5层高校教学楼毕业设计（计算书、部分结构图）
收藏
资源目录
压缩包内文档预览：
编号：19207733
类型：共享资源
大小：1.29MB
格式：ZIP
上传时间：2019-05-15
上传人：乐****！
认证信息
个人认证
黄**（实名认证）
广东
IP属地：广东
25
积分
- 关 键 词：
-
5层高校教学楼毕业设计计算书
层框架教学楼毕业设计
5层高校教学楼毕业设计
教学楼毕业设计
大学5层框架教学楼
结构设计计算书
结构毕业设计
5层高校教学楼部分结构图
楼结构设计计算书
高校教学楼设计
- 资源描述：
-
- 内容简介：
-
乌海大学毕业设计九 内力组合本章中单位统一为：弯矩kNm，剪力kN，轴力kN。根据前面第四至八章的内力计算结果，即可进行框架各梁柱各控制截面上的内力组合，其中梁的控制截面为梁端柱边及跨中，由于对称性，每层梁取5个控制截面。柱分为边柱和中柱，每根柱有2个控制截面。内力组合使用的控制截面标于下图。（一）梁内力组合1计算过程见下页表中，弯矩以下部受拉为正，剪力以沿截面顺时针为正注：（1）地震作用效应与重力荷载代表值的组合表达式为：其中，SGE为相应于水平地震作用下重力荷载代表值效应的标准值。而重力荷载代表值表达式为：Gk恒荷载标准值；Qik第i个可变荷载标准值；Qi第i个可变荷载的组合之系数，屋面活荷载不计入，雪荷载和楼面活荷载均为0.5。考虑到地震有左震和右震两种情况，而在前面第八章计算地震作用内力时计算的是左震作用时的内力，则在下表中有1.2(+0.5)+1.3和1.2(+0.5)-1.3两列，分别代表左震和右震参与组合。（2）因为风荷载效应同地震作用效应相比较小，不起控制作用，则在下列组合中风荷载内力未参与，仅考虑分别由恒荷载和活荷载控制的两种组合，即1.35+1.40.7和1.2+1.4两列。梁内力组合计算表楼层截面恒荷载活荷载(屋面布雪载)活荷载(屋面布活载)风荷载(左风)MVMMVVMV五1-32.5860.19-4.466.08-1.516.41-9.5119.36275.537.431.1130.073-46.9-65.37-5.53-3.86-1.51-6.81-14.72-21.234-21.8213.55-2.143.49-2.911.41-7.634.325-14.23-1.40-4.46四1-76.42118.02-13.615.75-4.1119.76-14.819.832125.8925.442.1823.883-88.81-122.5-16.58-11.39-4.11-20.83-17.39-20.764-26.7614.02-5.4510.22-8.515.41-5.055.415-20.17-2.660-2.2三1-77.56118.07-14.1925.57-6.5519.76-14.1919.762124.5224.673.9524.673-89.64-122.45-16.98-17.68-6.55-20.8-16.98-20.84-26.2314.02-5.2515.9-13.255.41-5.255.415-19.61-2.430-2.43二1-77.67118.11-14.2135.14-9.2219.8-14.2119.82124.5224.674.7324.673-89.53-122.41-16.97-25.69-9.22-20.79-16.97-20.794-26.2814.02-5.2623.02-19.185.41-5.265.415-19.67-2.440-2.44一1-71.44117.77-13.1152.76-13.7419.83-13.1119.832130.7424.667.7724.663-81.37-121.39-15.54-37.22-13.74-20.7-15.54-20.74-27.5513.84-5.433.03-28.115.37-5.45.375-21.32-2.750-2.75梁内力组合计算表（续）楼层截面地震作用(左震)1.2(+0.5)+1.31.2(+0.5)-1.3MVMVMV五141.86-10.3712.6562.59-96.1989.5627.65105.0485.153-26.57-10.37-94.14-96.01-25.06-69.05424.01-203.75-8.89-58.6843.1150-17.92-17.92四196.48-25.3825.56120.49-225.29186.47212.74182.89149.773-71.01-25.38-208.83-192.49-24.21-126.50463.61-53.0147.31-48.84-118.0888.9850-25.80-25.80三1159.63-40.7105.93100.63-309.11206.45225.32197.14131.313-109-40.7-259.46-212.3323.94-106.51498.06-81.7292.85-86.17-162.10126.3150-24.99-24.99二1193.69-50.89150.0787.46-353.53219.77225.76197.71130.743-142.17-50.89-302.44-225.5267.20-93.214127.36-106.13130.88-117.90-200.26158.0450-25.07-25.07一1243.73-61.41223.2673.39-410.44233.06241.09225.10118.273-161.56-61.41-317.00-237.92103.06-78.264145.61-121.34152.99-137.91-225.59177.5750-27.23-27.23梁内力组合计算表（续）楼层截面1.35+1.40.71.2+1.4MmaxMmin|Vmax|MVMV五1-53.30100.23-52.4199.3312.65-96.19100.232131.43132.73132.7385.153-77.74-109.05-76.89-108.17-25.06-94.14109.054-36.9322.53-36.8722.313.75-58.6843.115-23.58-23.32-17.92-23.58四1-117.67178.76-112.42169.3925.56-225.29186.472193.35184.50193.35149.773-136.94-185.72-130.92-176.06-24.21-208.83192.494-41.0824.23-39.1824.4047.31-118.0888.985-29.39-27.28-25.80-29.39三1-118.61178.76-112.94169.35105.93-309.11206.452192.28183.96197.14131.313-137.65-185.69-131.34-176.0623.94-259.46212.334-40.5624.23-38.8324.4092.85-162.10126.315-28.85-26.93-24.99-28.85二1-118.78178.85-113.10169.45150.07-353.53219.772192.28183.96197.71130.743-137.50-185.63-131.19-176.0067.20-302.44225.524-40.6324.23-38.9024.40130.88-200.26158.045-28.95-27.02-25.07-28.95一1-109.29178.42-104.08169.09223.26-410.44233.062200.67191.41225.10118.273-125.08-184.16-119.40-174.65103.06-317.00237.924-42.4823.95-40.6224.13152.99-225.59177.575-31.48-29.43-27.23-31.482根据上表计算所得的弯矩值计算Vb，并同上表的结果比较得梁剪力设计值V，计算过程见下表计算公式为：梁剪力设计值计算表楼层梁MblMbrlnVGbVbV五AB12.6594.146.6085.10102.90109.05BC3.7558.682.4018.8847.0947.11四AB25.56208.836.60163.10202.17202.17BC47.31118.082.4017.2393.0393.03三AB105.93259.466.60162.96223.86223.86BC92.85162.102.4017.23134.08134.08二AB150.07302.446.60162.96238.38238.38BC130.88200.262.4017.23169.00169.00一AB223.26317.006.60162.96253.00253.00BC152.99225.592.4017.23190.75190.75（二）柱内力组合1计算过程见下表，弯矩以顺时针为正，轴力以受压为正柱内力组合计算表楼层柱截面恒荷载活荷载(屋面布雪载)活荷载(屋面布活载)风荷载(左风)MNMNMNMN五A259.58243.967.519.3918.0259.29-6.53-1.51164.08277.1810.6219.3913.1459.29-3.69-1.51B2-47.8271.22-5.8928.36-14.387.57-8.67-1.41-53.61304.44-8.5728.36-10.6787.57-6.27-1.4四A267.49643.7512.3679.08103.58119.05-13.29-5.62166.46676.9711.8479.08102.48119.05-9.28-5.62B2-57.38746.93-9.97122.09-71.26181.19-19.12-5.81-56.43780.15-9.62122.09-77.56181.19-14.82-5.8三A266.461043.5911.84138.811.84178.77-18.26-12.17166.371076.8111.82138.811.82178.77-15.62-12.17B2-56.431222.59-9.62215.79-9.62274.89-24.71-12.51-56.431255.81-9.64215.79-9.64274.89-24.71-12.5二A266.691443.4711.88198.5311.88238.5-22.28-21.39173.191476.6913.03198.5313.03238.5-22.28-21.39B2-56.131698.21-9.57309.48-9.57368.58-32.51-22.461-59.321731.43-10.11309.48-10.11368.58-32.51-22.46一A255.891843.699.97258.329.97298.29-34.95-35.13131.081900.565.54258.325.54298.29-57.21-35.13B2-45.112173.49-7.68403.11-7.68462.21-51.34-36.831-24.652230.36-4.20403.11-4.20462.21-62.98-36.83楼层柱截面地震作用(左震)1.2(+0.5)+1.31.2(+0.5)-1.31.35+1.40.7MNMNMNMN五A2-44.97-10.3717.54290.91134.46317.8798.09387.451-25.42-10.3750.22330.77116.31357.7399.39432.30B2-59.69-9.63-138.49329.9616.70355.00-78.54451.971-43.13-9.63-125.54369.83-13.41394.86-82.83496.81四A2-78.67-35.75-13.87773.47190.68866.42192.62985.731-64.36-35.753.19813.34170.52906.29190.151030.58B2-115-37.26-224.34921.1374.661018.01-147.301185.921-98.1-37.26-201.02961.0054.041057.87-152.191230.77三A2-107.48-76.45-52.871236.20226.581434.97101.321584.041-91.46-76.45-32.161276.07205.631474.84101.181628.89B2-145.69-78.28-262.891494.82115.911698.35-85.611919.891-145.69-78.28-262.901534.68115.901738.21-85.631964.74二A2-117-127.34-64.941685.74239.262016.82101.672182.411-117-127.34-56.451725.60247.752056.69111.582227.26B2-170.95-133.52-295.332049.96149.142397.12-85.152653.791-170.95-133.52-299.492089.83144.992436.98-89.992698.64一A2-145.15-188.75-115.652122.05261.752612.8085.222781.311-270.69-188.75-324.822190.29378.982681.0431.592858.08B2-191.04-193.45-307.092598.57189.613101.54-68.423387.181-325.55-193.45-444.612666.81401.823169.78-24.923463.95楼层柱1.2+1.4|M|max,NNmax,MNmin,MMNMNMNMN五A96.72375.76134.46317.8798.09387.4517.54290.9195.29415.62116.31357.7399.39432.3050.22330.77B-77.38448.06-138.49329.96-78.54451.97-138.49329.96-79.27487.93-125.54369.83-82.83496.81-125.54369.83四A226.00939.17226.00939.17192.62985.73-13.87773.47223.22979.03223.22979.03190.151030.583.19813.34B-168.621149.98-224.34921.13-147.301185.92-224.34921.13-176.301189.85-201.02961.00-152.191230.77-201.02961.00三A96.331502.59226.581434.97101.321584.04-52.871236.2096.191542.45205.631474.84101.181628.89-32.161276.07B-81.181851.95-262.891494.82-85.611919.89-262.891494.82-81.211891.82-262.901534.82-85.631964.74-262.901534.68二A96.662066.06239.262016.82101.672182.41-64.941685.74106.072105.93247.752056.69111.582227.26-56.451725.60B-80.752553.86-295.332049.96-85.152653.79-295.332049.96-85.342593.73-299.492089.83-89.992698.64-299.492089.83一A81.032630.03261.752612.8085.222781.31-115.652122.0530.032698.28378.982681.0431.592858.08-324.822190.29B-64.883255.28-307.092598.57-68.423387.18-307.092598.57-23.643323.53-444.612666.81-24.923463.95-444.612666.812根据上表计算所得的弯矩值计算柱剪力设计值，计算见下表计算公式为：（）楼层柱MctMcbHnV五A134.46116.312.8098.52B138.49125.542.80103.73四A226.00223.222.80176.48B224.34201.022.80167.10三A226.58205.632.80169.80B262.89262.902.80206.56二A239.26247.752.80191.32B295.33299.492.80233.68一A261.75378.984.50156.62B307.09444.614.50183.753根据以上计算结果，由式验算强柱弱梁，若不满足，则由调整柱端弯矩设计值（c=1.1）计算过程见下表（Mcb和Mc分别为调整后的柱端弯矩设计值）楼层节点McbMctMcMblMbrcMbMcbMct左震五A-17.54-17.5412.6513.92B138.49138.4994.143.75107.68四A-50.2213.87-36.3525.5628.12B125.54224.34349.88208.8347.31281.75三A-3.1952.8749.68105.93116.52-7.48124.00B201.02262.89463.91259.4692.85387.54二A32.1664.9497.1150.07165.0854.68110.40B262.9295.33558.23302.44130.88476.65一A56.45115.65172.1223.26245.5980.56165.03B299.49307.09606.58317152.99516.99右震五A-134.46-134.46-96.19-105.81B-16.7-16.725.0658.6892.11四A-116.31-190.68-306.99-225.29-247.82B13.41-74.66-61.2524.21118.08156.52三A-170.52-226.58-397.1-309.11-340.02B-54.04-115.9-169.94-23.94162.1151.98二A-205.63-239.26-444.89-353.52-388.87B-115.9-149.44-265.34-67.2200.26146.37一A-247.75-261.75-509.5-410.44-451.48B-144.99-189.61-334.6-103.06225.59134.78（三）内力设计值汇总1梁内力设计值汇总楼层梁ABBC截面12345五M+12.65132.733.75M-96.19-94.14-58.68-23.58V109.0547.11四M+25.56193.3547.31M-225.29-208.83-118.08-29.39V202.1793.03三M+105.93197.1423.8592.85M-309.11-259.46-162.10-28.85V223.86134.08二M+150.07197.7167.20130.88M-353.53-302.44-200.26-28.95V238.38169.00一M+223.26225.10103.06152.99M-410.44-317.00-225.59-31.48V253.00190.752柱内力设计
- 温馨提示:
1: 本站所有资源如无特殊说明，都需要本地电脑安装OFFICE2007和PDF阅读器。图纸软件为CAD,CAXA,PROE,UG,SolidWorks等.压缩文件请下载最新的WinRAR软件解压。
2: 本站的文档不包含任何第三方提供的附件图纸等，如果需要附件，请联系上传者。文件的所有权益归上传用户所有。
3.本站RAR压缩包中若带图纸，网页内容里面会有图纸预览，若没有图纸预览就没有图纸。
4. 未经权益所有人同意不得将文件中的内容挪作商业或盈利用途。
5. 人人文库网仅提供信息存储空间，仅对用户上传内容的表现方式做保护处理，对用户上传分享的文档内容本身不做任何修改或编辑，并不能对任何下载内容负责。
6. 下载文件中如有侵权或不适当内容，请与我们联系，我们立即纠正。
7. 本站不保证下载资源的准确性、安全性和完整性, 同时也不承担用户因使用这些下载资源对自己和他人造成任何形式的伤害或损失。
人人文库网所有资源均是用户自行上传分享，仅供网友学习交流，未经上传用户书面授权，请勿作他用。
川公网安备: 51019002004831号