N216锰2［1025.48180受压55N316锰2［820.48180受压41N416锰2∟50×50×55180受压10支点承力52撑杆节点16锰45端构架⑾N116锰2［16a43.90250受压82受挠58N216锰2［1037.46150受拉76N316锰2［10+2□766×820.48180受压41受拉41N416锰2∟50×50×55受压10N516锰2∟50×50×55受压10N616锰2∟50×50×55受拉8支点承力52撑杆节点16锰45第八章再分分桁架杆力力影响线六四式和加强型型六四式铁铁路军用梁梁是再分析析架式的三三角形体系系（单层式式梁）或菱菱形体系（双双层式梁）结结构。为简简化结构分分析，计算算时将桁架架分解成（基基本桁架）和和（再分桁桁架）两部部分，分别别绘制影响响线，各自自计算杆力力后，再行行叠加。本本章说明再再分桁架杆杆力影响线线和杆力的的计算，基基本桁架杆杆力影响线线的分析详详第九、第第十两章。一、单层式单层式梁的基本本桁架计算算图式，以以16米跨度的单单层式梁为为例，见图Ⅷ-1。24666’4’2’135575’3’1’图Ⅷ—1对标准三角或加加强三角和和各类端构构架，都将将中间竖杆杆考虑在基基本桁架内内。由于再再分桁架增增加的杆力力影响线面面积及杆力力的计算，羊羊表Ⅷ-1。二、双层式梁双层式梁的基本本桁架计算算图式，以以24米踌度的双双层式梁为为例，见图图Ⅷ-2。2446888’6’44’2’133’1’557999’77’55’图Ⅷ—2由于再分桁架增增加的杆力力影响线面面积及杆力力的计算，详详表Ⅷ-2。再分桁架增加的的净活载杆杆力为：∑△Np=∑Pihi（吨/整孔）∑Pihi—作用用在再分桁桁架杆力影影响线上的的轮重Pi（吨/整孔）和和相应的杆杆力影响线线纵坐标值值hi乘积的总总和。Ⅷ-1单层式梁梁再分桁架架杆力影响响线和杆力力表构架类别构架简图杆件名称影响线静活载杆力（TT/孔）∑△Npαhι△Ω中—18级返修型+6吨//米3米端构架⑨N10.500-0.672.0-0.67-12.0-14.7N20.500+0.832.0+0.83+15.0+18.3N30.500+0.832.0+0.83+15.0+18.32.5米端构架⑧N10.500-0.501.5-0.38-9.0-11.0N20.500+0.711.5+0.53+12.8+15.6N30.500+0.711.5+0.53+12.8+15.62米端构架②(中间竖杆已在基基本桁架影影响线内计计入)1.5米端构架⑦N10.333-0.221.5-0.17-4.0-4.8N20.333+0.701.5+12.6+12.6+15.4N30.333+0.401.5+7.20+7.2+8.8标准加强三角③21N10.500-0.672.0-12.0-12.0-14.7N20.500+0.832.0+15.0+15.0+18.3注：Ⅷ-2双层式梁梁再分桁架架杆力影响响线和杆力力表构架类别构架简图杆件名称影响线静活载杆力（TT/孔）∑△Npαhι△Ω中—18级返修型+6吨//米3米端构架⑨N10.333-0.893.0-1.33-20.0-23.0N20.333+1.113.0+0.67+25.0+29.0N30.333+0.803.0+1.20+18.0+21.02.5米端构架⑧N10.300-0.702.5-0.88-14.4-16.5N20.300+0.992.5+1.24+20.4+23.3N30.300+0.722.5+0.90+13.0+15.82米端构架②N10.500-0.332.0-0.33-6.0-7.3N20.500+0.602.0+0.60+10.8+13.2N30.500+0.602.0+0.60+10.8+13.21.5米端构架⑦N20.333-0.221.5-0.17-4.0-4.8N30.333+0.701.5+0.53+12.6+15.4N30.333+0.401.5+0.30+7.2+8.8标准加强三角③21N10.250-1.004.0-2.00-27.0-32.1N20.250+1.254.0+2.50+33.8+40.2第九章单单层式梁基基本椅架杆杆力影响线线单层式梁的基本本桁架的计计算图式，见见图Ⅸ—1标准三角角（或加强强三角）和和各类端构构架的中间间竖杆都在在计算图式式中考虑。杆件的杆力影响响线图形基基本上为两两大类，单单符号三角角形影响线线和多符号号三角形影影响线，见见图Ⅸ—1。各种跨度中各类类杆件的控控制杆件的的杆力影响响线计算资资料，详表表Ⅸ—1《标准跨跨度单层式式梁基本桁桁架杆力影影响线参数数资料表》和和表Ⅸ—2《非标准准跨度单层层式梁基本本桁架杆力力影响线参参数资料表表》。并说说明如下：：一、本梁不论跨跨度大小，主主桁都是由由几种基本本构件拼组组而成，所所以每种跨跨度只计算算各构件中中同类杆件件的控制杆杆件的影响响线。二、若干跨度的的拼组，虽虽跨度相同同，但可用用不同长度度的端构架架组成。对对于影响线线相同的杆杆件，只在在一种组合合中列出，其其余杆件仅仅分别列出出两种不同同组合中的的控制杆件件。不控制制的杆件未未列。三、各种跨度主主桁的拼组组，应尽可可能采用22米长的端构构架(代号为②)组成，少少用辅助端端构架，因因为辅助端端构架主要要用于调整整跨长，装装备数量较较少。例如如24米烤度，两两端可各用用一个2米长的端构构架组成，也也可以一端端用一个22.5米和另一端端用一个11.5米长的辅助助端构架组组成，除非非不得已时时，应用前前一种型式式拼组。四、跨度为322米及以上的的单层式梁梁，只有在在不得已时时，在米轨轨铁路桥梁梁上采用加加强型六四四式铁路军军用梁时使使用。由于于挠度较大大，除必须须严格控制制行车速度度外，一般般情况应尽尽可能采用用双层式梁梁。表内仅仅列出322米和36米两种跨度度的控制杆杆件影响线线的参考资资料。五、杆力影响线线的计算方方法详第十十二章。L计24688’6’44’2’1335777’55’3’1’影响线单符号影响线∑∑Ω=Ωh影响线面面积Ωαι（α不大于0.5）ι多符号影响线∑∑Ω=（+Ω）+（-Ω）正值影响响线面积+Ωh(-)负值影响响线面积--Ωh(-)αι(+)αι(-)ιι(-)ι(+)图Ⅸ—1表Ⅸ—1标准跨跨度单层式式梁基本桁桁架杆力影影响线参数数资料表′′跨度m端构架类型（米）杆件部位杆—号影响线性质备注顶点位置顶点高加载长度（米）加载面积(米))总面积（米）1+E(r-1)左右αhLΩ∑Ω%16.0②2.0米②2.0米上弦2—40.063-0.6216.00-5.0-5.01.006—6′0.500-2.6716.00-21.4-21.41.00下弦3—50.125+1.1716.00+9.4+9.41.005—70.375+2.5016.00+20.0+20.01.00腹杆1—20-1.0016.00-8.0-8.01.002—30.063+1.1316.00+9.0+9.01.003—40.063-1.0514.93-7.9-7.91.000.063+0.081.0701.004—50.125+1.2513.71+8.6+8.41.000.125-0.212.29-0.21.005—60.125+0.424.58+1.0-4.91.000.125-1.0411.42-5.91.0016.0⑦1.5米⑧1.5米上弦2—40.094-0.3016.0-2.40-2.401.006—6′0.469-2.6516.0-21.20-21.201.002′—4′0.156-0.8416.0-6.72-8.721.00下弦7—5′0.406+2.5716.0+20.56+20.561.005′—3′0.156+1.4116.0+11.28+11.281.00腹杆1—20-1.0016.0-8.00-8.001.002—30.094+0.9516.0+7.60+7.601.003—40.094-1.0916.0-8.72-8.721.002′—3′0.156+1.2016.0+9.60+9.601.004—50.125+1.3014.3+9.30+9.181.005—60.125-1.0912.0-6.54-5.801.0020.0②2.0米②2.0米上弦2—40.05-0.6320.00-6.3-6.31.006—80.40-3.2020.00-3.20-32.01.00下弦3—50.10+1.2020.00+1.20+12.01.007—7′0.50+3.3320.00+3.33+3.331.00腹杆1—201.0020.00-10.0-1.001.002—30.05+1.1420.00+11.4+11.41.003—40.05-1.0818.95-10.2-10.21.000.05+0.061.0501.004—50.10+1.3317.77+1.18+11.61.000.10-0.172.23-0.21.005—60.10+0.334.44+0.7-8.41.000.10-1.1715.56-9.11.0020.0⑦1.5米⑧2.5米上弦2—40.075-0.3120.0-3.10-3.101.008—6′0.425-3.2620.0-32.60-32.601.002′—4′0.125-0.8820.0-8.80-8.801.00下弦7—7′0.475+3.3320.0+33.30+33.301.005′—3′0.125+1.4620.0+14.60+14.601.00腹杆1—20-1.0020.0-10.00-10.001.002—30.075+0.9720.0+9.70+9.701.003—40.075-1.1120.0-11.10-11.101.002′—3′0.125+1.2420.0+12.40+12.401.004—50.100+1.3818.3+12.63+12.521.005—60.100-1.2116.1-9.74-9.171.00跨度m端构架类型（米）杆件部位杆—号影响线性质备注顶点位置顶点高加载长度（米）加载面积(米))总面积（米）1+E(r-1)左右αhLΩ∑Ω%24.0②2.0米②2.0米上弦2—40.042-0.6424.00-7.7-7.71.008—8′0.500-4.0024.00-48.0-48.01.00下弦3—50.083+1.2224.00+14.6+14.61.007—90.417+3.8824.00+46.6+46.61.00腹杆1—20-1.0024.00-12.0-12.01.002—30.042+1.1524.00+13.8+13.81.003—40.042-1.1022.96-12.6-12.61.000.042+0.051.0401.004—50.083+1.3921.82+15.2+15.01.000.083-0.142.18-0.21.005—60.083+0.284.37+0.6-11.71.000.083-1.2519.63-12.31.0024.0⑦1.5米⑧1.5米上弦2—40.063-0.3124.0-3.72-3.721.008—8′0.479-3.9924.0-47.88-47.881.002′—4′0.104-0.9024.0-10.80-10.801.00下弦9—7′0.437+3.9424.0+47.28+47.281.005′—3′0.104+1.4924.0+17.88+17.881.00腹杆1—20-1.0024.0-12.00-12.001.002—30.063+0.9924.0+11.88+11.881.003—40.063-1.3324.0-13.56-13.561.002′—3′0.104+1.2724.0+15.24+15.241.004—50.083+1.4322.36+15.99+15.911.005—60.083-1.2920.18-13.02-12.561.0028.0②2.0米②2.0米上弦2—40.036-0.6428.00-9.0-9.01.008—100.428-4.5728.00-64.0-64.01.00下弦3—50.071+1.2428.00+17.4+17.41.009—9′0.500+4.6728.00+65.4+65.41.00腹杆1—20-1.0028.00-14.0-14.01.002—30.036+1.1628.00+16.2+16.21.003—40.036-1.1226.97-15.1-15.11.000.036+0.041.0301.004—50.071+1.4325.85+18.5+18.41.000.071-0.122.15-0.11.005—60.071+0.244.31+0.5-15.01.000.071-1.3123.69-15.51.0028.0⑦1.5米⑧1.5米上弦10—8′0.447-4.6228.0-64.68-64.681.00下弦9—9′0.482+4.6628.0+65.24+65.241.00腹杆1—20-1.0028.0-14.00-14.001.002—30.054+1.0028.0+14.00+14.001.003—40.054-1.1428.0-15.96-15.961.002′—3′0.089+1.2928.0+18.06+18.061.004—50.071+1.4626.38+19.26+19.191.005—60.071-1.3424.23-16.23-15.831.0032.0②2.0②2.0上弦10—10′0.50-5.3332.0-85.3-85.31.00腹杆4—50.063+1.4629.87+21.7+21.61.0032.0⑦1.5⑧1.5上弦10—10′0.485-5.3332.0-85.3-85.31.00腹杆4—50.063+1.4830.4+22.5+22.41.0036.0②2.0②2.0上弦10—120.444-5.9236.0-106.7-106.71.00腹杆4—50.056+1.4833.89+25.0+24.91.00表Ⅸ—2非标准准跨度单层层式梁基本本桁架杆力力影响线参参数资料表表′跨度m端构架类型（米）杆件部位杆—号影响线性质备注顶点位置顶点高加载长度（米）加载面积(米))总面积（米）1+E(r-1)左右αhLΩ∑Ω%16.5⑧2.5米②2.0米上弦2—40.15-0.8516.5-7.00-7.001.006—6′0.485-2.7516.5-22.722.71.002—4′0.121-0.5916.5-4.87-4.871.00下弦3—50.151+1.4116.5+11.64+11641.005—70.394+2.6216.5+21.6+21.61.00腹杆1—20-1.0016.5-8.25-8.251.002—30.151+1.2016.5+9.9+9.91.002′—3′0.121+1.0516.5+8.66+8.661.003′—4′0.121-1.0516.5-8.66-8.661.004′—5′0.121+1.2614.23+8.97+8.741.005′—6′0.121-1.0611.95-6.33-5.421.0016.5⑦1.5米⑨3.0米上弦2—40.091-0.3016.5-2.48-2.481.006—6′0.455-2.7316.5-22.52-22.521.002′—4′0.182-1.0916.5-8.99-8.991.00下弦7—5′0.424+2.6816.5+22.11+22.111.005′—3′0.182+1.6416.5+13.53+13.531.00腹杆1—20-1.0016.5-8.25-8.251.002—30.091+0.9616.5+7.92+7.921.003—40.091-1.0916.5-8.99-8.991.002′—3′0.182+1.3616.5+11.22+11.221.004—50.121+1.3214.80+9.77+9.641.005—60.121-1.1112.52-6.95-6.251.0017.0⑧2.5米⑧2.5米上弦2—40.147-0.8517.0-7.23-7.231.006—6′0.500-2.8317.0-24.08-24.081.00下弦3—50.147+1.4217.0+12.07+12.071.005—70.382+2.6817.0+22.80+22.801.00腹杆1—20-1.0017.0-8.50-8.501.002—30.147+1.2117.0+10.30+10.301.003—40.147-1.0217.0-8.67-8.671.004—50.118+1.2314.2+8.73+8.391.005—60.118-1.0311.9-6.13-5.001.0017.0②2.0米⑨3.0米上弦2—40.118-0.5917.0-5.02-5.021.006—6′0.471-2.8217.0-23.97-23.971.002′—4′0.177-1.1017.0-9.35-9.351.00下弦7—5′0.412+2.7417.0+23.29+23.291.005′—3′0.177+1.6517.0+14.03+14.031.00腹杆1—20-1.0017.0-8.50-8.501.002—30.118+1.0617.0+9.02+9.021.003—40.118-1.0617.0-9.02-9.021.002′—3′0.177+1.3717.0+11.65+11.651.004—50.118+1.2814.73+9.43+9.201.005—60.118-1.0812.47-6.74-5.861.00跨度m端构架类型（米）杆件部位杆—号影响线性质备注顶点位置顶点高加载长度（米）加载面积(米))总面积（米）1+E(r-1)左右αhLΩ∑Ω%17.5⑨3.0米⑧2.5米上弦2—40.171-1.1017.5-9.63-9.631.006—6′0.486-2.9217.5-25.57-25.571.002′—4′0.143-0.8617.5-7.53-7.531.00下弦3—50.171+1.6617.5+14.52+14.521.005—70.400+2.8017.5+24.50+24.501.00腹杆1—20-1.0017.5-8.75-8.751.002—30.171+1.3817.5+12.08+12.081.002′—3′0.143+1.2117.5+10.59+10.591.003′—4′0.143-1.0317.5-9.01-9.011.004—50.114+1.2414.68+9.10+8.761.005—60.114-1.0512.42-6.53-5.441.0018.0⑨3.0米⑨3.0米上弦2—40.167-1.1118.0-9.99-9.991.006—6′0.500-3.0018.0-27.00-27.001.00下弦3—50.167+1.6718.0+15.02+15.021.005—70.389+2.8518.0+25.64+25.641.00腹杆1—20-1.0018.0-9.00-9.001.002—30.167+1.3918.0+12.5+12.51.003—40.167-1.0018.0-9.00-9.001.004—50.111+1.2014.62+8.77+8.301.005—60.111-1.0212.38-6.31-5.021.0019.0⑦1.5米⑦1.5米上弦2—40.079-0.3119.0-2.95-2.951.006—80.395-3.0319.0-28.79-28.791.00下弦5—30.079+0.9219.0+8.74+8.741.007—7′0.500+3.1719.0+30.12+30.121.00腹杆1—20-1.0019.0-9.50-9.501.002—30.079+0.9719.0+9.22+9.221.003—40.079-1.1119.0-10.55-10.551.004—50.105+1.3617.33+11.78+11.671.005—60.105-1.1815.08-8.90-8.291.0019.5②2.0米⑦1.5米上弦2—40.103-0.6019.5-5.85-5.851.006—80.410-3.1519.5-30.72-30.721.002′—4′0.077-0.3119.5-3.02-3.021.00下弦3—50.103+1.2019.5+11.70+11.701.007—7′0.487+3.2519.5+31.69+31.691.00腹杆1—20-1.0019.5-9.75-9.751.002—30.103+1.0819.5+10.53+10.531.002′—3′0.077+0.9719.5+9.46+9.