一、验证程序正确性

姓名：顾光明学号：20100031学院：土木工程学院班级：桥梁10---2班

第一大题:验证程序正确性例题2・1planeframestructuralanalysis*************************输入数据—控制参数nnnenfndndfnpjnpen43212136节点坐标节点xy144284304440节点始末节点号及EAEI值ele.no.jljreaeial113200000064000421220000006400043142000000640004直接结点荷载imj11非结点荷载xd0yd0md80imfindaqbqq1q211204303022120-100033120800可动支座约束条件iibdbd140250输出结果节点位移nodeno.uvfai15.02155E-05-2.6050E-044.5075E-0422.5108E-191.2560E-19-1.1043E-0330004000eleno.n(l)q(l)m(l)n(r)q(r)m(r)1-25.1077-67.691962.595625.1077-52.3081-31.8282225.107762.5596-50.2381-25.107737.4406-1.4211E-143130.2514-50.215367.6425-130.2514-29.7847-26.7813例题2・2planeframestructuralanalysis********************************输入数据控制参数TOC\o"1-5"\h\znnnenfndndfnpjnpen763123512节点坐标节点xy104641241540060120节点始末节点号及EAEI值ele.no.jljreaeial112112000006784006223112000006784006334112000006784003415976000017600045269760000176000463797600001760004直接结点荷载imjxdydmd1100-30230020340-200非结点荷载imfindaqbqq1q2112060-202133602032130-15042206-5-554120250

可动支座约束条件iibdbd11002120输出结果节点位移nodeno.uvfai11.1006E-05-4.9896E-07-9.5489E-0527.880E-06-5.52506E-065.9864E-0532.777E-06-2.06153E-051.4165E-0541.037E-19-1.08E-043.3203E-19500060007000单元节点力:eleno.n(l)q(l)m(l)n(r)q(r)m(r)15.8351.2175-24.9676-5.8345-1.2175-12.337229.525514.69862.3213-9.525530.301444.4872310.368720-26.7969-10.3687-20-33.203141.2175-5.8345-5.0324-1.2175-19.1655-21.6294513.4811-3.691010.0159-13.48113.69104.7479650.3014-0.84322.3097-50.30140.84321.0632第二大题1.5(a)planeframestructuralanalysis********************************输入数据控制参数nnnenfndndfnpjnpen43200236

节点坐标TOC\o"1-5"\h\z节点xy104440070节点始末节点号及EAEI值ele.no.jljreaeial112500000010000042135000000100000432450000001000005直接结点荷载imixdydmd1100-3522--40-300非结点荷载imfindaqbqq1q211204-30-30221204003312.50-400输出结果节点位移nodeno.1234单元节点力：u-2.55E-03-2.60E-0300v-8.42E-05-2.01E-0300fai-1.743E-04-7.18E-0500—eleno.—n(l)q(l)m(l)n(r)q(r)m(r)161.26105.32-133.18-61.2614.69-48.072105.316-61.2798.18-105.3121.2766.88348.516-9.8148.07-48.5149.80100.941.5(b)planeframestructuralanalysis********************************输入数据控制参数nn15ne4nf1nd3ndfnpjnpen31212节点坐标节点12345x1412840y00000节点始末节点号及EAEI值ele.no.1234jl1234jr2345ea5000000500000050000005000000ei100000100000100000100000al2444直接结点荷载imjxd110非结点荷载yd-10md0imfindaqbqq1q212204303024120800

可动支座约束条件iibdbd1502803110输出结果节点位移nodeno.uvfai105.0256E-04-1.8462E-0420-9.423E-20-3.8462E-0430-3.4615E-203.6923E-04401.3846E-19-2.9231E-045000单兀节点力：—eleno.n(l)—q(l)m(l)n(r)q(r)m(r)10107.63E-170-10-2020-59.42200-60.58-22.3130-2.8822.3102.88-10.7740-29.0410.770-50.96-54.621・6题planeframestructuralanalysis********************************输入数据控制参数nnnenfndndfnpjnpen32200023节点坐标TOC\o"1-5"\h\z节点xy1440440节点始末节点号及EAEI值ele.no.12jl11jr23ea50000005000000ei100000100000al44非结点荷载imfindaqbqq1q21112080022420600输出结果=======节点位移nodeno.123单元节点力：u9.7909E-0600v-2.3584E-0500fai-2.6874E-0400—eleno.—n(l)q(l)m(l)n(r)q(r)m(r)1-12.24-29.4812.2412.24-50.52-54.32229.48-12.24-12.24-29.4812.241.20第三大题习题2・5planeframestructuralanalysis********************************输入数据控制参数nnnenfndndfnpjnpen54200039节点坐标TOC\o"1-5"\h\z节点x点始末节点号及EAEI值ele.no.1234jl1123jr2345ea4200000420000042000004200000ei55000550005500055000al5544非结点荷载imfindaqbqq1q21120544217053332205-4-4输出结果—节点位移—nodeno.uvfai1-1.1109E-03-6.1254E-041.25509E-042-.0015-2.5821E-05-1.6548E-043-6.7413E-04-1.3227E-05-3.5137E-0440005000单兀节点力：—eleno.—n(l)q(l)m(l)n(r)q(r)m(r)111.10-5.690.75-26.10-14.31-22.31

28.579.07327.11-12.30413.890.30-0.7522.314-5.42-8.57-27.11-13.8910.9312.30-0.305.4226.874.2422.312.8题planeframestructuralanalysis********************************输入数据控制参数TOC\o"1-5"\h\znnnenf28.579.07327.11-12.30413.890.30-0.7522.314-5.42-8.57-27.11-13.8910.9312.30-0.305.4226.874.2422.3130252212节点坐标节点xy104640060节点始末节点号及EAEI值ele.no.jljreaeial1121050000012000006213720000030000043242000003000004直接结点荷载imjxdydmd131000222000

非结点荷载imfindaqbqq1q211206-10-1022120150可动支座约束条件iibdbd180290310041105120.0174533输出结果节点位移nodeno.uvfai14.111E-029.16E-05-2.03E-0424.11E-02-4.50E-032.71E-0334.18E-021.65E-18-5.02E-1944.507E-19-2.25E-180.0174533单兀节点力：eleno.n(l)q(l)m(l)n(r)q(r)m(r)125.00-164.79-27.30-25.00224.791196.072-164.79-25.0027.30164.7910.0042.703224.7945.00-1196.07-224.79-45.001016.072.9题planeframestructuralanalysis********************************输入数据控制参数TOC\o"1-5"\h\znnnenfndndfnpjnpen10124002418节点坐标nodexy0468641481442040060140200节点始末节点号及EAEI值ele.no.jljreaeial1124200000550007.212134200000550006317420000055000442342000005500045384200000550004624420000055000873542000005500088454200000550004959420000055000410464200000550007.2111564200000550006126104200000550004直接结点荷载imjxdydmd11250-30260040非结点荷载imfindaqbqq1q211207.21-8.32-8.3221707.21-5.55-5.5536208-10-1047140-500

输出结果节点位移nodeno.uvfai11.11E-03-3.65E-051.72E-0421.15E-03-1.62E-041.10E-0430.00-9.49E-054.03E-0441.11E-03-8.01E-05-5.34E-0451.11E-03-1.05E-056.03E-0470008000900010000单元节点力:elenon(l)q(l)m(l)n(r)q(r)m(r)135.6528.44-29.954.3731.5541.2123.32-5.1013.18-3.325.1017.41338.347.80-13.22-38.383-7.80-17.96470.75-10.0116.01-70.7510.0124.05599.592.99-0.43-99.59-2.99-11.52623.8942.08-57.22-23.8937.92440.607-9.6823.74-41.039.6826.26251.08830.9614.46-33.93-30.96-14.46-23.91953.1315.01-32.36-53.123-15.01-27.671011.70-0.56-6.65-11.700.5610.7111-10.23-4.095.1910.234.0919.381211.05-0.819.92-11.050.81-6.6823；8：8Icod9_u4.IOE41,257,22x,.XjZ29.25^-^^5413,18__-23'；91「-M24,05\^哗/5.198017.419.9.351,Q819"32,3.640,6.06.65^92107117.96I/77ffT711.27.676.6.B77)7777MS第四大题工况一:planeframestructuralanalysis********************************输入数据控制参数nnnenfndndfnpjnpen32112116节点坐标TOC\o"1-5"\h\z节点xy1044400节点始末节点号及EAEI值ele.no.jljreaeial1135200000125000421252000001250004直接结点荷载imjxdydmd112000非结点荷载imfindaqbqq1q212204-24-24可动支座约束条件iibdbd140250输出结果节点位移nodeno.uvfai12.2899E-05-4.2001E-052.1984E-0422.9768E-196.6015E-20-3.8167E-043000单兀节点力：■eleno.n(l)q(l)m(l)n(r)q(r)m(r)154.60-9.7726.41-54.609.7712.67229.7754.60-26.41-29.7741.400

工况二:planeframestructuralanalysis********************************输入数据控制参数nnne32节点坐标nf1nd1ndf2nPj1npe1n6节点123x040y440节点始末节点号及EAEI值ele.no.jl11jr32ea1E+201E+20ei125000125000al44直接结点荷载imjxd1120yd0md0非结点荷载imfind122aq0bqq14-24q2-24可动支座约束条件ibdbd14050输出结果节点位移nodeno.123单元节点力:u1.6152E-184.038E-190v-2.1943E-186.8571E-200fai2.1943E-04-3.6571E-040—eleno.—n(l)q(l)m(l)n(r)q(r)m(r)154.86-10.2927.43-54.8610.2913.71230.2954.86-27.43-30.2941.14-7.11E-15结论：轴向变形对结果的影响可以省略不计。

第五大题情况一:planeframestructuralanalysis********************************输入数据控制参数TOC\o"1-5"\h\znnnenfndndfnpjnpen541440112节点坐标节点xy40030020010000节点始末节点号及EAEI值ele.no.jljreaeial112500000020000010223500000020000010334500000020000010445500000020000010非结点荷载TOC\o"1-5"\h\zimfindaqbqq1q21420101010可动支座约束条件MOOOO

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讥2581

.11234nodeno.uvfai102.5773E-212.1478E-0520-1.5464E-20-4.2955E-05306.1856E-201.5034E-04401.8041E-20-5.5842E-045000

eleno.n(l)q(l)m(l)n(r)q(r)m(r)100.268.11E-170-0.26-2.5820-1.292.5801.2910.31304.90-10.310-4.90-38.6640-43.3038.660-56.70-105.67情况二：planeframestructuralanalysis********************************输入数据控制参数nnnenfndndfnpjnpen32122016节点坐标节点xy12002100300节点始末节点号及EAEI值ele.no.jljreaeial112500000020000010223500000020000010非结点荷载imfindaqbqq1q21220101010可动支座约束条件iibdbd120250输出结果=======节点位移nodeno.uvfai103.5714E-202.9762E-04203.5714E-20-5.9524E-043000eleno.n(l)q(l)m(l)n(r)q(r)m(r)103.57■6.87EJ60■3.57■35.7120■42.8635.710■57.14■107.14304.90■10.310■4.90■38.6640■43.3038.660■56.70■105.67结论：一端固定的连续梁在相同荷载下，各节点弯矩与连续两跨数（超静定次数）无关。第六大题强梁弱柱planeframestructuralanalysis********************************输入数据=====控制参数■■■■■■■■■■■■■■■■■■■■■■■■■nnnenfndndfnpjnpe点坐标节点xy10122512310124095596109706856910610031153121031300145015100节点始末节点号及EAEI值ele.no.jljreaeial112100000000010000005223100000000010000005314100000000010000342510000000001000035361000000000100003

645100000000010000005756100000000010000005847100000000010000395810000000001000031069100000000010000311781000000000100000051289100000000010000005137101000000000100003148111000000000100003159121000000000100003161011100000000010000005171112100000000010000005181013100000000010000319111410000000001000032012151000000000100003非结点荷载imfindaqbqq1q213203101028203101031320310104182031010输出结果节点位移nodeno.uvfai11.8448E-022.7481E-07-1.5429E-0621.8448E-022.6355E-083.3748E-0631.8448E-02-3.0117E-077.7028E-0640.017282.7357E-073.6427E-0551.7281E-021.9720E-081.2273E-0661.7281E-02-2.9329E-073.6371E-0571.3796E-022.4528E-077.2695E-0580.013801.3144E-082.4001E-0690.013780-2.5842E-077.2707E-05107.9858E-031.6299E-071.0936E-04117.9857E-036.5709E-092.7919E-06127.9857E-03-1.6956E-071.0937E-04130001400015000单兀节点力：—eleno.—n(l)q(l)m(l)n(r)q(r)m(r)110.05-0.415.60E-02-10.050.422.02324.89-2.635.70-4.892.637.433-0.42-10.05-5.60E-020.416-19.95-14.804-2.215.16-7.732.21-5.16-7.7452.634.89-7.43-2.63-4.89-7.24620.19-9.0129.57-20.199.0115.4979.87-8.9915.45-9.878.9929.51

8-9.43-0.23-14.779.43-29.77-29.539-2.1915.47-23.212.19-15.47-23.201011.6214.77-22.27-11.62-14.77-22.031120.16-18.0059.06-20.1618.0030.94129.84-18.0030.94-9.8418.0059.0613-27.439.61-29.5327.43-39.61-44.2914-2.1925.79-38.682.19-25.79-38.681529.6224.61-37.03-29.62-24.61-36.791619.84-26.9088.57-19.8426.9045.941710.16-26.9045.94-10.1626.9088.5718-54.3319.76-44.2854.33-49.76-60.0119-2.1935.47-53.202.19-35.47-53.222056.5234.76-51.78-56.52-34.76-52.51强柱弱梁planeframestructuralanalysis********************************输入数据控制参数TOC\o"1-5"\h\znnnenfndndfnpjnpe点坐标节点xy10122512310124095596109706856910610031153121031300145015100节点始末节点号及EAEI值TOC\o"1-5"\h\zele.no.jljreaeial1121000000000100005

2231000000000100005314100000000010000003425100000000010000003536100000000010000003645100000000010000575610000000001000058471000000000100000039581000000000100000031069100000000010000003117810000000001000051289100000000010000513710100000000010000003148111000000000100000031591210000000001000000316101110000000001000051711121000000000100005181013100000000010000003191114100000000010000003201215100000000010000003非结点荷载imfindaqbqq1q213203101028203101031320310104182031010输出结果节点位移nodeno.uvfai16.3929E-039.1191E-086.5321E-0426.3929E-031.5566E-106.5439E-0436.3929E-03-9.1347E-086.5971E-0444.3898E-038.1777E-086.7376E-0454.3896E-031.0888E-106.7089E-0464.3896E-03-8.1886E-086.7204E-0472.4012E-036.2681E-086.3136E-0482.4011E-037.4432E-116.2963E-0492.4011E-03-6.2755E-086.3182E-04107.3871E-043.4506E-084.4049E-04117.3861E-043.6673E-114.3892E-04127.3856E-04-3.4543E-084.4034E-04130001400015000

eleno.n(l)q(l)m(l)n(r)q(r)m(r)19.38-3.147.84-9.343.147.8522.52-3.157.87-2.523.1547.903-3.14-9.33-7.843.14-20.664-9.154-1.56E-026.81-15.721.56E-02-6.814-4.7253.152.52-7.90-3.15-2.5240.33621.96-3.238.07-21.963.238.06712.01-3.228.06-12.013.228.068-6.37-1.291.076.37-28.71-42.199-1.15E-0216.76-11.391.15E-02-16.77-38.90106.3814.53-8.39-6.38-14.53-35.201119.37-3.037.57-19.373.037.56129.60-3.037.56-9.603.037.5713-9.399.3434.629.39-39.34-107.6314-1.26E-0226.5323.771.26E-02-26.53-103.37159.4024.1327.63-9.40-24.13-100.031619.68-2.115.28-19.682.115.271710.56-2.115.27-10.562.115.2818-11.5019.66102.3511.50-49.66-206.3119-0.0135.6692.820.01-35.66-199.792011.5134.6994.75-11.51-34.69-198.81结论：强梁弱柱（横梁比立柱的I大很多），柱的弯矩零点趋于柱的中点。弱梁强柱（横梁比立柱的I小很多），柱顶弯矩趋向于零。第七大题planeframestructuralanalysis业业业业业业业业业业业业业业业业业业业业业业业业业业业业业业业业********************************输入数据控制参数nnnenfndndfnpjnpen611034301