哈爾濱理工大學(xué)建筑工程學(xué)院課程設(shè)計（結(jié)構(gòu)力學(xué)）班級:姓名:學(xué)號:指導(dǎo)教師:年月日實驗?zāi)康模和ㄟ^實驗及數(shù)據(jù)分析熟練掌握結(jié)構(gòu)力學(xué)求解器的使用方法，了解求解器的主要功能，了解數(shù)據(jù)輸入和輸出的基本操作過程，主要參數(shù)的意義和編輯方法。更主要的是通過實踐進一步了解結(jié)構(gòu)在廣義荷載作用下內(nèi)力和位移的分布狀態(tài)和變化規(guī)律，從而指導(dǎo)我們探索和發(fā)現(xiàn)更合理的結(jié)構(gòu)形式，為將來的學(xué)習(xí)和科研工作打下堅實的基礎(chǔ)。一、對圖示兩類桁架進行分析在相同荷載作用下，比較各類桁架的受力特點；討論各種桿件(上弦桿,下弦桿,豎桿,斜桿)內(nèi)力隨高跨比變化的規(guī)律；若增加桿件使其成為超靜定桁架,內(nèi)力有何變化？（分析比較）求解過程：結(jié)點,1,1,0結(jié)點,2,2,0結(jié)點,3,3,0結(jié)點,4,4,0結(jié)點,5,5,0結(jié)點,6,6,0結(jié)點,7,7,0結(jié)點,8,1,1結(jié)點,9,2,1結(jié)點,10,3,1結(jié)點,11,4,1結(jié)點,12,5,1結(jié)點,13,6,1結(jié)點,14,7,1單元,1,2,1,1,0,1,1,0單元,2,3,1,1,0,1,1,0單元,3,4,1,1,0,1,1,0單元,4,5,1,1,0,1,1,0單元,5,6,1,1,0,1,1,0單元,6,7,1,1,0,1,1,0單元,1,8,1,1,0,1,1,0單元,8,9,1,1,0,1,1,0單元,9,10,1,1,0,1,1,0單元,10,11,1,1,0,1,1,0單元,11,12,1,1,0,1,1,0單元,12,13,1,1,0,1,1,0單元,13,14,1,1,0,1,1,0單元,2,9,1,1,0,1,1,0單元,3,10,1,1,0,1,1,0單元,4,11,1,1,0,1,1,0單元,5,12,1,1,0,1,1,0單元,6,13,1,1,0,1,1,0單元,7,14,1,1,0,1,1,0單元,8,2,1,1,0,1,1,0單元,9,3,1,1,0,1,1,0單元,10,4,1,1,0,1,1,0單元,4,12,1,1,0,1,1,0單元,5,13,1,1,0,1,1,0單元,6,14,1,1,0,1,1,0結(jié)點支承,1,3,0,0,0結(jié)點支承,7,1,0,0結(jié)點荷載,8,1,0.5,-90結(jié)點荷載2,9,13,1,1,-90結(jié)點荷載,14,1,0.5,-90輸出數(shù)據(jù)內(nèi)力計算單位：力(默認),力矩(默認)桿端內(nèi)力值(乘子=1)-----------------------------------------------------------------------------------------------桿端1桿端2----------------------------------------------------------------------------------單元碼軸力剪力彎矩軸力剪力彎矩-----------------------------------------------------------------------------------------------1-0.000000000.000000000.00000000-0.000000000.000000000.0000000022.500000000.000000000.000000002.500000000.000000000.0000000034.000000000.000000000.000000004.000000000.000000000.0000000044.00000000-0.000000000.000000004.00000000-0.000000000.0000000052.50000000-0.000000000.000000002.50000000-0.00000000-0.0000000060.000000000.000000000.000000000.000000000.000000000.000000007-3.000000000.000000000.00000000-3.000000000.000000000.000000008-2.500000000.000000000.00000000-2.500000000.000000000.000000009-4.00000000-0.00000000-0.00000000-4.00000000-0.00000000-0.0000000010-4.500000000.000000000.00000000-4.500000000.000000000.0000000011-4.500000000.000000000.00000000-4.500000000.000000000.0000000012-4.00000000-0.000000000.00000000-4.00000000-0.00000000-0.0000000013-2.500000000.000000000.00000000-2.500000000.000000000.0000000014-2.50000000-0.000000000.00000000-2.50000000-0.000000000.0000000015-1.500000000.000000000.00000000-1.500000000.000000000.0000000016-1.000000000.000000000.00000000-1.000000000.000000000.0000000017-1.50000000-0.00000000-0.00000000-1.50000000-0.00000000-0.0000000018-2.500000000.00000000-0.00000000-2.500000000.000000000.0000000019-3.000000000.000000000.00000000-3.000000000.000000000.00000000203.535533910.000000000.000000003.535533910.000000000.00000000212.121320340.000000000.000000002.121320340.000000000.00000000220.707106780.000000000.000000000.707106780.000000000.00000000230.707106780.000000000.000000000.707106780.000000000.00000000242.121320340.000000000.000000002.121320340.000000000.00000000253.535533910.000000000.000000003.535533910.000000000.00000000-----------------------------------------------------------------------------------------------軸力圖圖2求解步驟：結(jié)點,1,1,0結(jié)點,7,7,0結(jié)點填充,1,7,5,2,1結(jié)點,10,4,1結(jié)點填充,1,10,2,8,1結(jié)點填充,7,10,2,11,1單元,1,2,1,1,0,1,1,0單元,2,3,1,1,0,1,1,0單元,3,4,1,1,0,1,1,0單元,4,5,1,1,0,1,1,0單元,5,6,1,1,0,1,1,0單元,6,7,1,1,0,1,1,0單元,1,8,1,1,0,1,1,0單元,8,9,1,1,0,1,1,0單元,9,10,1,1,0,1,1,0單元,10,12,1,1,0,1,1,0單元,12,11,1,1,0,1,1,0單元,11,7,1,1,0,1,1,0單元,2,8,1,1,0,1,1,0單元,3,9,1,1,0,1,1,0單元,4,10,1,1,0,1,1,0單元,5,12,1,1,0,1,1,0單元,6,11,1,1,0,1,1,0單元,8,3,1,1,0,1,1,0單元,9,4,1,1,0,1,1,0單元,4,12,1,1,0,1,1,0單元,5,11,1,1,0,1,1,0結(jié)點支承,1,3,0,0,0結(jié)點支承,7,1,0,0結(jié)點荷載,1,1,0.5,-90結(jié)點荷載2,8,12,1,1,-90結(jié)點荷載,7,1,0.5,-90輸出數(shù)據(jù)：內(nèi)力計算單位：力(默認),力矩(默認)桿端內(nèi)力值(乘子=1)-----------------------------------------------------------------------------------------------桿端1桿端2----------------------------------------------------------------------------------單元碼軸力剪力彎矩軸力剪力彎矩-----------------------------------------------------------------------------------------------17.500000000.000000000.000000007.500000000.000000000.0000000027.500000000.000000000.000000007.500000000.000000000.0000000036.000000000.000000000.000000006.000000000.000000000.0000000046.000000000.000000000.000000006.000000000.000000000.0000000057.500000000.000000000.000000007.500000000.000000000.0000000067.500000000.000000000.000000007.500000000.000000000.000000007-7.905694150.000000000.00000000-7.905694150.000000000.000000008-6.324555320.000000000.00000000-6.324555320.000000000.000000009-4.743416490.000000000.00000000-4.743416490.000000000.0000000010-4.74341649-0.000000000.00000000-4.74341649-0.00000000-0.0000000011-6.324555320.000000000.00000000-6.324555320.000000000.0000000012-7.905694150.000000000.00000000-7.905694150.000000000.00000000130.000000000.000000000.000000000.000000000.000000000.00000000140.500000000.000000000.000000000.500000000.000000000.00000000152.000000000.000000000.000000002.000000000.000000000.00000000160.500000000.000000000.000000000.500000000.000000000.00000000170.000000000.000000000.000000000.000000000.000000000.0000000018-1.581138830.000000000.00000000-1.581138830.000000000.0000000019-1.802775640.000000000.00000000-1.802775640.000000000.0000000020-1.802775640.000000000.00000000-1.802775640.000000000.0000000021-1.581138830.000000000.00000000-1.581138830.000000000.00000000軸力圖：分析：平行桁架中：在結(jié)構(gòu)對稱且相同的荷載條件作下,上弦桿、下弦桿和斜桿的軸力對稱、豎桿反對稱。與約束連接的下弦桿軸力為0。上弦桿和下弦桿越接近中間軸力越大，斜桿和豎桿軸力越小。三角桁架中：在結(jié)構(gòu)對稱且相同的荷載條件作下,上弦桿、下弦桿和斜桿關(guān)于中間桿對稱，豎桿反對稱。上弦桿和下弦桿越往中間軸力越小，斜桿和豎桿越往中間軸力越大。根據(jù)平行桁架和三角形桁架的軸力圖所示斜桿、上弦桿和下弦桿是隨著高跨比增大而變小的。豎桿是隨著高跨比的增大而減小的。增加一個桿件使之變成超靜定結(jié)構(gòu)后與之連接的桿的軸力變小二、兩種結(jié)構(gòu)在靜力等效荷載作用下，內(nèi)力有哪些不同？（分析比較其軸力圖如圖：內(nèi)力計算單位：力(默認),力矩(默認)桿端內(nèi)力值(乘子=1)-----------------------------------------------------------------------------------------------桿端1桿端2----------------------------------------------------------------------------------單元碼軸力剪力彎矩軸力剪力彎矩-----------------------------------------------------------------------------------------------1-0.00000000-0.000000000.00000000-0.00000000-0.00000000-0.0000000022.500000000.00000000-0.000000002.500000000.000000000.0000000034.00000000-0.000000000.000000004.00000000-0.00000000-0.0000000044.000000000.00000000-0.000000004.000000000.000000000.0000000052.50000000-0.000000000.000000002.50000000-0.00000000-0.0000000060.00000000-0.000000000.000000000.00000000-0.000000000.000000007-3.00000000-0.000000000.00000000-3.00000000-0.00000000-0.000000008-2.50000000-0.00000000-0.00000000-2.50000000-0.00000000-0.000000009-4.00000000-0.000000000.00000000-4.00000000-0.00000000-0.0000000010-4.500000000.00000000-0.00000000-4.500000000.000000000.0000000011-4.50000000-0.000000000.00000000-4.50000000-0.00000000-0.0000000012-4.000000000.000000000.00000000-4.000000000.000000000.0000000013-2.50000000-0.000000000.00000000-2.50000000-0.00000000-0.0000000014-2.500000000.00000000-0.00000000-2.500000000.000000000.0000000015-1.500000000.00000000-0.00000000-1.500000000.000000000.0000000016-1.00000000-0.000000000.00000000-1.00000000-0.00000000-0.0000000017-1.500000000.00000000-0.00000000-1.500000000.000000000.0000000018-2.500000000.00000000-0.00000000-2.500000000.000000000.0000000019-3.00000000-0.000000000.00000000-3.00000000-0.00000000-0.00000000203.53553391-0.000000000.000000003.53553391-0.00000000-0.00000000212.12132034-0.000000000.000000002.12132034-0.000000000.00000000220.70710678-0.00000000-0.000000000.70710678-0.000000000.00000000230.70710678-0.000000000.000000000.70710678-0.00000000-0.00000000242.121320340.000000000.000000002.121320340.00000000-0.00000000253.535533910.000000000.000000003.535533910.000000000.00000000-----------------------------------------------------------------------------------------------內(nèi)力計算單位：力(默認),力矩(默認)桿端內(nèi)力值(乘子=1)-----------------------------------------------------------------------------------------------桿端1桿端2----------------------------------------------------------------------------------單元碼軸力剪力彎矩軸力剪力彎矩-----------------------------------------------------------------------------------------------10.000000000.000000000.000000000.000000000.000000000.0000000022.500000000.000000000.000000002.500000000.000000000.0000000034.000000000.000000000.000000004.000000000.000000000.0000000044.000000000.000000000.000000004.000000000.000000000.0000000052.500000000.000000000.000000002.500000000.000000000.0000000060.000000000.000000000.000000000.000000000.000000000.000000007-3.000000000.000000000.00000000-3.000000000.000000000.000000008-2.500000000.000000000.00000000-2.500000000.000000000.000000009-1.500000000.000000000.00000000-1.500000000.000000000.0000000010-1.000000000.000000000.00000000-1.000000000.000000000.0000000011-1.50000000-0.000000000.00000000-1.50000000-0.00000000-0.0000000012-2.500000000.000000000.00000000-2.500000000.000000000.0000000013-3.000000000.000000000.00000000-3.000000000.000000000.0000000014-2.75000000-0.000000000.00000000-2.75000000-0.00000000-0.0000000015-2.75000000-0.000000000.00000000-2.75000000-0.000000000.0000000016-4.250000000.000000000.00000000-4.250000000.000000000.0000000017-4.25000000-0.000000000.00000000-4.25000000-0.00000000-0.0000000018-4.750000000.000000000.00000000-4.750000000.000000000.0000000019-4.750000000.000000000.00000000-4.750000000.000000000.0000000020-4.750000000.000000000.00000000-4.750000000.000000000.0000000021-4.75000000-0.00000000-0.00000000-4.75000000-0.00000000-0.0000000022-4.25000000-0.000000000.00000000-4.25000000-0.00000000-0.0000000023-4.250000000.00000000-0.00000000-4.250000000.000000000.0000000024-2.750000000.000000000.00000000-2.750000000.000000000.0000000025-2.750000000.000000000.00000000-2.750000000.000000000.00000000263.889087300.000000000.000000003.889087300.000000000.00000000273.535533910.000000000.000000003.535533910.000000000.00000000282.474873730.000000000.000000002.474873730.000000000.00000000292.121320340.000000000.000000002.121320340.000000000.00000000301.060660170.000000000.000000001.060660170.000000000.00000000310.707106780.000000000.000000000.707106780.000000000.00000000320.707106780.000000000.000000000.707106780.000000000.00000000331.060660170.00000000-0.000000001.060660170.000000000.00000000342.121320340.000000000.000000002.121320340.000000000.00000000352.474873730.000000000.000000002.474873730.000000000.00000000363.535533910.000000000.000000003.535533910.000000000.00000000373.889087300.000000000.000000003.889087300.000000000.0000000038-0.500000000.000000000.00000000-0.500000000.000000000.0000000039-0.500000000.000000000.00000000-0.500000000.000000000.0000000040-0.500000000.000000000.00000000-0.500000000.000000000.0000000041-0.500000000.000000000.00000000-0.500000000.000000000.0000000042-0.500000000.000000000.00000000-0.500000000.000000000.0000000043-0.500000000.000000000.00000000-0.500000000.000000000.00000000440.353553390.000000000.000000000.353553390.000000000.00000000450.353553390.000000000.000000000.353553390.000000000.00000000460.353553390.000000000.000000000.353553390.000000000.00000000470.353553390.000000000.000000000.353553390.000000000.00000000480.353553390.000000000.000000000.353553390.000000000.00000000490.353553390.000000000.000000000.353553390.000000000.00000000-----------------------------------------------------------------------------------------------分析：下弦桿內(nèi)力不變且有從兩邊到中間增大的趨勢，上弦桿的內(nèi)力不同增加桿件后的內(nèi)力增大。三、試用求解器求組合結(jié)構(gòu)的各桿內(nèi)力。若將第一個集中力改為2，再求解會遇到什么情況？從內(nèi)力圖可以看到一個有趣的現(xiàn)象：結(jié)構(gòu)最左邊一跨無論長度如何，只要集中荷載作用在跨中，其余部分的內(nèi)力就不會改變，請思考并解釋。結(jié)點,1,2,0結(jié)點,2,4,0結(jié)點,3,6,0結(jié)點,4,8,0結(jié)點,5,10,0結(jié)點,6,6,-1單元,1,2,1,1,0,1,1,1單元,2,3,1,1,1,1,1,0單元,3,4,1,1,0,1,1,1單元,4,5,1,1,1,1,1,0結(jié)點,7,4,-1結(jié)點,8,8,-1單元,7,2,1,1,1,1,1,0單元,7,6,1,1,1,1,1,0單元,6,8,1,1,0,1,1,1單元,8,4,1,1,1,1,1,0結(jié)點支承,1,3,0,0,0結(jié)點支承,5,1,0,0結(jié)點支承,6,3,0,0,0單元荷載,1,1,1_kN,1/2,90單元荷載,4,1,1_kN,1/2,90單元材料性質(zhì),1,8,1_kN,1_kN*m2,0,0,1_kN軸力圖：剪力圖：彎矩圖：內(nèi)力計算單位：力(默認),力矩(默認)桿端內(nèi)力值(乘子=1)-----------------------------------------------------------------------------------------------桿端1桿端2----------------------------------------------------------------------------------單元碼軸力剪力彎矩軸力剪力彎矩-----------------------------------------------------------------------------------------------1-352.941176455.8823520.00000000-352.941176-544.117647-88.23529412823.52941144.1176470-88.2352941823.52941144.11764700.000000003823.52941144.11764700.00000000823.52941144.117647088.23529414-0.00000000455.88235288.2352941-0.00000000-544.1176470.000000005-588.2352941176.47058-1176.47058-588.2352941176.470580.000000006-1176.47058-588.2352941176.47058-1176.47058-588.235294-0.000000007-823.529411411.764705-0.00000000-823.529411411.764705823.5294118-411.764705-823.529411823.529411-411.764705-823.5294110.00000000-----------------------------------------------------------------------------------------------將第一個集中力改為2后，其軸力圖：剪力圖：彎矩圖：內(nèi)力計算單位：力(默認),力矩(默認)桿端內(nèi)力值(乘子=1)-----------------------------------------------------------------------------------------------桿端1桿端2----------------------------------------------------------------------------------單元碼軸力剪力彎矩軸力剪力彎矩-----------------------------------------------------------------------------------------------1-591.9117641051.011020.00000000-591.911764-948.988970102.02205821204.04411-51.0110294102.0220581204.04411-51.01102940.0000000031204.04411-51.01102940.000000001204.04411-51.0110294-102.0220584-0.00000000551.011029-102.022058-0.00000000-448.9889700.000000005-897.9779411795.95588-1795.95588-897.9779411795.95588-0.000000006-1795.95588-897.9779411795.95588-1795.95588-897.977941-0.000000007-1204.04411602.0220580.00000000-1204.04411602.0220581204.044118-602.022058-1204.044111204.04411-602.022058-1204.044110.00000000-----------------------------------------------------------------------------------------------分析：不管第一個荷載是1還是2，單元2和單元3內(nèi)力都相等，單元5和單元6以及單元7和單元8之間內(nèi)力都存在倍數(shù)關(guān)系。結(jié)構(gòu)最左邊一跨無論長度如何，只要集荷載作用在跨中，其余部分內(nèi)力就不會變。原因是最左端部分相當(dāng)于一個簡支梁，荷載作用在跨中，所以兩端受力都為荷載的一半，與跨長度沒有關(guān)系。所以才會出現(xiàn)這一現(xiàn)象。六、圖示為一個兩跨連續(xù)梁，兩跨有關(guān)參數(shù)相同（l=6m，E=1.5*106kPa，截面0.5*0.6m2，線膨脹系數(shù)1.0*10-5）。第一跨底部溫度升高60oC，分析變形和內(nèi)力圖的特點。剪力圖;彎矩圖：變形圖：yx123(1)(2)分析：軸力yx123(1)(2)七、求超靜定結(jié)構(gòu)內(nèi)力(橫梁：EI=1.40*104kN.m2，EA=1.90*106kN；鏈桿：EA=2.56*105kN)，并討論橫梁和桁架的相對剛度變化對內(nèi)力分布的影響，你是否有合理匹配的建議？軸力圖：剪力圖：彎矩圖：內(nèi)力計算單位：力(默認),力矩(默認)桿端內(nèi)力值(乘子=1)-----------------------------------------------------------------------------------------------桿端1桿端2----------------------------------------------------------------------------------單元碼軸力剪力彎矩軸力剪力彎矩-----------------------------------------------------------------------------------------------1-5469.28128624.574970-0.00000000-5469.28128624.5749701561.437422-5469.281282960.532881561.43742-5469.281282960.532888962.769633-5469.28128-2960.532888962.76963-5469.28128-2960.532881561.437424-5469.28128-624.5749701561.43742-5469.28128-624.5749700.0000000057004.097510.00000000-0.000000007004.097510.000000000.0000000068018.61518-0.000000000.000000008018.61518-0.00000000-0.0000000077004.09751-0.000000000.000000007004.09751-0.00000000-0.000000008-3264.74033-0.000000000.00000000-3264.74033-0.00000000-0.000000009-3264.740330.00000000-0.00000000-3264.740330.000000000.0000000010-2335.957910.00000000-0.00000000-2335.957910.000000000.0000000011-2335.957910.00000000-0.00000000-2335.957910.000000000.00000000-----------------------------------------------------------------------------------------------當(dāng)剛度比為：4:1時彎矩圖為：剪力圖：軸力圖為：內(nèi)力計算單位：力(默認),力矩(默認)桿端內(nèi)力值(乘子=1)-----------------------------------------------------------------------------------------------桿端1桿端2----------------------------------------------------------------------------------單元碼軸力剪力彎矩軸力剪力彎矩-----------------------------------------------------------------------------------------------1-1953.409323437.272530.00000000-1953.409323437.272538593.181342-1953.409324335.279858593.18134-1953.409324335.2798519431.38093-1953.40932-4335.2798519431.3809-1953.40932-4335.279858593.181344-1953.40932-3437.272538593.18134-1953.40932-3437.27253-0.0000000052501.584520.000000000.000000002501.584520.000000000.0000000062784.30950-0.000000000.000000002784.30950-0.00000000-0.0000000072501.58452-0.00000000-0.000000002501.58452-0.000000000.000000008-1064.071410.000000000.00000000-1064.071410.00000000-0.000000009-1064.07141-0.00000000-0.00000000-1064.07141-0.000000000.0000000010-898.0073190.000000000.00000000-898.0073190.00000000-0.0000000011-898.0073190.000000000.00000000-898.0073190.000000000.00000000-----------------------------------------------------------------------------------------------當(dāng)剛度比為2:1時軸力圖為：剪力圖為：彎矩圖為：內(nèi)力計算單位：力(默認),力矩(默認)桿端內(nèi)力值(乘子=1)-----------------------------------------------------------------------------------------------桿端1桿端2----------------------------------------------------------------------------------單元碼軸力剪力彎矩軸力剪力彎矩-----------------------------------------------------------------------------------------------1-1953.409323437.272530.00000000-1953.409323437.272538593.181342-1953.409324335.279858593.18134-1953.409324335.2798519431.38093-1953.40932-4335.2798519431.3809-1953.40932-4335.279858593.181344-1953.40932-3437.272538593.18134-1953.40932-3437.27253-0.0000000052501.584520.000000000.000000002501.584520.000000000.0000000062784.30950-0.000000000.000000002784.30950-0.00000000-0.0000000072501.58452-0.00000000-0.000000002501.58452-0.000000000.000000008-1064.071410.000000000.00000000-1064.071410.00000000-0.000000009-1064.07141-0.00000000-0.00000000-1064.07141-0.000000000.0000000010-898.0073190.000000000.00000000-898.0073190.00000000-0.0000000011-898.0073190.000000000.00000000-898.0073190.000000000.00000000-----------------------------------------------------------------------------------------------當(dāng)剛度比為3:1時軸力圖為：剪力圖為:彎矩圖為：內(nèi)力計算單位：力(默認),力矩(默認)桿端內(nèi)力值(乘子=1)-----------------------------------------------------------------------------------------------桿端1桿端2----------------------------------------------------------------------------------單元碼軸力剪力彎矩軸力剪力彎矩-----------------------------------------------------------------------------------------------1-1953.409323437.272530.00000000-1953.409323437.272538593.181342-1953.409324335.279858593.18134-1953.409324335.2798519431.38093-1953.40932-4335.2798519431.3809-1953.40932-4335.279858593.181344-1953.40932-3437.272538593.18134-1953.40932-3437.27253-0.0000000052501.584520.000000000.000000002501.584520.000000000.0000000062784.30950-0.000000000.000000002784.30950-0.00000000-0.0000000072501.58452-0.00000000-0.000000002501.58452-0.000000000.000000008-1064.071410.000000000.00000000-1064.071410.00000000-0.000000009-1064.07141-0.00000000-0.00000000-1064.07141-0.000000000.0000000010-898.0073190.000000000.00000000-898.0073190.00000000-0.0000000011-898.0073190.000000000.00000000-898.0073190.000000000.00000000-----------------------------------------------------------------------------------------------分析：無論橫梁和桁架的相對剛度增大還是減小，其內(nèi)力分布都不變。所以結(jié)論是橫梁和桁架的相對剛度變化對內(nèi)力分布無影響八、求超靜定結(jié)構(gòu)指定內(nèi)力（梁彎矩、桿件軸力）的影響線，并討論橫梁和桁架的相對剛度變化對影響線的影響，你是否有合理匹配的建議？(橫梁：EI=14N.m2，EA=0.80*106N；鏈桿：EA=0.36*106N)，其軸力影響線如圖:其剪力影響線如圖：其彎矩影響線如圖：影響線計算單位：位移(1),轉(zhuǎn)角(默認)單位荷載方向=向下影響線性質(zhì)：單元=1截面=0.5000內(nèi)力=軸力(N)桿端虛位移值(乘子=1)-----------------------------------------------------------------------------------------------桿端1桿端2----------------------------------------------------------------------------------單元碼u-水平位移v-豎直位移?-轉(zhuǎn)角u-水平位移v-豎直位移?-轉(zhuǎn)角-----------------------------------------------------------------------------------------------10.000000000.00000000-5.05226851-0.99930483-1.11843061-1.079768902-0.99930483-1.11843061-1.07976890-0.99860960-0.751141731.859926703-0.99860960-0.751141731.85992670-0.99856544-0.374459921.079768904-0.99856544-0.374459921.07976890-0.998521210.000000001.3324151050.000000000.00000000-3.73740029-0.74933678-1.11998236-3.737400296-0.74933678-1.119982361.24209428-0.74853349-0.374725761.242094287-0.74853349-0.374725761.24934828-0.998521210.000000001.249348288-0.74933678-1.119982361.23466730-0.99860960-0.751141731.234667309-0.99860960-0.751141731.25338483-0.74853349-0.374725761.2533848310-0.74933678-1.119982361.24984026-0.99930483-1.118430611.2498402611-0.74853349-0.374725761.25015974-0.99856544-0.374459921.25015974-----------------------------------------------------------------------------------------------當(dāng)相對剛度為4:1時其軸力影響線如圖所示：其剪力影響線為其彎矩影響線為影響線計算單位：位移(默認),轉(zhuǎn)角(1)單位荷載方向=向下影響線性質(zhì)：單元=1截面=0.5000內(nèi)力=彎矩(M)桿端虛位移值(乘子=1)-----------------------------------------------------------------------------------------------桿端1桿端2