（毕业设计计算书）八层办公楼建筑结构设计计算书（117）.doc

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1、2水平风荷载作用的内力计算：（1）计算各柱端、梁端弯矩： 柱端弯矩计算： 柱上下端弯矩按式：，计算； 柱结点弯矩按式：计算，具体计算见表5-15，表5-16： 梁端弯矩计算： 梁端弯矩按式计算，具体计算见表5-17，表5-18： 梁、柱端剪力计算： 柱端剪力按式：计算，具体计算见表5-15，表5-16； 梁端剪力按式：计算，具体计算见表5-17，表5-18： 根据梁剪力计算柱轴力，按式：计算，具体计算见表5-15，表5-16：风荷载作用下KJ5柱内力计算表（左风） 表5-15层数层高（m）轴线位置（kN）（m）（N/mm）（N/mm）（kN）（kNm）（kNm）（kNm）（kN）（kN）84.

2、2A19.591.182.861041.081050.2645.17-15.656.0815.655.17-3.70B1.475.011040.4639.07-24.7713.3424.779.07-0.26C1.222.951040.2735.34-15.936.5115.935.343.9774.2A56.231.602.861041.081050.26414.85-38.6723.7044.7614.85-14.54B1.855.011040.46326.05-61.2748.1474.6126.05-1.07C1.642.951040.27315.33-39.2825.1145.781

3、5.3315.6164.2A90.091.812.861041.081050.26423.79-56.9642.9780.6723.79-34.74B1.895.011040.46341.73-96.4078.88144.5441.73-2.63C1.852.951040.27324.56-57.7745.3982.8824.5637.3754.2A121.191.892.861041.081050.26432.01-73.9460.50116.9132.01-63.95B1.895.011040.46356.14-129.68106.11208.5656.14-5.10C1.892.9510

4、40.27333.04-76.3262.45121.7233.0469.0544.2A149.281.892.861041.081050.26439.43-91.0874.52151.5739.43-100.57B2.105.011040.46369.15-145.22145.22251.3369.15-8.02C1.892.951040.27340.70-94.0276.92156.4640.70108.5934.2A173.992.102.861041.081050.26445.95-96.5096.50171.0245.95-143.91B2.105.011040.46380.60-16

5、9.26169.26314.4880.60-11.48C2.102.951040.27347.44-99.6299.62176.5447.44155.3924.2A195.602.312.861041.081050.26451.66-97.64119.34194.1451.66-193.28B2.105.011040.46390.61-190.28190.28359.5490.61-15.43C2.312.951040.27353.33-100.79123.19200.4153.33208.7114.8A217.193.363.781041.291050.29363.58-91.56213.6

6、3210.8963.58-243.78B3.095.301040.41189.19-152.41275.71342.6989.19-19.21C3.363.831040.29764.42-92.76216.44215.9564.42262.98注： 对于梁，弯矩以梁下侧受拉为正，反之为负；剪力以绕杆端顺时针为正，反之为负； 对于柱，弯矩以柱左侧受拉为正，反之为负，轴力以压力为正，反之为负； 对于结点，则以逆时针为正，反之为负。风荷载作用下KJ5柱内力计算表（右风） 表5-16层数层高（m）轴线位置（kN）（m）（N/mm）（N/mm）（kN）（kNm）（kNm）（kNm）（kN）（kN）84.

7、2A19.591.182.861041.081050.2645.1715.65-6.08-15.65-5.173.70B1.475.011040.4639.0724.77-13.34-24.77-9.070.26C1.222.951040.2735.3415.93-6.51-15.93-5.34-3.9774.2A56.231.602.861041.081050.26414.8538.67-23.70-44.76-14.8514.54B1.855.011040.46326.0561.27-48.14-74.61-26.051.07C1.642.951040.27315.3339.28-25.1

8、1-45.78-15.33-15.6164.2A90.091.812.861041.081050.26423.7956.96-42.97-80.67-23.7934.74B1.895.011040.46341.7396.40-78.88-144.54-41.732.63C1.852.951040.27324.5657.77-45.39-82.88-24.56-37.3754.2A121.191.892.861041.081050.26432.0173.94-60.50-116.91-32.0163.95B1.895.011040.46356.14129.68-106.11-208.56-56.

9、145.10C1.892.951040.27333.0476.32-62.45-121.72-33.04-69.0544.2A149.281.892.861041.081050.26439.4391.08-74.52-151.57-39.43100.57B2.105.011040.46369.15145.22-145.22-251.33-69.158.02C1.892.951040.27340.7094.02-76.92-156.46-40.70-108.5934.2A173.992.102.861041.081050.26445.9596.50-96.50-171.02-45.95143.9

10、1B2.105.011040.46380.60169.26-169.26-314.48-80.6011.48C2.102.951040.27347.4499.62-99.62-176.54-47.44-155.3924.2A195.602.312.861041.081050.26451.6697.64-119.34-194.14-51.66193.28B2.105.011040.46390.61190.28-190.28-359.54-90.6115.43C2.312.951040.27353.33100.79-123.19-200.41-53.33-208.7114.8A217.193.36

11、3.781041.291050.29363.5891.56-213.63-210.89-63.58243.78B3.095.301040.41189.19152.41-275.71-342.69-89.1919.21C3.363.831040.29764.4292.76-216.44-215.95-64.42-262.98注： 对于梁，弯矩以梁下侧受拉为正，反之为负；剪力以绕杆端顺时针为正，反之为负； 对于柱，弯矩以柱左侧受拉为正，反之为负，轴力以压力为正，反之为负； 对于结点，则以逆时针为正，反之为负。风荷载下KJ5梁端弯矩（左风）计算表 表5-17层数标高轴线位置跨度（m）（Nmm）（kN

12、m）（kNm）（kN）833.6AB7.51.08101115.65-12.13-3.70BC7.21.12101112.64-15.93-3.97729.4AB7.51.08101144.76-36.54-10.84BC7.21.12101138.06-45.78-11.65625.2AB7.51.08101180.67-70.80-20.20BC7.21.12101173.75-82.88-21.75521.0AB7.51.081011116.91-102.15-29.21BC7.21.121011106.41-121.72-31.68416.8AB7.51.081011151.57-12

13、3.10-36.62BC7.21.121011128.23-156.46-39.54312.5AB7.51.081011171.02-154.03-43.34BC7.21.121011160.45-176.54-46.8028.4AB7.51.081011194.14-176.10-49.37BC7.21.121011183.44-200.41-53.3114.2AB7.51.081011210.89-167.85-50.50BC7.21.121011174.84-215.95-54.28注：梁弯矩以梁下侧受拉为正，反之为负；剪力以绕杆端顺时针为正，反之为负。风荷载下KJ5梁端弯矩（右风）计算

14、表 表5-18层数标高轴线位置跨度（m）（Nmm）（kNm）（kNm）（kN）833.6AB7.51.081011-15.6512.133.70BC7.21.121011-12.6415.933.97729.4AB7.51.081011-44.7636.5410.84BC7.21.121011-38.0645.7811.65625.2AB7.51.081011-80.6770.8020.20BC7.21.121011-73.7582.8821.75521.0AB7.51.081011-116.91102.1529.21BC7.21.121011-106.41121.7231.68416.8AB

15、7.51.081011-151.57123.1036.62BC7.21.121011-128.23156.4639.54312.5AB7.51.081011-171.02154.0343.34BC7.21.121011-160.45176.5446.8028.4AB7.51.081011-194.14176.1049.37BC7.21.121011-183.44200.4153.3114.2AB7.51.081011-210.89167.8550.50BC7.21.121011-174.84215.9554.28注：梁弯矩以梁下侧受拉为正，反之为负；剪力以绕杆端顺时针为正，反之为负。（2）水平

16、风荷载作用下的弯矩图（见图5-19，图5-20）、剪力图（见图5-21，图5-22）、轴力图（见图5-23，图5-24）： 第六节 框架梁柱内力组合一、组合类型： 根据JGJ3-2002式（5.6.1）及式（5.6.3）规定，当无地震作用效应组合时，荷载效应组合的设计值应按下式确定：；当有地震效应组合时，荷载效应和地震作用效应组合的设计值应按下式确定：。根据JGJ3-2002所规定的系数取值，最后确定内力组合类型为以下四类：11.35恒+0.71.4活；21.2恒+1.01.4活0.61.4风；31.2恒+0.71.4活1.01.4风；41.2(恒+0.5活)1.3地。二、框架梁的内力组合：1根据建筑抗震设计规范（GB 50011-2001）6.2.4规定，一、二、三级的框架梁和抗震墙中跨高比大于2.5的连梁，其梁端截面组合的剪力设计值应按下式调整： ，式中为梁端剪力增大系数，一级抗震取1.3，二级取1.2，三级取1.1，由于本设计为二级抗震，所以取为1.2；式中为梁在重力荷载代表值作用下，按简支梁分析的梁端截面剪力设计值，具体计算见表6-1：