（毕业设计计算书）八层办公楼建筑结构设计计算书（116）.doc

反弯点计算表 表5-10总层数层数层高(m)轴线位置(m)884.2A0.560.2800.2801.18B0.980.3500.3501.47C0.580.2900.2901.22874.2A0.560.3800.3801.60B0.980.4400.4401.85C0.580.3900.3901.64864.2A0.560.4300.4301.81待添加的隐藏文字内容2B0.980.4500.4501.89C0.580.4400.4401.85854.2A0.560.4500.4501.89B0.980.4500.4501.89C0.580.4500.4501.89844.2A0.560.4500.4501.89B0.980.5000.5002.10C0.580.4500.4501.89834.2A0.560.5000.5002.10B0.980.5000.5002.10C0.580.5000.5002.10824.2A0.560.5500.5502.31B0.980.5000.5002.10C0.580.5500.5502.31814.8A0.640.7000.8800.7003.36B1.120.6440.8800.6443.09C0.670.7000.8800.7003.36注：（为反弯点至该层楼面的距离）。（3）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5-11，表5-12： 梁端弯矩计算： 梁端弯矩按式计算，具体计算见表5-13，表5-14： 梁、柱端剪力计算： 柱端剪力按式：计算，具体计算见表5-11，表5-12： 梁端剪力按式：计算，具体计算见表5-13，表5-14； 根据梁剪力计算柱轴力，按式：计算，具体计算见表5-11，表5-12： 地震荷载作用下KJ5柱内力计算表（从左到右） 表5-11层数层高（m）轴线位置（kN）（m）（N/mm）（N/mm）（kN）（kN·m）（kN·m）（kN·m）（kN）（kN）84.2A106.271.182.86×1041.08×1050.26428.07-84.8833.0184.8828.07-20.09B1.475.01×1040.46349.23-134.4072.37134.4049.23-1.43C1.222.95×1040.27328.97-86.4035.2986.4028.9721.5274.2A169.041.602.86×1041.08×1050.26444.65-116.2671.26149.2744.65-56.75B1.855.01×1040.46378.31-184.18144.71256.5578.31-4.25C1.642.95×1040.27346.09-118.0875.49153.3746.0961.0064.2A223.021.812.86×1041.08×1050.26458.90-141.02106.38212.2758.90-110.09B1.895.01×1040.463103.31-238.65195.26383.36103.31-8.43C1.852.95×1040.27360.80-143.01112.37218.5060.80118.5254.2A268.211.892.86×1041.08×1050.26470.84-163.64133.89270.0270.84-177.59B1.895.01×1040.463124.25-287.01234.83482.27124.25-14.17C1.892.95×1040.27373.13-168.92138.21281.2973.13191.7644.2A303.041.892.86×1041.08×1050.26480.04-184.89151.27318.7880.04-254.68B2.105.01×1040.463140.38-294.80294.80529.63140.38-20.31C1.892.95×1040.27382.62-190.85156.15329.0682.62274.9934.2A329.462.102.86×1041.08×1050.26487.02-182.73182.73334.0187.02-339.40B2.105.01×1040.463152.62-320.50320.50615.30152.62-27.08C2.102.95×1040.27389.82-188.63188.63344.7889.82366.4824.2A347.812.312.86×1041.08×1050.26491.86-173.62212.20356.3591.86-429.94B2.105.01×1040.463161.12-338.35338.35658.85161.12-34.32C2.312.95×1040.27394.83-179.22219.05367.8594.83464.2614.8A350.213.363.78×1041.29×1050.293102.52-147.63344.47359.83102.52-516.06B3.095.30×1040.411143.82-245.76444.57584.11143.82-40.78C3.363.83×1040.297103.87-149.57349.00368.62103.87556.85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。地震荷载作用下KJ5柱内力计算表（从右到左） 表5-12层数层高（m）轴线位置（kN）（m）（N/mm）（N/mm）（kN）（kN·m）（kN·m）（kN·m）（kN）（kN）84.2A106.271.182.86×1041.08×1050.26428.0784.88-33.01-84.88-28.0720.09B1.475.01×1040.46349.23134.40-72.37-134.40-49.231.43C1.222.95×1040.27328.9786.40-35.29-86.40-28.97-21.5274.2A169.041.602.86×1041.08×1050.26444.65116.26-71.26-149.27-44.6556.75B1.855.01×1040.46378.31184.18-144.71-256.55-78.314.25C1.642.95×1040.27346.09118.08-75.49-153.37-46.09-61.0064.2A223.021.812.86×1041.08×1050.26458.90141.02-106.38-212.27-58.90110.09B1.895.01×1040.463103.31238.65-195.26-383.36-103.318.43C1.852.95×1040.27360.80143.01-112.37-218.50-60.80-118.5254.2A268.211.892.86×1041.08×1050.26470.84163.64-133.89-270.02-70.84177.59B1.895.01×1040.463124.25287.01-234.83-482.27-124.2514.17C1.892.95×1040.27373.13168.92-138.21-281.29-73.13-191.7644.2A303.041.892.86×1041.08×1050.26480.04184.89-151.27-318.78-80.04254.68B2.105.01×1040.463140.38294.80-294.80-529.63-140.3820.31C1.892.95×1040.27382.62190.85-156.15-329.06-82.62-274.9934.2A329.462.102.86×1041.08×1050.26487.02182.73-182.73-334.01-87.02339.40B2.105.01×1040.463152.62320.50-320.50-615.30-152.6227.08C2.102.95×1040.27389.82188.63-188.63-344.78-89.82-366.4824.2A347.812.312.86×1041.08×1050.26491.86173.62-212.20-356.35-91.86429.94B2.105.01×1040.463161.12338.35-338.35-658.85-161.1234.32C2.312.95×1040.27394.83179.22-219.05-367.85-94.83-464.2614.8A350.213.363.78×1041.29×1050.293102.52147.63-344.47-359.83-102.52516.06B3.095.30×1040.411143.82245.76-444.57-584.11-143.8240.78C3.363.83×1040.297103.87149.57-349.00-368.62-103.87-556.85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。地震荷载下的KJ5梁端弯矩（从左到右）计算表 表5-13层数标高轴线位置跨度（m）（N·mm）（kN·m）（kN·m）（kN）833.6AB7.51.08×101184.88-65.83-20.09BC7.21.12×101168.57-86.40-21.52729.4AB7.51.08×1011149.27-125.66-36.66BC7.21.12×1011130.89-153.37-39.48625.2AB7.51.08×1011212.27-187.77-53.34BC7.21.12×1011195.59-218.50-57.51521.0AB7.51.08×1011270.02-236.22-67.50BC7.21.12×1011246.06-281.29-73.24416.8AB7.51.08×1011318.78-259.41-77.09BC7.21.12×1011270.22-329.06-83.23312.5AB7.51.08×1011334.01-301.37-84.72BC7.21.12×1011313.93-344.78-91.4928.4AB7.51.08×1011356.35-322.70-90.54BC7.21.12×1011336.15-367.85-97.7814.2AB7.51.08×1011359.83-286.10-86.12BC7.21.12×1011298.02-368.62-92.59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。地震荷载下的KJ5梁端弯矩（从右到左）计算表 表5-14层数标高轴线位置跨度（m）（N·mm）（kN·m）（kN·m）（kN）833.6AB7.51.08×1011-84.8865.8320.09BC7.21.12×1011-68.5786.4021.52729.4AB7.51.08×1011-149.27125.6636.66BC7.21.12×1011-130.89153.3739.48625.2AB7.51.08×1011-212.27187.7753.34BC7.21.12×1011-195.59218.5057.51521.0AB7.51.08×1011-270.02236.2267.50BC7.21.12×1011-246.06281.2973.24416.8AB7.51.08×1011-318.78259.4177.09BC7.21.12×1011-270.22329.0683.23312.5AB7.51.08×1011-334.01301.3784.72BC7.21.12×1011-313.93344.7891.4928.4AB7.51.08×1011-356.35322.7090.54BC7.21.12×1011-336.15367.8597.7814.2AB7.51.08×1011-359.83286.1086.12BC7.21.12×1011-298.02368.6292.59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。（4）横向水平地震作用下的弯矩图（见图5-13，图5-14）、剪力图（见图5-15，图5-16）、轴力图（见图5-17,图5-18）：