结构力学大作业—多层多跨框架结构内力计算

《结构力学》课程设计

多层多跨框架结构

内力计算书

姓 名：× ×

学 号：U2009158×× 专业班级: 土木工程0905班 指导老师：龙晓鸿

完成时间：2011年12月

结构力学课程作业

土木0905 xx 结构力学课程作业

——多层多跨框架结构内力计算

一、任务

1. 求解多层多跨框架结构在荷载作用下的弯矩以及各结点的转角和侧移。 2. 计算方法：

（1）用近似法复算：水平荷载作用用D值法复算，竖向荷载作用用分层法 复

算。

（2）用电算（结构力学求解器）进行复算。

3. 就最大相对误差处，说明近似法产生误差的来源。 4. 将手算结果写成计算书形式。

二、 结构形式及基本数据

1. 计算简图：如图2-1所示。 2. 基本计算参数

材料弹性模量：E7h?3.2?10kN/m2 构件尺寸：

柱：底 层：b?h?500?500mm

其它层：b?h?450?450mm2 梁：边 梁：b?h?250?500mm2

中间梁：b?h?250?400mm2 边跨：L1?4.5m 中跨：L2?2.4m 底层层高：H1?4.5m 其他层高：H2?3.6m

竖向荷载： 恒载 g221=23kN/m，g2=20kN/m

活载 q221=15kN/m，q2=6kN/m

水平活载： Fp1=32kN，FP2=18kN

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土木0905 xx 结构力学课程作业

3. 荷载分组：

（1）计算水平荷载（见图2-2） （2）计算竖向恒载（见图2-3）；

（3）计算竖向活载：按每跨单独作用活载，分十种情况分别计算（见图2-4）。

H2H2H2H2H1L1L2图2-1 计算简图 g2g1g1g1g1图2-3 竖向荷载作用（恒载） 4. 各构件的线刚度：i?EIL,其中I?b?h312

Fp2Fp1Fp1Fp1Fp1 图2-2 水平荷载作用

q2q1 图2-4竖向荷载作用（活载）

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土木0905 xx 结构力学课程作业

1) 左边梁：I1?EI1L1112?0.25?0.5?2,6?10m

3?34FP2=18kN1i12i23i4i26i4i29i4i212i4i215i318i1??3.2?10?2.6?104.57?3i4?18489kN?mi44

FP1=32kNi152) 右边梁：I2?EI2L2112?0.25?0.40?1.33?10m

3?34i4FP1=32kNi47i1i18i2??3.2?10?1.33?102.47?3?17778kN?m

i4FP1=32kNi410113) 底层柱：I3?EI3H1112?0.5?0.5?5.2?10m

3?34i4FP1=32kNi413i114i3??3.2?10?5.2?104.57?3?36978kN?m

i34i31617图2-54) 其它层柱：I4?EI4H21127?0.45?0.45?3.42?10m 3?3i4??3.2?10?3.42?103.6?3?30375kN?m

三、水平荷载作用下的计算

(一)用D值法计算

1、由D值法计算柱的剪力值

一层以上：D?i2?i?12i4H22

i1i4i2i4 其中：i?i1?i2i4 (中柱) i?12i3H21或 (边柱)

底层：D?0.5?i2?i?

i1i3i2i3其中：i?i1?i2i3 (中柱) i?或 (边柱)

如下表所示：

表3-1

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土木0905 xx 结构力学课程作业

层数 1-4 2-5 3-6 i?2?184892?30375?0.609i?2?(18489?17778)2?30375?1.194i?2?177782?30375?0.585D1=0.6092+0.609） 2?30375D2=1.1942+1.1942?30375D3=（?0.5852+0.5852?30375 （?123.3 123.6）2（?123.3）123.6）2123.3 123.62））5 =7087.462?（ =11354.815?（=6876.614?（ FQ=D3D1?D2?D3?18FQ=D2D1?D2?D3?18FQ=D3D1?D2?D3?18 ?5.039kN ?8.072kN?4.889kN 4-7 i?2?184892?30375?0.609 5-8 2?(18489?17778)2?30375 6-9 2?17778?0.585 i??1.194 i?2?30375 D1=0.6092+0.6092?30375 D2=（?1.1942+1.194）2?30375 D3=（?0.5852+0.5852?30375 4 （?123.3） 123.62123.3123.3）123.62=7087.462?（） =11354.815?（123.6）2=6876.614?（）FQ=D3D1?D2?D3?50 FQ=D2D1?D2?D3?50 FQ=D3D1?D2?D3?50 ?13.996kN?22.424kN?13.580kN7-10 8-11 i?2?(18489?17778)2?30375?1.194 9-12 i?2?177782?30375?0.585 i?2?184892?30375?0.609 3

表3-1续

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土木0905 xx 结构力学课程作业

0.6091.194?30375D2=?30375 D1=2+0.6092+1.194 1212 （ ?） （?）223.33.3 D3=（?0.5852+0.5852?30375123.3）123.62 ）3 =7087.462?（123.6）2 =11354.815?（ 123.6）2=6876.614?（FQ=D1D1?D2?D3?82 FQ=D2D1?D2?D3?82 FQ=D3D1?D2?D3?82 ?22.954kN?36.775kN?22.271kN10-13 i?2?184892?30375?0.609i?11-14 2?(18489?17778)2?30375?1.194i?12-15 2?177782?30375?0.585D1=0.6092+0.609） 2?30375D2= （?1.1942+1.194）2?30375 D3=（?0.5852+0.5852?30375 2 （?123.3123.3123.3）123.62=7087.462?（123.6）2 =11354.815?（ 123.6）2=6876.614?（ ）FQ=D1D1?D2?D3?114FQ=D2D1?D2?D3?114 FQ=D3D1?D2?D3?114?31.912KN ?51.126KN?30.962KN 13-16i?2?184892?36978?0.500 i?14-17 2?(18489?17778)2?36978?0.981 15-18 i?2?177782?36978?0.481 1 D1=0.5?0.5002+0.50012i3H12?12i3H12D1= 0.5?0.9812+0.98112i3H12?12i3H12D1= 0.5?0.4812+0.48112i3H12?12i3H12 =0.400?=0.497?=0.395?FQ?45.20kN FQ?56.163kN FQ?44.636N

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土木0905 xx 结构力学课程作业

2、求各柱的反弯点高度：

结构总层数m?5

反弯点高度比y?y0?y1?y2?y3

表3-2

1-4 2-5 3-6 i?0.609y0?0.30第 五层 i?1.194y0?0.35i?0.585y0?0.25?1, ?1??3?18489184893.63.6?1,y1?0 ?1?18489?1777818489?177783.63.6?1??3?17778177783.63.6?1,y1?0 y1?0?1,y3?0?1,y3?0 ?3??1,y3?0y?0.30 4-7 y?0.35 5-8y?0.25 6-9i?0.609,y0?0.35i?1.194,y0?0.40?1?第 四层 18489184893.63.63.63.6?1,y1?0 ?1?18489?1777818489?177783.63.63.63.6i?0.585,y0?0.35?1, ?1??2??3?17778177783.63.63.63.6?1,y1?0 y1?0?2??3??1,y2?0?1,y3?0?2??3??1,y2?0?1,y3?0?1,y2?0?1,y3?0y?0.35 7?10 y?0.40 8?11y?0.35 9?12i?0.609,y0?0.45第 三 层 i?1.194,y0?0.45?1??2??3?18489184893.63.63.63.6?1,y1?0 ?1?18489?1777818489?177783.63.63.63.6i?0.585,y0?0.40?1, ?1??2??3?17778177783.63.63.63.6?1,y1?0 y1?0?1,y2?0?1,y3?0?2??3??1,y2?0?1,y3?0?1,y2?0?1,y3?0y?0.45 y?0.45 y?0.40 6

土木0905 xx 结构力学课程作业

10-13 i?0.609,y0?0.50 第 二 层 11-14i?1.194,y0?0.5018489?1777818489?177783.63.64.53.612-15i?0.585,y0?0.50?1??2??3?18489184893.63.64.53.6?1,y1?0 ?1??1, ?1??2??3?17778177783.63.64.53.6?1,y1?0 ?1,y2?0?1.25,y3?0 y1?0?2??3??1,y2?0?1.25,y3?0?1,y2?0?1.25,y3?0y?0.50 y?0.50 y?0.50 13-16 i?0.500,y0?0.75第 一 层 14-17i?0.981,y0?0.6515-18i?0.481,y0?0.75 ?2?3.64.5?0.8,y2?0 ?2?3.64.5?0.8,y2?0?2?3.64.5 ?0.8,y2?0y?0.75 y?0.65 y?0.70

3、求各柱杆端弯矩

第五层：

M41?0.30?3.6?5.039?5.44kN?mM14?0.70?3.6?5.039?12.78kN?mM52?0.35?3.6?8.072?10.17kN?mM25?0.65?3.6?8.072?18.89kN?mM63?0.25?3.6?4.889?4.40kN?mM36?0.75?3.6?4.889?13.20kN?m

第四层：

M74?0.35?3.6?13.996?17.63kN?mM47?0.65?3.6?13.996?32.75kN?mM85?0.40?3.6?22.424?32.75kN?mM58?0.60?3.6?22.424?48.44kN?mM96?0.35?3.6?13.580?17.11kN?mM69?0.65?3.6?13.580?31.78kN?m

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土木0905 xx 结构力学课程作业

第三层：

M10,7?0.45?3.6?22.954?37.19kN?mM7,10?0.55?3.6?22.954?45.45kN?mM12,9?0.40?3.6?22.271?32.07kN?mM9,12?0.60?3.6?22.271?48.11kN?m

M11,8?0.45?3.6?36.775?59.58kN?mM8,11?0.55?3.6?36.775?72.81kN?m第二层：

M13,10?M10,13?0.50?3.6?31.912?57.44kN?mM14,11?M11,14?0.50?3.6?51.126?92.03kN?m

M15,12?M12,15?0.50?3.6?30.962?55.73kN?m第一层：

M16,13?0.75?4.5?45.201?152.55kN?mM13,16?0.25?4.5?45.201?50.85kN?mM17,14?0.65?4.5?56.163?164.28kN?mM14,17?0.35?4.5?56.163?88.46kN?mM18,15?0.75?4.5?44.636?150.65kN?mM15,18?0.25?4.5?44.636?50.22kN?m

4、求各横杆的杆端弯矩

第五层

M12?M14?12.70kN?mMi121?iM1848925?1?i218489?17778?18.89?9.63kN?mMi21777823?iM25?1?i218489?17778?18.89?9.26kN?mM32?M36?13.20kN?m,

第四层

M45?M41?M47?5.44?32.75?38.19kN?mMi11848954?i(M52?M58）?1?i218489?17778??10.17?48.44??29.18kN?m

Mi21777856?i(M52?M58）=48.44??28.73kN?m1?i218489?17778??10.17?M65?M63?M69?4.40?31.78?36.18kN?m

第三层

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土木0905 xx 结构力学课程作业

M78=M74+M7，10?17.63?45.45?63.08kN?mMi11848987?i(M85?M8,11)?1?i218489?17778??32.29?72.81??53.58kN?m

M89?i2i(M1777885?M8,11)?1?i218489?17778??32.29?72.81??51.52kN?mM98?M96?M9,12?17.11?48.11?65.22kN?m第二层

M10,1?1M?1M0,7?37.1910,1?357.44?94.63kN?mMi111,?10i(M?1M1,8)?184891?77.29kN?m1?i2184891,14

?17778??59.58?92.03?

Mi2(M1777811,12?i11,8?M11,14)???59.58?92.03??74.32kN?m1?i218489?17778M12,11?M12,9?M12,15?32.07?55.73?87.80kN?m第一层

M13,14?M13,10?M13,16?57.44?50.85?108.29kN?mMi11848914,13?i(M14,11?M14,17)?1?i218489?17778??92.03?88.46??92.01kN?mMi214,15?iM1777814,11?M14,17)?1?i(218489?17778??92.03?88.46??88.48kN?mM15,14?M15,12+M15,18=55.73+50.22=105.95kN?m5、绘制弯矩图（见图3-1）

（二）用结构力学求解器验算：

1、输入的计算参数如下：

结点,16,0,0 结点,17,4.5,0 结点,18,6.9,0 结点,13,0,4.5 结点,14,4.5,4.5 结点,15,6.9,4.5 结点,10,0,8.1 结点,11,4.5,8.1 结点,12,6.9,8.1 结点,7,0,11.7 结点,8,4.5,11.7 结点,9,6.9,11.7 结点,4,0,15.3 结点,5,4.5,15.3 结点,6,6.9,15.3

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土木0905 xx 结构力学课程作业

?21=4?18489=?0.2904?（0.9i4+i1+i2）4??0.9?30375?18489?17778?4?17778=?0.2804?（0.9i4+i1+i2）4??0.9?30375?18489?17778?4?0.9?30375=?0.4304?（0.9i4+i1+i2）4??0.9?30375?18489?17778?4?0.9?i44i24i1 ?23=?25=

结点“3”：

?32=4?17778=?0.3944?（0.9i4+i2）4??0.9?30375?17778?4?0.9?30375=?0.6064?（0.9i4+i2）4??0.9?30375?17778?4?0.9?i44i2

?36=

2） 计算固端弯矩

MMF12????g2L112g2L21222=?=?20?4.5122=-33.75kN?m M2F12??g2L112g2L21222==20?4.51220?2.4122=33.75kN?m 2F2320?2.412=-9.6kN?m MF32=9.6kN?m

3) 弯矩分配

0.474 -33.7516.0017.75 -4.79 0.14 2.452.20 -0.170.080.0918.28-18.28 (6.06) 0.5260.3940.2800.2900.43033.758.88-9.580.281.22-0.3534.20-9.6-14.200.42-0.52-14.30-9.25-0.980.28-0.06-0.34-19.89(-4.76)9.6-4.62-1.960.14-0.172.990.606-3.02-3.02(-1.00)图4-2

2、中间层弯矩计算 1）计算分配系数

柱的线刚度乘折减系数0.9。

结点“4”：

?41=?47=4?0.9?30375=?0.374（42?0.9i4+i1）4??2?0.9?30375?18489?4i14?184894?0.9?i4

?45=

=?0.252（42?0.9i4+i1）4??2?0.9?30375?18489?15

土木0905 xx 结构力学课程作业

结点“5”：

?52=?58=4?0.9?30375=?0.301（42?0.9i4+i1+i2）4??2?0.9?30375?18489?17778?4i14?0.9?i4 ?54=?56=4?18489=?0.203（42?0.9i4+i1+i2）4??2?0.9?30375?18489?17778?4?17778=?0.195（42?0.9i4+i1+i2）4??2?0.9?30375?18489?17778?4i2

结点“6”：

?63=?69=4?0.9?30375=?0.377（42?0.9i4+i2）4??2?0.9?30375?17778?4i24?0.9?i4

?65=4?17778=?0.245（42?0.9i4+i2）4??2?0.9?30375?17778?

2）计算固端弯矩

MMF45????g1L112g1L21222=?=?23?4.5122=-38.81kN?m M2F54??g1L112g1L21222==23?4.51223?2.4122=38.81kN?m2F5623?2.412=-11.04kN?m MF65=11.04kN?m

3）弯矩分配

(5.25) 0.374 0.374 -38.8114.5014.509.78 -3.311.24 1.240.830.09 -0.04-0.04-0.01 15.74 15.74-31.51 (5.25) 0.252(-3.28)(-0.99).3010.1950.2030.3770.2450.3010.37738.814.89-6.630.420.11-11.04 11.04-9.830.16-9.830.16-6.37-3.18-0.96-1.920.11-2.96-2.9637.60-9.67-9.67-18.265.94-2.96-2.96(-0.99)(-3.28)图4-3

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土木0905 xx 结构力学课程作业

3、 底层弯矩计算

1) 计算分配系数

上层柱的线刚度乘折减系数0.9，底层柱无须折减。

结点“13”：

?13，=14?13,10=?13,16=4?18489=?0.223（4i1+i3+0.9i4）4??18489?36978?0.9?30375?4?0.9?30375=?0.330（4i1+i3+0.9i4）4??18489?36978?0.9?30375?4?36978=?0.447（4i1+i3+0.9i4）4??18489?36978?0.9?30375?4i34?0.9i44i1

结点“14”：

?14，=13?14,15=?13,16=?14,17=4?18489=?0.184（4i1+i2+i3+0.9i4）4??18489?17778?36978?0.9?30375?4?17778=?0.176（4i1+i2+i3+0.9i4）4??18489?17778?36978?0.9?30375?=?0.272（4i1+i2+i3+0.9i4）4??18489?17778?36978?0.9?30375?4?36978=?0.368（4i1+i2+i3+0.9i4）4??18489?17778?36978?0.9?30375?4i34?0.9i44?0.9?303754i24i1

结点“15”：

?15,12=4?0.9?30375=?0.333（4i2+i3+0.9i4）4??17778?36978?0.9?30375?4?17778=?0.217

（4i2+i3+0.9i4）4??17778?36978?0.9?30375?4?36978=?0.450（4i2+i3+0.9i4）4??17778?36978?0.9?30375?224?0.9i14i2 ?15,14=?15，=184i32）计算固端弯矩

MMF13,14???g1L1122=?23?4.5122=-38.81kN?m F14,13g1L112=2223?4.512=?=38.81kN?m2M14,15?? MF15,14Fg1L122

=-11.04kN?m 23?2.4122?g1L212=23?2.412=11.04kN?m

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土木0905 xx 结构力学课程作业

3）弯矩分配

(4.59) 12.81 0.97 13.78

0.330(-2.91)(-0.91).2720.3330.2170.2230.1760.1840.4470.3680.45017.351.3238.818.65-2.950.6638.814.33-5.910.330.1037.66-11.04-8.73-11.81-5.65-0.890.10-17.48(-5.91) 11.04-2.81-1.78-2.74-3.700.15-8.580.21-11.6018.67-32.45(9.33)6.44-2.74-3.70(-1.85)图4-4

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土木0905 xx 结构力学课程作业

4） 各杆端弯矩叠加

18.28 -18.2834.20 -14.3 -19.892.99 -3.02 5.25 -3.28-0.9923.53-17.58-4.01 6.0615.74 -4.76-1.0121.08 -9.67-2.96-14.43-3.9715.74 -31.5137.60 -9.67 -18.26 5.25 -3.265.94 -2.9620.99-12.95-0.99-3.95 5.25 -3.28-0.9915.74 -9.67-2.9620.99-12.95-3.9515.74 -31.51 5.2537.60 -9.67 -18.265.94 -2.9620.99 -3.26-0.99-12.95-3.95 5.25 -3.28-0.9915.74 -9.67-2.9620.99-12.95-3.9515.74 -31.51 4.5937.60 -9.67 -18.265.94 -2.9620.33 -2.91-0.91-12.58-3.87 5.2513.78 -3.28-0.9919.03 -8.58-2.74-11.86-3.7318.67 -32.45 37.66 -11.60 -17.486.44 -3.709.33-5.91-1.85图4-519

土木0905 xx 结构力学课程作业

五、竖向活载作用下的计算

由于中间三层类似，计算完全相同，按每跨单独作用活载，分六种情况计算：

1、 当q2作用在顶层

图5-1

1）计算分配系数

分配系数与竖向均布荷载作用时相同，故：

结点“1”：

?12=4?18489=?0.5264?（0.9i4+i1）4??0.9?30347?18489?4?0.9?30347=?0.4744?（0.9i4+i1）4??0.9?30347?18489?0.9?4i44i1

?14=

结点“2”：

?21=4?18489=?0.2904?（0.9i4+i1+i2）4??0.9?30375?18489?17778?4?17778=?0.2804?（0.9i4+i1+i2）4??0.9?30375?18489?17778?4?0.9?30375=?0.4304?（0.9i4+i1+i2）4??0.9?30375?18489?17778?4?0.9?i44i24i1 ?23=?25=

结点“3”：

?32=4?17778=?0.3944?（0.9i4+i2）4??0.9?30375?17778?4?0.9?30375=?0.6064?（0.9i4+i2）4??0.9?30375?17778?4?0.9?i44i2

?36=

2）计算固端弯矩

M

F12??q2L1122=?6?4.5122=-10.125kN?m MF21?q2L1122=6?4.5122=10.125kN?m 25

土木0905 xx 结构力学课程作业

3）弯矩分配 0.474-10.125 4.801 5.324 -1.3540.6420.712 5.443-5.443 0.5260.3940.2800.2900.43010.125 2.662-3.7080.356-0.2069.229-5.498-0.304-5.802-3.5800.352-0.198-3.426-1.7900.704-0.0990.039-1.1460.6061.0860.0601.146 1.8141.9340.382图5-2

4) 弯矩图

9.9295.4435.44315.1883.4265.8021.1461.1461.8141.9340.382 图5-3

2、 当q2作用在中间层 1） 计算分配系数

结点“4”：

?41=?47=4?0.9?30375=?0.374（42?0.9i4+i1）4??2?0.9?30375?18489?4i14?0.9?i4

?45=4?18489=?0.252（42?0.9i4+i1）4??2?0.9?30375?18489?

结点“5”：

26

土木0905 xx 结构力学课程作业

?52=?58=?54=?56=4?0.9?30375=?0.301（42?0.9i4+i1+i2）4??2?0.9?30375?18489?17778?4i14?0.9?i44?18489=?0.203（42?0.9i4+i1+i2）4??2?0.9?30375?18489?17778?4?17778=?0.195（42?0.9i4+i1+i2）4??2?0.9?30375?18489?17778?4i2

结点“6”：

?63=?69=?65=4?0.9?30375=?0.377（42?0.9i4+i2）4??2?0.9?30375?17778?4i24?0.9?i44?17778=?0.245（42?0.9i4+i2）4??2?0.9?30375?17778?

2）计算固端弯矩

MF45??q2L1122=?6?4.5122=-10.125kN?m MF54?q2L1122=6?4.5122=10.125kN?m

3）弯矩分配

1.406 0.374 0.374 -10.1253.7863.7872.552 -1.1570.4330.4320.292 4.219 4.219-8.438 1.4060.252-1.1690.143.3010.3770.2450.1950.2030.3010.37710.1251.276-2.3140.146-0.0579.176-3.432-0.085-3.517-3.432-0.085-3.517-2.2230.136-0.055-2.142-1.1110.272-0.0270.007-0.8590.4190.0100.4290.4190.0100.429-1.1690.143 图5-4

4)弯矩图

27

土木0905 xx 结构力学课程作业

1.4061.1690.1438.43815.1884.2194.2199.1762.1420.4293.5173.5170.8590.4291.4061.1690.143 图5-5

3、 当q2作用在底层

1）计算分配系数

结点“13”：

?13，=14?13,10=?13,16=4?18489=?0.223（4i1+i3+0.9i4）4??18489?36978?0.9?30375?4?0.9?30375=?0.330（4i1+i3+0.9i4）4??18489?36978?0.9?30375?4?36978=?0.447（4i1+i3+0.9i4）4??18489?36978?0.9?30375?4i34?0.9i44i1

结点“14”：

?14，=13?14,15=?13,16=?14,17=4?18489=?0.184（4i1+i2+i3+0.9i4）4??18489?17778?36978?0.9?30375?4?17778=?0.176（4i1+i2+i3+0.9i4）4??18489?17778?36978?0.9?30375?4?0.9?30375=?0.272（4i1+i2+i3+0.9i4）4??18489?17778?36978?0.9?30375?4?36978=?0.368（4i1+i2+i3+0.9i4）4??18489?17778?36978?0.9?30375?4i34?0.9i44i24i1 结点“15”：

28

土木0905 xx 结构力学课程作业

?15,12=?15,14=?15，=184?0.9?30375=?0.333（4i2+i3+0.9i4）4??17778?36978?0.9?30375?4?17778=?0.217

（4i2+i3+0.9i4）4??17778?36978?0.9?30375?4?36978=?0.450（4i2+i3+0.9i4）4??17778?36978?0.9?30375?4i34i24?0.9i12)计算固端弯矩

MF13,14??q2L1122=?6?4.5122=-10.125kN?m MF14,13?q2L1122=6?4.5122=10.125kN?m 3）弯矩分配

1.227

0.330 0.447

10.125 3.3414.5262.258-1.035 0.3420.4620.231 3.6834.988-8.671 2.4940.223-1.0410.112.2720.3330.2170.1760.1840.3680.45010.1251.129-2.0710.116-0.041-3.061-0.061-4.414-0.082-1.981 0.107-0.039-0.9900.215-0.0150.003-0.7870.3300.0050.3350.4460.0070.4530.2269.258-3.122-4.496-1.913-2.248 图5-6

4)弯矩图 1.227

8.67115.1883.6834.9983.1221.0410.1129.2581.9130.3354.9460.7870.4532.4942.248图5-70.22629

土木0905 xx 结构力学课程作业

0.0820.7386.6240.8796.19910.81.4150.2470.5810.3342.9952.6372.2143.5620.1671.4971.781

图5-14

7、计算杆端的最值

M12:max?21.04?5.443?26.48,min?21.04-0.631?20.05M14:max?21.04?5.443?1.406?27.89,min?21.04?0.631?0.104?20.31M21:max?35.15?9.229?2.335?46.71,min?35.15M25:max?16.17?5.802?1.169?23.14,min?16.17?3.950?0.831?11.39M23:max?18.98?3.426?6.285?28.69,min?18.98M32:max?3.39?5.142?8.53,min?3.39?1.146?2.24M36:max?3.39?5.142?1.030?9.56,min?3.39?1.146?0.143?2.10M41:max?17.58?1.814?4.219?23.61,min?17.58?0.210?0.311?17.06M47:max?16.77?4.219?1.406?22.40,min?16.77?0.104?0.311?16.36M45:max?34.35?8.438?42.79,min?34.35?0.622?34.97M54:max?39.23?1.578?9.176?44.15,min?39.23M52:max?12.01?3.517?15.53,min?12.01?1.934?0.831?2.493?6.75M58:max?10.53?3.517?1.169?15.22,min?10.53?0.831?2.493?7.21M56:max?16.69?2.142?6.564?25.40,min?16.69M65:max?6.43?6.048?12.48,min?6.43?0.859?5.57M63:max?3.23?1.714?3.090?8.03,min?3.23?0.382?0.429?2.42M69:max?3.20?1.030?3.090?7.32,min?3.20?0.143?0.429?2.63

35

土木0905 xx 结构力学课程作业

M74:max?17.08?4.219?1.406?22.71,min?17.08?0.311?0.104?16.67M7,10:max?17.07?4.219?1.406?22.70,min?17.07?0.311?0.104?16.66M78:max?34.15?8.438?42.59,min?34.15?0.622?33.53M87:max?38.93?9.176?1.578?49.68,min?38.93M85:max?10.98?3.517?1.169?15.67,min?10.98?2.493?0.831?7.66M8,11:max?10.98?1.169?3.517?15.67,min?10.98?2.493?0.831?7.66M89:max?16.97?2.142?6,564?25.68,min?16.97M98:max?6.42?6.048?12.47,min?6,42?0.859?5.56M96:max?3.21?3.090?1.030?7.33,min?3.21?0.143?0.429?2.64M9,12:max?3.21?3.090?1.030?7.33,,min?3.21?0.143?0.429?2.64

M10,7:max?17.32?4.219?1.406?22.95,min?17.32?0.311?0.104?16.90M10,13:max?16.66?1.406?1.227?19.29,min?16.66?0.311?0.082?16.27M10,11:max?33.98?8.438?42.42,min?33.98?0.622?33.36M11.10:max?38.86?9.176?1.578?49.61,min?38.86M11,8:max?11.09?3.517?1.169?15.78,min?11.09?2.493?0.831?7.77M11,14:max?10.72?3.517?1.041?15.28,min?10.72?2.493?0.831?7.40M11,12:max?17.05?2.142?6.564?25.76,min?17.05M12,11:max?6.40?6.048?12.45,min?6.40?0.859?5.54M12,9:max?3.24?1.030?3.090?7.36,min?3.24?0.429?0.143?2.67M12,15:max?3.16?3.090?0.879?7.13,min?3.16?0.429?0.112?2.62

M13,10:max?17.30?3.683?1.406?22.39,min?17.30?0.247?0.104?16.95M13,16:max?16.32?4.988?21,31,min?16.32?0.334?15.99M13,14:max?33.62?8.671?42.29,min?33.62?0.581?33.04M14,13:max?38.26?9.258?1.415?48.93,min?38.26M14,11:max?10.97?3.122?1.169?14.26,min?10.97?2.214?0.738?8.02M14,17:max?10.39?4.496?14.89,min?10.39?2.995?7.39M14,15:max?16.90?1.913?6.624?25.44,min?16.90M15,14:max?6.65?6.199?12.85,min?6.65?0.787?5.86M15,12:max?3.40?2.637?6.04,min?3.40?0.335?3.06M15,18:max?3.25?3.562?6.81,min?3.25?0.453?2.80M16,13:max?9.33?2.494?11.82,min?9.33?0.167?9.16M17,14:max?5.91?2.248?8.16,min?5.91?1.497?4.41M18,15:max?1.85?1.781?3.63,min?1.85?0.226?1.62

36

土木0905 xx 结构力学课程作业

8、结构弯矩包络图 46.71 26.4835.1528.6920.0518.98 27.8923.148.5320.3111.392.249.562.10 42.7944.1534.9739.23 25.4016.69 22.4023.1616.3617.0615.2212.487.215.57 15.5342.596.758.037.3249.682.422.63 33.5338.9325.6816.97 22.7015.6712.4716.667.667.332.645.56 22.7116.1715.677.337.662.6449.660 42.4233.3639.95825.7617.05 19.2915.2812.457.407.362.675.54 16.2722.9515.787.1316.907.772.62 42.2948.9333.0438.2625.4416.90 21.3114.8912.857.395.86 15.9922.3916.9514.268.026.046.813.062.80

11.828.163.639.164.411.62图5-15

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