（畢業(yè)設計計算書）八層辦公樓建筑結(jié)構(gòu)設計計算書（116）

1、反彎點計算表 表5-10總層數(shù)層數(shù)層高(m)軸線位置(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.b0.980.4500.4501.89c0.580.4400.4401.85854.2a0.560.4500.4501.89b0.980.4500.4501.89c0.580.4500.4501.89844.2a0.560.4500.4501.

2、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：（為反彎點至該層樓面的距離）。（3）計算各柱端、梁端彎矩： 柱端彎矩計算： 柱上下端彎矩按式：，計算； 柱結(jié)點彎矩

3、按式：計算，具體計算見表5-11，表5-12： 梁端彎矩計算： 梁端彎矩按式計算，具體計算見表5-13，表5-14： 梁、柱端剪力計算： 柱端剪力按式：計算，具體計算見表5-11，表5-12： 梁端剪力按式：計算，具體計算見表5-13，表5-14； 根據(jù)梁剪力計算柱軸力，按式：計算，具體計算見表5-11，表5-12： 地震荷載作用下kj5柱內(nèi)力計算表（從左到右） 表5-11層數(shù)層高（m）軸線位置（kn）（m）（n/mm）（n/mm）（kn）（knm）（knm）（knm）（kn）（kn）84.2a106.271.182.861041.081050.26428.07-84.8833.0184.88

4、28.07-20.09b1.475.011040.46349.23-134.4072.37134.4049.23-1.43c1.222.951040.27328.97-86.4035.2986.4028.9721.5274.2a169.041.602.861041.081050.26444.65-116.2671.26149.2744.65-56.75b1.855.011040.46378.31-184.18144.71256.5578.31-4.25c1.642.951040.27346.09-118.0875.49153.3746.0961.0064.2a223.021.812.86104

5、1.081050.26458.90-141.02106.38212.2758.90-110.09b1.895.011040.463103.31-238.65195.26383.36103.31-8.43c1.852.951040.27360.80-143.01112.37218.5060.80118.5254.2a268.211.892.861041.081050.26470.84-163.64133.89270.0270.84-177.59b1.895.011040.463124.25-287.01234.83482.27124.25-14.17c1.892.951040.27373.13-

6、168.92138.21281.2973.13191.7644.2a303.041.892.861041.081050.26480.04-184.89151.27318.7880.04-254.68b2.105.011040.463140.38-294.80294.80529.63140.38-20.31c1.892.951040.27382.62-190.85156.15329.0682.62274.9934.2a329.462.102.861041.081050.26487.02-182.73182.73334.0187.02-339.40b2.105.011040.463152.62-3

7、20.50320.50615.30152.62-27.08c2.102.951040.27389.82-188.63188.63344.7889.82366.4824.2a347.812.312.861041.081050.26491.86-173.62212.20356.3591.86-429.94b2.105.011040.463161.12-338.35338.35658.85161.12-34.32c2.312.951040.27394.83-179.22219.05367.8594.83464.2614.8a350.213.363.781041.291050.293102.52-14

8、7.63344.47359.83102.52-516.06b3.095.301040.411143.82-245.76444.57584.11143.82-40.78c3.363.831040.297103.87-149.57349.00368.62103.87556.85注： 對于梁，彎矩以梁下側(cè)受拉為正，反之為負；剪力以繞桿端順時針為正，反之為負； 對于柱，彎矩以柱左側(cè)受拉為正，反之為負，軸力以壓力為正，反之為負； 對于結(jié)點，則以逆時針為正，反之為負。地震荷載作用下kj5柱內(nèi)力計算表（從右到左） 表5-12層數(shù)層高（m）軸線位置（kn）（m）（n/mm）（n/mm）（kn）（knm）（kn

9、m）（knm）（kn）（kn）84.2a106.271.182.861041.081050.26428.0784.88-33.01-84.88-28.0720.09b1.475.011040.46349.23134.40-72.37-134.40-49.231.43c1.222.951040.27328.9786.40-35.29-86.40-28.97-21.5274.2a169.041.602.861041.081050.26444.65116.26-71.26-149.27-44.6556.75b1.855.011040.46378.31184.18-144.71-256.55-78.3

10、14.25c1.642.951040.27346.09118.08-75.49-153.37-46.09-61.0064.2a223.021.812.861041.081050.26458.90141.02-106.38-212.27-58.90110.09b1.895.011040.463103.31238.65-195.26-383.36-103.318.43c1.852.951040.27360.80143.01-112.37-218.50-60.80-118.5254.2a268.211.892.861041.081050.26470.84163.64-133.89-270.02-70

11、.84177.59b1.895.011040.463124.25287.01-234.83-482.27-124.2514.17c1.892.951040.27373.13168.92-138.21-281.29-73.13-191.7644.2a303.041.892.861041.081050.26480.04184.89-151.27-318.78-80.04254.68b2.105.011040.463140.38294.80-294.80-529.63-140.3820.31c1.892.951040.27382.62190.85-156.15-329.06-82.62-274.99

12、34.2a329.462.102.861041.081050.26487.02182.73-182.73-334.01-87.02339.40b2.105.011040.463152.62320.50-320.50-615.30-152.6227.08c2.102.951040.27389.82188.63-188.63-344.78-89.82-366.4824.2a347.812.312.861041.081050.26491.86173.62-212.20-356.35-91.86429.94b2.105.011040.463161.12338.35-338.35-658.85-161.

13、1234.32c2.312.951040.27394.83179.22-219.05-367.85-94.83-464.2614.8a350.213.363.781041.291050.293102.52147.63-344.47-359.83-102.52516.06b3.095.301040.411143.82245.76-444.57-584.11-143.8240.78c3.363.831040.297103.87149.57-349.00-368.62-103.87-556.85注： 對于梁，彎矩以梁下側(cè)受拉為正，反之為負；剪力以繞桿端順時針為正，反之為負； 對于柱，彎矩以柱左側(cè)受拉

14、為正，反之為負，軸力以壓力為正，反之為負； 對于結(jié)點，則以逆時針為正，反之為負。地震荷載下的kj5梁端彎矩（從左到右）計算表 表5-13層數(shù)標高軸線位置跨度（m）（nmm）（knm）（knm）（kn）833.6ab7.51.08101184.88-65.83-20.09bc7.21.12101168.57-86.40-21.52729.4ab7.51.081011149.27-125.66-36.66bc7.21.121011130.89-153.37-39.48625.2ab7.51.081011212.27-187.77-53.34bc7.21.121011195.59-218.50-57

15、.51521.0ab7.51.081011270.02-236.22-67.50bc7.21.121011246.06-281.29-73.24416.8ab7.51.081011318.78-259.41-77.09bc7.21.121011270.22-329.06-83.23312.5ab7.51.081011334.01-301.37-84.72bc7.21.121011313.93-344.78-91.4928.4ab7.51.081011356.35-322.70-90.54bc7.21.121011336.15-367.85-97.7814.2ab7.51.081011359.8

16、3-286.10-86.12bc7.21.121011298.02-368.62-92.59注：梁彎矩以梁下側(cè)受拉為正，反之為負；剪力以繞桿端順時針為正，反之為負。地震荷載下的kj5梁端彎矩（從右到左）計算表 表5-14層數(shù)標高軸線位置跨度（m）（nmm）（knm）（knm）（kn）833.6ab7.51.081011-84.8865.8320.09bc7.21.121011-68.5786.4021.52729.4ab7.51.081011-149.27125.6636.66bc7.21.121011-130.89153.3739.48625.2ab7.51.081011-212.27187.7753.34bc7.21.121011-195.59218.5057.51521.0ab7.51.081011-270.02236.2267.50bc7.21.121011-246.06281.2973.24416.8ab7.51.081011-318.78259.4177.09bc7.21.121011-270.22329.0683.23312.5ab7.51.081011-334.01301.3784.72bc7