豎向荷載計算

豎向荷載計算豎向荷載計算總說明框架剪力墻結構是由兩種變形性質不同的抗側力單元框架和剪力墻通過樓的承載面積計算每榀框架和每榀剪力墻的豎向荷載，分別計算內力。在每榀結構中：不對稱的集中力和墻柱間連梁的端彎矩引起。分配法。在分層力矩分配法中，注意：①梁柱線剛度修正：1.52.00.9的修正系數(shù)。②梁柱彎矩分配系數(shù)和傳遞系數(shù)1/31/2。線將每一區(qū)格分為四塊，每塊面積內的荷載傳與3.1.1：圖3.1.1樓屋面導荷圖三角形荷載（圖3.1.2）作用時：梯形荷載（圖三角形荷載（圖3.1.2）作用時：梯形荷載（圖3.1.3）作用時：圖3.1.2三角形荷載的等效均布荷載圖3.1.3梯形荷載的等效均布荷載荷載退化體結構在豎向荷載作用下的計算簡圖，同時考慮橫向和縱向兩個方向的荷載退3.2.1：圖3.2.1主體結構平面圖2、4、7、10、12、C軸（梁所在的軸）上的次梁假定為兩端鉸接。梁傳與橫向主梁，最終受荷構件為橫向、縱向主梁，橫向、縱向剪力墻及柱。上的部分按面積分配，每層樓屋面先“撤去”板，在“撤去”次梁。恒載退化10層（屋面）荷載退化⑴次梁荷載退化CE2兩端集中力：B1、B2傳遞荷載貢獻：梁自重：②梁自重及抹灰：梁自重：小計：抹灰層（10厚混合砂漿，只考慮梁兩側抹灰，適用于以下所有梁）：小計：總計：力均為。CE4、CE10、CE12、AB2、AB4、AB7、AB10、AB12CE2總計：力均為。BC2兩端集中力：B10、B11傳遞荷載貢獻：梁自重：抹灰層：②梁自重及抹灰：梁自重：抹灰層：小計：總計：梁BC4、BC7、BC10、BC12同梁BC2，兩端集中力均為 。小計：總計：C13兩端集中力：B1、B2、B10、B11傳遞荷載貢獻：梁自重：抹灰層：②梁自重及抹灰：梁自重：抹灰層：小計：CE2、CB2傳荷：小計：總計：梁C35、C911、C1113同梁C13，兩端集中力均為 ?？傆嫞篊59兩端集中力：B5、B14、B15傳遞荷載貢獻：梁自重：抹灰層：②梁自重及抹灰：梁自重：抹灰層：小計：總計：BC7傳荷：小計：總計：⑵橫向結構荷載退化1軸框架和剪力墻B1、B10、B20傳遞荷載貢獻：板B1 、板B1 、B20的梯形荷載：，板B10的三角形荷載：板B10的三角形荷載：梁自重：抹灰層：③女兒墻傳荷：小計：④梁C13傳荷：抹灰層：③女兒墻傳荷：小計：3軸框架和剪力墻B2、B3、B21、B22的梯形荷載同B1，均為B2、B2、B3、B21、B22的梯形荷載同B1，均為B11、B12B11、B12B10，均為抹灰層：梁自重：小計：C13、C35傳荷：小計：5軸框架和剪力墻B4、B23、B24的梯形荷載同B1，均為B13、B14B10，均為B4、B23、B24的梯形荷載同B1，均為B13、B14B10，均為抹灰層：小計：B5抹灰層：小計：B5DB1梁自重：梁C59傳荷：③梁C35傳荷：D56傳荷：梁C59傳荷：③梁C35傳荷：，板B5傳遞給梁D56、D68、D89的梯形荷載的等效均布荷載為：，。梁D56梁D56傳荷：A軸框架和剪力墻B20的三角形荷載：B20～B29B20的三角形荷載：板B21～B29的三角形荷載同板B21～B29的三角形荷載同B20，均為梁自重：抹灰層：小計：③女兒墻傳荷：AB2、AB4③女兒墻傳荷：AB2、AB4、AB7、AB10、AB12傳荷：板B10的梯形荷載：，B10板B10的梯形荷載：，B11～B19B10B11～B19B10，均為梁自重：抹灰層：小計：B20～B29的三角形荷載均為AB2、AB4、AB2、AB4、AB7、AB10、AB12傳荷：CB2、CB4、CB7、CB10、CB12傳荷：B1～B4、B6～B9B20，均為板 DB1 ～B1～B4、B6～B9B20，均為板 DB1 ～DB3的梯形荷載：，梁自重：②梁自重和抹灰：梁自重：抹灰層：CE2、CE4、CE10、CE12抹灰層：CE2、CE4、CE10、CE12傳荷：小計：③女兒墻傳荷：⑴次梁荷載退化1)CE2兩端集中力：B1、B2傳遞荷載貢獻：梁自重：②梁自重及抹灰：梁自重：小計：抹灰層（10厚混合砂漿，只考慮梁兩側抹灰，適用于以下所有梁）：小計：③墻體荷載：總計：2)CE12兩端集中力為。CE4、總計：2)CE12兩端集中力為。CE4、CE10、AB4、AB7、AB10兩端集中力為BC2兩端集中力：B10、B11傳遞荷載貢獻：梁自重：抹灰層：②梁自重及抹灰：梁自重：抹灰層：小計：總計：梁BC4、BC7、BC10、BC12同梁BC2，兩端集中力均為 。小計：總計：C13兩端集中力：B1、B2、B10、B11傳遞荷載貢獻：梁自重：抹灰層：②梁自重及抹灰：梁自重：抹灰層：小計：CE2、CB2傳荷：小計：④墻體荷載：墻體荷載貢獻為：梁C13兩跨上有兩個門M（1.2m×2.1m）和M（1.5m×2.1m，將梁墻 體 和 門 荷 載 簡 化 為 均 布 線 荷 載 ：墻體荷載貢獻為：總計：6)C1113總計：6)C1113C13，兩端集中力均為。B3、B4、B12、B13傳遞荷載貢獻：梁自重：抹灰層：②梁自重及抹灰：梁自重：抹灰層：小計：CE4、CB4傳荷：小計：④墻體荷載：均布線荷載：墻體荷載貢獻為：梁C35M1（1.2m×2.1m，將梁上墻體和門荷載簡化為均布線荷載：墻體荷載貢獻為：總計：C911C35，兩端集中力均為總計：C911C35，兩端集中力均為。B5、B14、B15傳遞荷載貢獻：梁自重：抹灰層：②梁自重及抹灰：梁自重：抹灰層：小計：BC7傳荷：小計：總計：⑵橫向結構荷載退化總計：1軸框架和剪力墻B1、B10、B20傳遞荷載貢獻：板B1 、板B1 、B20的梯形荷載：，梁自重：抹灰層：小計：板B10梁自重：抹灰層：小計：板B10的三角形荷載：③梁C13傳荷：④墻體傳荷：3軸框架和剪力墻③梁C13傳荷：④墻體傳荷：B2的梯形荷載為：B3、B22的梯形荷載為：B2、B3、B11B2的梯形荷載為：B3、B22的梯形荷載為：B21的梯形荷載為：抹灰層：小計：B21的梯形荷載為：抹灰層：小計：B11、B12B10，均為梁自重：梁C35傳荷：④墻體傳荷：③梁C13傳荷：5軸框架和剪力墻梁C35傳荷：④墻體傳荷：③梁C13傳荷：B4、B23、B24的梯形荷載同B1，均為B13、B14B10B4、B23、B24的梯形荷載同B1，均為B13、B14B10，均為板B5的三角形荷載：②梁自重和抹灰：梁自重：抹灰層：小計：③梁C35傳荷：梁C59傳荷：D56傳荷：板B5傳遞給梁D56、D68、D89的梯形荷載的等效均布荷載為：，梁D56傳荷：。梁D56傳荷：⑤墻體傳荷：⑶縱向結構荷載退化⑤墻體傳荷：A軸框架和剪力墻B20～B29傳遞荷載貢獻：板 B20 、B22 ～ B27 、 B29 的 三角形荷載：B21、B28B21、B28的三角形荷載為：梁自重：抹灰層：小計：AB4、AB7、AB10傳荷：小計：AB4、AB7、AB10傳荷：④墻體傳荷：A1、2軸線間為例：樓梯間所在跨開窗C2(2.1m×0.6m)2、3軸線間為例：B軸框架板B10的梯形荷載：，B10～板B10的梯形荷載：，B11～B19B11～B19B10，均為B20、B22～B27、B29的三角形荷載均為B21、B28的三角形荷載為：梁自重：抹灰層：小計：AB4、AB7、AB10傳荷：小計：AB4、AB7、AB10傳荷：CB2、CB4、CB7、CB10、CB12傳荷：④墻體傳荷：B1、2軸線間為例：樓梯間所在跨開門M2(1.5m×2.1m)2、3軸線間為例：E軸框架和剪力墻B1、B3、B4、B6、B7、B1、B3、B4、B6、B7、B9的三角形荷載為：板B2、B8的三角形荷載為：板B2、B8的三角形荷載為：梁自重：抹灰層：小計：CE4、CE4、CE10傳荷：CE2、CE12傳荷：E軸線每跨都開窗C1(2.1m×1.8m)1、2軸線間為例：活載退化10層（屋面）荷載退化⑴次梁荷載退化CE2兩端集中力：B1、B2傳遞荷載貢獻：梁CE4、CE10、CE12、AB2、AB4、AB7、AB10、AB12同梁CE2，兩端集力均為 。BC2兩端集中力：B10、B11傳遞荷載貢獻：4)BC4、BC7、4)BC4、BC7、BC10、BC12BC2，兩端集中力均為。B1、B2、B10、B11傳遞荷載貢獻：CE2、CB2傳荷：總計：梁C35、C911、C1113同梁C13，兩端集中力均為 。總計：C59兩端集中力：B5、B14、B15傳遞荷載貢獻：BC7BC7傳荷：總計：1軸框架和剪力墻B1、B10、B20傳遞荷載貢獻：板B1 、板B1 、B20的梯形荷載：，板B10的三角形荷載：C13板B10的三角形荷載：3軸框架和剪力墻B2、B3、B21、B22的梯形荷載同B1，均為B2、B2、B3、B21、B22的梯形荷載同B1，均為B11、B12B10，均為B11、B12B10，均為5軸框架和剪力墻B4、B5、B13、B14、B23、B24、DB1傳遞荷載貢獻：B4B4、B23、B24的梯形荷載同B1，均為B13、B14B10，均為B5DB1B5DB1C35傳荷：C59傳荷：，板B5傳遞給梁D56、D68、D89的梯形荷載的等效均布荷載為：，。梁D56梁D56傳荷：A軸框架和剪力墻B20的三角形荷載：B20～B29B20的三角形荷載：B21～B29B20，均為AB2、AB4、AB7B21～B29B20，均為B軸框架板B10的梯形荷載：，B10板B10的梯形荷載：，B11～B19B10，均為B20～B29的三角形荷載均為CB2、B11～B19B10，均為B20～B29的三角形荷載均為CB2、CB4、CB7、CB10、CB12傳荷：E軸框架和剪力墻B1～B4、B6～B9、DB1～DB3傳遞荷載貢獻：B1～B4、B6～B9B20，均為板 DB1 ～DB3的梯形荷載：，板 DB1 ～DB3的梯形荷載：，CE2、CE4、CE10、CE12傳荷：⑴次梁荷載退化1)CE2兩端集中力：2)CE12兩端集中力為。B12)CE12兩端集中力為。AB2、AB12兩端集中力為CE4、CE10、AB4、AB7AB2、AB12兩端集中力為BC2兩端集中力：B10、B11傳遞荷載貢獻：梁BC4、BC7、BC10、BC12同梁BC2，兩端集中力均為 。C13兩端集中力：B1、B2、B10、B11傳遞荷載貢獻：總計：CE2、CB2傳荷：總計：6)C11136)C1113C13，兩端集中力均為。B3、B4、B12、B13傳遞荷載貢獻：CE4、CB4傳荷：總計：梁C911同C35，兩端集中力均為 ?？傆嫞?)C59兩端集中力：B5、B14、B15傳遞荷載貢獻：總計：BC7傳荷：總計：⑵橫向結構荷載退化1軸框架和剪力墻B1、B10、B20傳遞荷載貢獻：板B1 、板B1 、B20的梯形荷載：，板B10的三角形荷載：C13板B10的三角形荷載：C13傳荷：B2的梯形荷載為：B3、B22的梯形荷載為：B21的梯形荷載為：B2、B2的梯形荷載為：B3、B22的梯形荷載為：B21的梯形荷載為：B11、B12B11、B12B10，均為C13傳荷：梁C35傳荷：B4、B23、B24的梯形荷載同B1，均為B13、B14B4、B23、B24的梯形荷載同B1，均為B13、B14B10，均為板B5的三角形荷載：梁C59傳荷：C35傳荷：板B5的三角形荷載：梁C59傳荷：D56傳荷：，板B5傳遞給梁D56、D68、D89的梯形荷載的等效均布荷載為：，梁D56傳荷：梁D56傳荷：⑶縱向結構荷載退化A軸框架和剪力墻B20～B29傳遞荷載貢獻：板 B20 、B22 ～ B27 、

的 三角形荷載：B21、B28的三角形荷載為：AB2、AB12B21、B28的三角形荷載為：AB2、AB12傳荷：B軸框架板B10的梯形荷載：，B10～板B10的梯形荷載：，B11～B19B10，均為B20、B22～B11～B19B10，均為B20、B22～B27、B29的三角形荷載均為B21、B28的三角形荷載為：AB2、AB12傳荷：CB2、CB4、CB7、CB10、CB12傳荷：E軸框架和剪力墻B1、B3、B4、B6、B7、B9B1、B3、B4、B6、B7、B9的三角形荷載為：板B2、B8的三角形荷載為：CE2、CE2、CE12傳荷：CE4、CE10傳荷：荷載貢獻。橫向結構在恒載作用下的內力計算橫向結構在恒載作用下的計算簡圖㈠、1軸橫向結構⑴1軸各柱的集中力A1柱：①10A1柱：B1柱：E1柱：A1柱：②1～B1柱：E1柱：A1柱：B1柱：E1柱：⑵1B1柱：E1柱：匯總前面各層的荷載，畫出恒載作用下1軸橫向結構的計算簡圖，如下圖所示：70.81KN10.02KN/m

81.62101.7712.34

70.81

36.0093.9893.9893.9893.9893.9893.9893.9893.9893.98

5.345.345.345.345.345.345.345.345.34

108.3113.53108.3113.53108.3113.53108.3113.53108.3113.53108.3113.53108.3113.53108.3113.53108.3113.53

14.7314.7314.7314.7314.7314.7314.7314.7314.73

75.9375.9375.9375.9375.9375.9375.9375.9375.93

32.4028.8025.2021.6018.0014.4010.807.203.60A B C E圖3.3.11軸橫向結構在恒載作用下的計算簡圖㈡、3軸橫向結構⑴3軸各柱的集中力A3柱：①10A3柱：B3柱：E3柱：②1～9B3柱：E3柱：A3柱：B3 柱 ：A3柱：E3柱：⑵3E3柱：匯總前面各層的荷載，畫出恒載作用下3軸橫向結構的計算簡圖，如下圖所示：141.62KN 163.24

141.6214.64KN/m

15.32

36.00166.83

17.91

197.76239.5412.24

23.41

148.78

32.40166.83166.83166.83166.83166.83166.83166.83166.83

197.76239.5417.91 12.24197.76239.5417.91 12.24197.76239.5417.91 12.24197.76239.5417.91 12.24197.76239.5417.91 12.24197.76239.5417.91 12.24197.76239.5417.91 12.24197.76239.5417.91 12.24

23.4123.4123.4123.4123.4123.4123.4123.41

148.78148.78148.78148.78148.78148.78148.78148.78

28.8025.2021.6018.0014.4010.807.203.60A B C E圖3.3.23軸橫向結構在恒載作用下的計算簡圖橫向結構在恒載作用下的內力計算㈠、1軸橫向結構用分層力矩分配法計算彎矩3.3.1“1軸橫向結構在恒載作用下的計算簡圖”1軸橫向結構在恒載作用下的彎矩。所有框架梁截面均為，截面慣性矩為：⑴計算各框架梁柱的截面慣性矩所有框架梁截面均為，截面慣性矩為：所有框架柱截面均為，截面慣性矩為：⑵計算各框架梁柱的線剛度和相對線剛度所有框架柱截面均為，截面慣性矩為：1.52.00.93.3.1：構件線剛度構件線剛度相對線剛度框架梁7.8m1.007～106.08框架柱2～66.2716.12⑶計算彎矩分配系數(shù)彎矩分配系數(shù)結果見圖3.3.4。⑷計算固端彎矩3.3.3時針為正。qqF1qAa2bBl圖3.3.3代表性荷載作用下固端彎矩計算模型以1軸10層以1軸10層梁BE1為例，：1 軸各層梁 ：

的固端彎矩見表

3.3.2，其中BE1BE1荷載固端彎矩（）10層框架12.3413.98101.77-182.56梁12.3413.98101.77112.411～9層13.5314.73125.93-214.11框架梁13.5314.73125.93126.33⑸分層力矩分配法分配過程1梁與剪力墻相連端為完全固結，力矩分配時只分配框架部分，分配過程如圖3.3.41～93.3.4所示：左梁上柱下柱墻體右梁0.1410.859-182.56112.41-7.93-15.85-96.56190.49-190.4996.56-96.5610層：-19.45-116.011.372.7416.71189.12-189.1299.30-99.300.0760.4620.462-214.11126.33-4.80-9.60-58.36-58.36218.91-218.91116.73-58.36-58.369層：-32.19-19.45-90.55-77.811.963.9223.8623.86216.95-216.95120.65-66.69-53.960.0760.4620.462-214.11126.33-4.80-9.60-58.36-58.36218.91-218.91116.73-58.36-58.362～8層：-19.45-19.45-77.81-77.811.482.9617.9617.96217.43-217.43119.69-59.85-59.850.0760.4620.462-214.11126.33-4.80-9.60-58.36-58.36218.91-218.91116.73-58.36-58.361層：-19.45-77.810.741.488.988.98218.17-218.17118.21-68.83-49.3824.69圖3.3.4分層力矩分配法分配過程圖繪制內力圖⑴計算梁兩端剪力3種代表性荷載作用下的梁端剪力計算公式，如下圖3.3.5所示。規(guī)定：梁端彎矩以實際方向為正；梁（此正負號規(guī)定只適用于以下公式計算梁端剪力的情況）。①：q F q1 1MMMAB BAA ql/2 2l

Bl/2V VA B②：q F cM1 q MMAB 2 BAA q a 3 blV VA B③：F qq 21M MBAABA ql/2 3l

Bl/2VA VB以1軸10以1軸10層梁BE1為例，將帶入②中公式得：1919BE1：，；1～8BE1：，。規(guī)定（以下規(guī)定適用于結構在橫向、縱向的內力計算及內力組合）：①梁：彎矩以順時針為正；剪力以繞桿端順時針為正②柱：彎矩以柱左側受拉為正；剪力以繞桿端順時針為正；軸力以受壓為正為正由以上規(guī)定和圖3.3.4“分層力矩分配法分配過程圖”1軸橫向結構在恒載作用下的內力計算過程如下表3.3.3～3.3.5所示：層號層號彎矩軸力集中力和梁梁端彎每層總彎矩自重集中力和均布每層總軸力端剪力貢獻矩貢獻彎矩梁端剪力荷載軸力10408.65189.12597.77597.77200.70285.0057.11542.82542.829485.73216.95702.681300.45200.70358.3930.44589.531132.358486.26217.43703.692004.14200.70358.5830.44589.711722.067486.26217.43703.692707.82200.70358.5830.44589.712311.786486.26217.43703.693411.51200.70358.5830.44589.712901.495486.26217.43703.694115.20223.20358.5830.44612.213513.714486.26217.43703.694818.88223.20358.5830.44612.214125.923486.26217.43703.695522.57223.20358.5830.44612.214738.142486.26217.43703.696226.26223.20358.5830.44612.215350.351487.07217.43704.506930.75254.20358.8630.44643.505993.85彎矩剪力層號彎矩剪力層號跨中10-189.1267.8699.30132.57-64.789-216.9582.85120.65156.10-74.898-217.4382.76119.69156.29-74.717-217.4382.76119.69156.29-74.716-217.4382.76119.69156.29-74.715-217.4382.76119.69156.29-74.714-217.4382.76119.69156.29-74.713-217.4382.76119.69156.29-74.712-217.4382.76119.69156.29-74.711-218.1782.73118.21156.57-74.43層彎矩層彎矩剪力軸力號 集中 梁端 每層柱每層柱柱頂總柱底總柱頂柱底柱頂柱底力剪力自重頂軸力底軸力軸力軸力10-99.3066.6946.1146.1170.8164.7844.10135.59179.69135.59179.699-53.9659.8531.6131.6175.9374.8944.10150.82194.92330.51374.618-59.8559.8533.2533.2575.9374.7144.10150.64194.74525.25569.357-59.8559.8533.2533.2575.9374.7144.10150.64194.74719.99764.096-59.8559.8533.2533.2575.9374.7144.10150.64194.74914.73958.835-59.8559.8533.2533.2575.9374.7144.10150.64194.741109.471153.574-59.8559.8533.2533.2575.9374.7144.10150.64194.741304.211348.313-59.8559.8533.2533.2575.9374.7144.10150.64194.741498.951543.052-59.8559.8533.2533.2575.9374.7144.10150.64194.741693.691737.791-49.3824.6918.0718.0775.9374.7350.23150.66200.891888.451938.683.3.3～3.3.513.3.6所示：HW1HW1BE1層號彎矩剪力彎矩剪力跨中10597.77542.82-189.1267.8699.30132.57-64.7891300.451132.35-216.9582.85120.65156.10-74.8982004.141722.06-217.4382.76119.69156.29-74.7172707.822311.78-217.4382.76119.69156.29-74.7163411.512901.49-217.4382.76119.69156.29-74.7154115.203513.71-217.4382.76119.69156.29-74.7144818.884125.92-217.4382.76119.69156.29-74.7135522.574738.14-217.4382.76119.69156.29-74.7126226.265350.35-217.4382.76119.69156.29-74.7116930.755993.85-218.1782.73118.21156.57-74.43柱頂柱底上端下端柱頂柱底10-99.3066.6946.1146.11135.59179.699-53.9659.8531.6131.61330.51374.618-59.8559.8533.2533.25525.25569.357-59.8559.8533.2533.25719.99764.096-59.8559.8533.2533.25914.73958.835-59.8559.8533.2533.251109.471153.574-59.8559.8533.2533.251304.211348.313-59.8559.8533.2533.251498.951543.052-59.8559.8533.2533.251693.691737.791-49.3824.6918.0718.071888.451938.68E1E1層號彎矩剪力軸力13.3.6所示：189.12597.77

67.86

99.3099.30120.651300.45 217.432004.14 217.432707.82 217.433411.51 217.434115.20 217.434818.88 217.435522.57 217.436226.26 217.43

82.8582.7682.7682.7682.7682.7682.7682.76

66.69119.6959.85119.6959.85119.6959.85119.6959.85119.6959.85119.6959.85119.6959.85119.69

53.9659.8559.8559.8559.8559.8559.8559.85A6929.94

B 59.8582.7629.93圖3.3.61軸橫向結構在恒載作用下的彎矩圖（單位： ）⑷剪力圖根據(jù)彎矩圖，取梁柱脫離體，利用脫離體的平衡條件求出剪力，畫出剪力圖。13.3.7所示：132.57-64.78156.10 46.11156.29 -74.89 31.61156.29 -74.71 33.25156.29 -74.71 33.25156.29 -74.71 33.25156.29 -74.71 33.25156.29 -74.71 33.25156.29 -74.71 33.25156.29 -74.71 33.25A B E-74.7121.903.3.71（單位：）⑸軸力圖13.3.8所示：135.59542.82179.69330.511132.35374.61525.251722.06569.35719.992311.78764.09914.732901.49958.831109.473513.711153.571304.214125.921348.311498.954738.141543.051693.69A B A B 1888.435993.56 1938.66圖3.3.81軸橫向結構在恒載作用下的軸力圖（單位：）㈡、3軸橫向結構用分層力矩分配法計算彎矩3.3.2“3軸橫向結構在恒載作用下的計算簡圖3軸橫向結構在恒載作用下的彎矩。所有框架梁截面均為，截面慣性矩為：⑴計算各框架梁柱的截面慣性矩所有框架梁截面均為，截面慣性矩為：所有框架柱截面均為，截面慣性矩為：⑵計算各框架梁柱的線剛度和相對線剛度所有框架柱截面均為，截面慣性矩為：1.52.00.93.3.7：構件線剛度構件線剛度相對線剛度框架梁7.8m1.007～104.57框架柱2～64.7114.60⑶計算彎矩分配系數(shù)彎矩分配系數(shù)結果見圖3.3.9。⑷計算固端彎矩：同1軸橫向結構計算，3軸各層梁BE3的固端彎矩見表3.3.8，其中：BE3BE3荷載固端彎矩（）10層框架15.3218.60203.54-317.66梁15.3218.60203.54177.361～9層12.2423.41239.54-370.64框架梁12.2423.41239.54214.13⑸分層力矩分配法分配過程11～9層的相對線剛度不同，但其分3.3.9所示：墻體右梁左梁0.180上柱下柱0.820-317.66177.36-15.96-31.92-145.4410層：333.62-333.62145.44-145.44-32.19-177.632.905.7926.40330.72-330.72151.23-151.230.0980.4510.451-370.64214.13-10.49-20.98-96.57-96.579層：381.13-381.13193.15-96.57-96.57-48.48-32.19-145.05-128.763.957.9036.3836.38377.18-377.18201.05-108.67-92.380.0980.4510.451-370.64214.13-10.49-20.98-96.57-96.572～8層：381.13-381.13193.15-96.57-96.57-32.19-32.16-128.76-128.763.166.3129.0329.03377.97-377.97199.46-99.73-99.730.0980.4510.451-370.64214.13-10.49-20.98-96.57-96.571層：381.13-381.13193.15-96.57-96.57-32.19-128.761.583.1614.5114.51379.55-379.55196.31-114.25-82.06-41.03圖3.3.9分層力矩分配法分配過程圖-41.03繪制內力圖⑴計算梁兩端剪力及下表中荷載參數(shù)帶入②中公根據(jù)分層力矩分配法的計算結果對于剪力墻需先求出連梁與墻固結部位的剪力，與剪力墻兩端集中力一起，將力作用點移至墻的中心處。在求剪力時需要用梁段上的實際荷載及梁兩端的彎矩計算。同 1軸橫向結構計算，將及下表中荷載參數(shù)帶入②中公3BE33.3.9所示：表3.3.93軸梁BE3兩端剪力計算表層次109.7918.173.96203.54330.72151.23220.99-91.8697.1417.757.96239.54377.18201.05259.48-116.212～87.1417.757.96239.54377.97199.46259.79-115.9017.1417.757.96239.54379.55196.31260.39-115.29⑵內力計算表3軸橫向結構在恒載作用下的內力計算過程如下表3.3.10～表3.3.12所示：層彎矩層彎矩軸力號 集中力和梁 梁端彎 每層 集中力和均布每層端剪力貢獻矩貢獻彎矩總彎矩自重梁端剪力荷載軸力總軸力10691.43330.721022.151022.15200.70525.8583.45810.00810.009827.67377.181204.852227.01200.70624.07102.09926.861736.868828.54377.971206.513433.52200.70624.38102.09927.162664.027828.54377.971206.514640.04200.70624.38102.09927.163591.186828.54377.971206.515846.55200.70624.38102.09927.164518.355828.54377.971206.517053.06223.20624.38102.09949.665468.014828.54377.971206.518259.58223.20624.38102.09949.666417.683828.54377.971206.519466.09223.20624.38102.09949.667367.342828.54377.971206.5110672.60223.20624.38102.09949.668317.001830.27377.971208.2411880.85254.20624.98102.09981.279298.27彎矩剪力彎矩剪力層號跨中10330.72113.83151.23220.99-91.869377.18142.31201.05259.48-116.218377.97142.16199.46259.79-115.907377.97142.16199.46259.79-115.906377.97142.16199.46259.79-115.905377.97142.16199.46259.79-115.904377.97142.16199.46259.79-115.903377.97142.16199.46259.79-115.902377.97142.16199.46259.79-115.901379.55142.84196.31260.39-115.29層彎矩層彎矩剪力軸力號 梁端剪 每層柱每層柱柱頂總柱底總柱頂柱底柱頂柱底集中力力自重頂軸力底軸力軸力軸力10-151.23108.6772.1972.19141.6291.8644.10233.48277.58233.48277.589-92.3899.7353.3653.36148.78116.2144.10264.99309.09542.56586.668-99.7399.7355.4155.41148.78115.9044.10264.68308.78851.34895.447-99.7399.7355.4155.41148.78115.9044.10264.68308.781160.121204.226-99.7399.7355.4155.41148.78115.9044.10264.68308.781468.901513.005-99.7399.7355.4155.41148.78115.9044.10264.68308.781777.681821.784-99.7399.7355.4155.41148.78115.9044.10264.68308.782086.462130.563-99.7399.7355.4155.41148.78115.9044.10264.68308.782395.242439.342-99.7399.7355.4155.41148.78115.9044.10264.68308.782704.032748.131-82.0641.0330.0230.02148.78115.2950.23264.07314.303012.203062.433.3.10～3.3.1233.3.13所示：E3層號彎矩剪力軸力HW2HW2BE3層號彎矩剪力彎矩剪力跨中101022.15810.00-330.72113.83151.23220.99-91.8692227.011736.86-377.18142.31201.05259.48-116.2183433.522664.02-377.97142.16199.46259.79-115.9074640.043591.18-377.97142.16199.46259.79-115.9065846.554518.35-377.97142.16199.46259.79-115.9057053.065468.01-377.97142.16199.46259.79-115.9048259.586417.68-377.97142.16199.46259.79-115.9039466.097367.34-377.97142.16199.46259.79-115.90210672.608317.00-377.97142.16199.46259.79-115.90111880.859298.27-379.55142.84196.31260.39-115.29柱頂柱底上端下端柱頂柱底10-151.23108.6772.1972.19233.48277.589-92.3899.7353.3653.36542.56586.668-99.7399.7355.4155.41851.34895.447-99.7399.7355.4155.411160.121204.226-99.7399.7355.4155.411468.901513.005-99.7399.7355.4155.411777.681821.784-99.7399.7355.4155.412086.462130.563-99.7399.7355.4155.412395.242439.342-99.7399.7355.4155.412704.032748.131-82.0641.0330.0230.023012.203062.43⑶彎矩圖33.3.10所示：330.721022.15

113.83

151.23151.23201.052227.01 377.973433.52 377.974640.04 377.975846.55 377.977053.06 377.978259.58 377.979466.09 377.9710672.60 379.55

142.31142.16142.16142.16142.16142.16142.16142.16

108.67199.4699.73199.4699.73199.4699.73199.4699.73199.4699.73199.4699.73199.4699.73196.31

92.3899.7399.7399.7399.7399.7399.7399.73A11880.85

B 114.25142.8441.03圖3.3.103軸橫向結構在恒載作用下的彎矩圖（單位： ）⑷剪力圖根據(jù)彎矩圖，取梁柱脫離體，利用脫離體的平衡條件求出剪力，畫出剪力圖。33.3.11所示：220.99-91.86259.48 72.19259.79 -116.21 53.36259.79 -115.90 55.41259.79 -115.90 55.41259.79 -115.90 55.41259.79 -115.90 55.41259.79 -115.90 55.41259.79 -115.90 55.41260.39 -115.90 59.44A B E-115.2930.02圖3.3.113軸橫向結構在恒載作用下的剪力圖（單位：）⑸軸力圖33.3.12所示：233.48810.00 277.58542.561736.86 586.66851.342664.02 895.441160.123591.18 1204.221468.904518.35 1513.001777.685468.01 1821.782086.466417.68 2130.562395.247367.34 2439.342704.03A B 8317.00 A B 3012.209298.27 3062.43圖3.3.123軸橫向結構在恒載作用下的軸力圖（單位：）橫向結構在活載作用下的內力計算橫向結構在活載作用下的計算簡圖㈠、1軸橫向結構⑴1軸各柱的集中力A1柱：①10A1柱：B1柱：E1柱：A1柱：②1～B1柱：E1柱：A1柱：B1柱：E1柱：⑵1B1柱：E1柱：匯總前面各層的荷載，畫出活載作用下1軸橫向結構的計算簡圖，如下圖所示：4.21KN

6.28

4.210.79KN/m0.610.79KN/m0.610.7936.0029.4139.7235.2516.033.143.043.1432.4029.4139.7235.2516.033.143.043.1428.8029.4139.7235.2516.033.143.043.1425.2029.4139.7235.2516.033.143.043.1421.6029.4139.7235.2516.033.143.043.1418.0029.4139.7235.2516.033.143.043.1414.4029.4139.7235.2516.033.143.043.1410.8029.4139.7235.2516.033.143.043.147.2029.4139.7235.2516.033.143.043.143.60A B C D E圖3.3.131軸橫向結構在活載作用下的計算簡圖㈡、3軸橫向結構⑴3軸各柱的集中力A3柱：①10A3柱：B3柱：E3柱：A3柱：②1～B3柱：E3柱：A3柱：B3柱：E3柱：⑵3B3柱：E3柱：匯總前面各層的荷載，畫出活載作用下3軸橫向結構的計算簡圖，如下圖所示：1.58KN/m1.221.58KN/m1.221.5836.0053.8974.5181.5240.518.646.087.0732.4053.8974.5181.5240.518.646.087.0728.8053.8974.5181.5240.518.646.087.0725.2053.8974.5181.5240.518.646.087.0721.6053.8974.5181.5240.518.646.087.0718.0053.8974.5181.5240.518.646.087.0714.4053.8974.5181.5240.518.646.087.0710.8053.8974.5181.5240.518.646.087.077.2053.8974.5181.5240.518.646.087.073.60A B C D E

12.56

8.42圖3.3.143軸橫向結構在活載作用下的計算簡圖3.3.2橫向結構在活載作用下的內力計算㈠、1軸橫向結構用分層力矩分配法計算彎矩13.3.13“1軸橫向結構在活載作用下的計算簡圖”1軸橫向結構在活載作用下的彎矩。所需框架梁、柱的截面慣性矩及相對線剛度同表3.3.1系數(shù)亦與恒載的相同。⑴計算固端彎矩：同1軸恒載計算，1軸各層梁BE1的固端彎矩見表3.3.14：BE1BE1荷載固端彎矩（）10層框架0.610.797.61-12.27梁0.610.797.617.091～9層3.043.1435.25-55.30框架梁3.043.1435.2530.45⑵分層力矩分配法分配過程13.3.15所示：墻體右梁左梁0.141上柱下柱0.859-12.277.09-0.50-1.00-6.0912.77-12.776.09-6.0910層：-4.69-10.780.330.664.0312.44-12.446.75-6.750.0760.4620.462-55.3030.45-1.16-2.31-14.07-14.0756.46-56.4628.14-14.07-14.079層：-2.03-4.69-16.10-18.760.260.513.103.1056.2-56.228.65-13.00-15.660.0760.4620.462-55.3030.45-1.16-2.31-14.07-14.0756.46-56.4628.14-14.07-14.072～8層：-4.69-4.69-18.76-18.760.360.714.334.3356.1-56.128.85-14.43-14.430.0760.4620.462-55.3030.45-1.16-2.31-14.07-14.0756.46-56.4628.14-14.071層：-4.69-18.76-14.070.180.362.172.1756.28-56.2828.5-16.59-11.90-5.95圖3.3.15分層力矩分配法分配過程圖繪制內力圖⑴計算梁兩端剪力及下表中荷載參數(shù)帶入②中根據(jù)分層力矩分配法的計算結果，同1及下表中荷載參數(shù)帶入②中1BE13.3.15所示：表3.3.151軸梁BE1兩端剪力計算表層次100.530.980.007.6112.446.758.12-3.7392.633.90.0035.2556.228.6537.03-15.612～82.633.90.0035.2556.128.8536.99-15.6512.633.90.0035.2556.2828.537.05-15.58⑵內力計算表1軸橫向結構在活載作用下的內力計算過程如下表3.3.16～表3.3.18所示：層彎矩軸力3.3.16層彎矩軸力號 集中力和梁 梁端彎 每層 集中力總彎矩端剪力貢獻 矩貢獻 彎矩 梁端剪力均布荷載每層總軸力軸力1029.0412.4441.4841.4818.614.5023.1123.119134.9256.20191.12232.60106.1617.90124.06147.178134.8156.10190.91423.50106.1217.90124.02271.197134.8156.10190.91614.41106.1217.90124.02395.206134.8156.10190.91805.31106.1217.90124.02519.225134.8156.10190.91996.22106.1217.90124.02643.244134.8156.10190.911187.12106.1217.90124.02767.263134.8156.10190.911378.03106.1217.90124.02891.282134.8156.10190.911568.93106.1217.90124.021015.291134.9856.28191.261760.19106.1817.90124.081139.37彎矩剪力層號跨中3.3.17彎矩剪力層號跨中10-12.444.026.758.12-3.739-56.218.6528.6537.03-15.618-56.118.6728.8536.99-15.657-56.118.6728.8536.99-15.656-56.118.6728.8536.99-15.655-56.118.6728.8536.99-15.654-56.118.6728.8536.99-15.653-56.118.6728.8536.99-15.652-56.118.6728.8536.99-15.651-56.2818.6428.537.05-15.58層彎矩剪力層彎矩剪力軸力號 集中梁端每層柱每層柱柱頂總柱底總柱頂柱底柱頂柱底力剪力頂軸力底軸力軸力軸力10-6.7513.005.495.494.213.737.947.947.947.949-15.6614.438.368.3616.0315.6131.6431.6439.5839.588-14.4316.598.628.6216.0315.6531.6831.6871.2671.267-14.4316.598.628.6216.0315.6531.6831.68102.94102.946-14.4316.598.628.6216.0315.6531.6831.68134.62134.625-14.4316.598.628.6216.0315.6531.6831.68166.30166.304-14.4316.598.628.6216.0315.6531.6831.68197.98197.983-14.4316.598.628.6216.0315.6531.6831.68229.66229.662-14.4316.598.628.6216.0315.6531.6831.68261.34261.341-11.905.554.264.6216.0315.5831.6131.61292.95292.953.3.16～3.3.1813.3.19所示：HW1HW1BE1層號彎矩剪力彎矩剪力跨中1041.4823.11-12.444.026.758.12-3.739232.60147.17-56.2018.6528.6537.03-15.618423.50271.19-56.1018.6728.8536.99-15.657614.41395.20-56.1018.6728.8536.99-15.656805.31519.22-56.1018.6728.8536.99-15.655996.22643.24-56.1018.6728.8536.99-15.6541187.12767.26-56.1018.6728.8536.99-15.6531378.03891.28-56.1018.6728.8536.99-15.6521568.931015.29-56.1018.6728.8536.99-15.65E1層號彎矩剪力軸力111760.191139.37-56.2818.6428.537.05-15.58柱頂柱底上端下端柱頂柱底10-6.7513.005.495.497.947.949-15.6614.438.368.3639.5839.588-14.4314.438.628.6271.2671.267-14.4314.438.628.62102.94102.946-14.4314.438.628.62134.62134.625-14.4314.438.628.62166.30166.304-14.4314.438.628.62197.98197.983-14.4314.438.628.62229.66229.662-14.4314.438.628.62261.34261.341-11.905.554.624.62292.95292.95⑶彎矩圖13.3.16所示：12.4441.48 56.20232.60 56.10423.50 56.10614.41 56.10805.31 56.10996.22 56.101187.12 56.101378.03 56.101568.93 56.28

4.0218.6518.6718.6718.6718.6718.6718.6718.67

6.7528.6513.0028.8514.4328.8514.4328.8514.4328.8514.4328.8514.4328.8514.4328.8514.4328.50

6.7515.6614.4314.4314.4314.4314.4314.4314.43A1760.19

B 14.43 11.9018.645.95圖3.3.161軸橫向結構在活載作用下的彎矩圖（單位： ）⑷剪力圖根據(jù)彎矩圖，取梁柱脫離體，利用脫離體的平衡條件求出剪力，畫出剪力圖。13.3.17所示：8.12-3.7337.03 5.4936.99 -15.61 8.3636.99 -15.65 8.6236.99 -15.65 8.6236.99 -15.65 8.6236.99 -15.65 8.6236.99 -15.65 8.6236.99 -15.65 8.6237.05 -15.65 8.62A B E-15.584.62圖3.3.171軸橫向結構在活載作用下的剪力圖（單位：）⑸軸力圖13.3.18所示：7.9423.11 7.9439.58147.17 39.5871.26271.19 71.26102.94395.20 102.94134.62519.22 134.62166.30643.24 166.30197.98767.26 197.98229.66891.28 229.66261.341015.29 A B

261.34E292.951139.37

292.95圖3.3.181軸橫向結構在活載作用下的軸力圖（單位：）㈡、3軸橫向結構用分層力矩分配法計算彎矩3.3.14“3軸橫向結構在活載作用下的計算簡圖”33.3.7，其彎矩分配系數(shù)亦與恒載的相同。⑴計算固端彎矩：同3軸恒載計算，3軸各層梁BE3的固端彎矩見表3.3.20：BE3BE3荷載固端彎矩（）10層框架1.221.5815.22-24.54梁1.221.5815.2214.191～9層6.087.0781.52-125.79框架梁6.087.0781.5269.21⑵分層力矩分配法分配過程13.3.19所示：墻體右梁左梁0.180上柱下柱0.820-24.5414.19-1.28-2.56-11.6425.82-25.8211.63-11.6410層：-10.40-22.040.941.878.5424.88-24.8813.47-13.470.0980.4510.451-125.7969.21-3.39-6.78-31.21-31.21129.18-129.1862.43-31.21-31.219層：-5.82-10.40-37.03-41.610.801.597.317.31128.38-128.3864.02-29.72-34.300.0980.4510.451-125.7969.21-3.39-6.78-31.21-31.21129.18-129.1862.43-31.21-31.212～8層：-10.40-10.40-41.61-41.611.022.049.389.38128.16-128.1664.47-32.23-32.230.0980.4510.451-125.7969.21-3.39-6.78-31.21-31.21129.18-129.1862.43-31.211層：-10.40-41.61-31.210.511.024.694.69128.67-128.6763.45-36.92-26.52-13.26圖3.3.19分層力矩分配法分配過程圖-13.26繪制內力圖⑴計算梁兩端剪力及下表中荷載參數(shù)帶入②中1及下表中荷載參數(shù)帶入②中3BE33.3.21所示：表3.3.213軸梁BE3兩端剪力計算表層次101.061.960.0015.2224.8813.4716.23-7.4595.258.780.0081.52128.3864.0284.62-35.332～85.258.780.0081.52128.1664.4784.54-35.4215.258.780.0081.52128.6764.4584.61-35.35⑵內力計算表3軸橫向結構在活載作用下的內力計算過程如下表3.3.22～表3.3.24所示：層彎矩層彎矩軸力號 集中力和梁 梁端彎 每層 集中力總彎矩端剪力貢獻 矩貢獻 彎矩 梁端剪力均布荷載每層總軸力軸力1058.5724.8883.4583.4537.039.0146.0446.049299.93128.38428.31511.76213.029.01222.03268.078299.71128.16427.87939.63212.949.01221.95490.017299.71128.16427.871367.50212.949.01221.95711.966299.71128.16427.871795.36212.949.01221.95933.905299.71128.16427.872223.23212.949.01221.951155.854299.71128.16427.872651.09212.949.01221.951377.803299.71128.16427.873078.96212.949.01221.951599.742299.71128.16427.873506.83212.949.01221.951821.691299.91128.67428.583935.40213.019.01222.022043.70彎矩剪力彎矩剪力層號跨中10-24.888.0413.4716.23-7.459-128.3840.7264.0284.62-35.338-128.1640.7664.4784.54-35.427-128.1640.7664.4784.54-35.426-128.1640.7664.4784.54-35.425-128.1640.7664.4784.54-35.424-128.1640.7664.4784.54-35.423-128.1640.7664.4784.54-35.422-128.1640.7664.4784.54-35.421-128.6740.6663.4584.61-35.35層彎矩剪力層彎矩剪力軸力號 集中梁端每層柱每層柱柱頂總柱底總柱頂柱底柱頂柱底力剪力頂軸力底軸力軸力軸力10-13.4729.7212.0012.008.427.4515.8715.8715.8715.879-34.3032.2318.4818.4840.5135.3375.8475.8491.7191.718-32.2336.9219.2119.2140.5135.4275.9375.93167.64167.647-32.2336.9219.2119.2140.5135.4275.9375.93243.57243.576-32.2336.9219.2119.2140.5135.4275.9375.93319.50319.505-32.2336.9219.2119.2140.5135.4275.9375.93395.43395.434-32.2336.9219.2119.2140.5135.4275.9375.93471.36471.363-32.2336.9219.2119.2140.5135.4275.9375.93547.29547.292-32.2336.9219.2119.2140.5135.4275.9375.93623.22623.221-26.5213.269.709.7040.5135.3575.8675.86699.08699.083.3.22～3.3.2433.3.25所示：HW2HW2BE3層號彎矩剪力彎矩剪力跨中1083.4546.04-24.888.0413.4716.23-7.459511.76268.07-128.3840.7264.0284.62-35.338939.63490.01-128.1640.7664.4784.54-35.4271367.50711.96-128.1640.7664.4784.54-35.4261795.36933.90-128.1640.7664.4784.54-35.4252223.231155.85-128.1640.7664.4784.54-35.4242651.091377.80-128.1640.7664.4784.54-35.4233078.961599.74-128.1640.7664.4784.54-35.4223506.831821.69-128.1640.7664.4784.54-35.42E3層號彎矩剪力軸力113935.402043.70-128.6740.6663.4584.61-35.35柱頂柱底上端下端柱頂柱底10-13.4729.7212.0012.0015.8715.879-34.3032.2318.4818.4891.7191.718-32.2336.9219.2119.21167.64167.647-32.2336.9219.2119.21243.57243.576-32.2336.9219.2119.21319.50319.505-32.2336.9219.2119.21395.43395.434-32.2336.9219.2119.21471.36471.363-32.2336.9219.2119.21547.29547.292-32.2336.9219.2119.21623.22623.221-26.5213.269.709.70699.08699.08⑶彎矩圖33.3.20所示：24.8883.45 128.38

8.04

13.4713.4764.02511.76 128.16939.63 128.161367.50 128.161795.36 128.162223.23 128.162651.09 128.163078.96 128.163506.83 128.67

40.7240.7640.7640.7640.7640.7640.7640.76

29.7264.4732.2364.4736.9264.4736.9264.4736.9264.4736.9264.4736.9264.4736.9263.45

34.3032.2332.2332.2332.2332.2332.2332.23A3935.40

B 36.92 26.5240.6613.26圖3.3.203軸橫向結構在活載作用下的彎矩圖（單位： ）⑷剪力圖根據(jù)彎矩圖，取梁柱脫離體，利用脫離體的平衡條件求出剪力，畫出剪力圖。33.3.21所示：16.2384.62 -7.45

12.0084.54 -35.33 18.4884.54 -35.42 19.2184.54 -35.42 19.2184.54 -35.42 19.2184.54 -35.42 19.2184.54 -35.42 19.2184.54 -35.42 19.2184.61 -35.42 19.21A B E-35.359.70圖3.3.213軸橫向結構在活載作用下的剪力圖（單位：）⑸軸力圖33.3.22所示：15.8746.04 15.8791.71268.07 91.71167.64490.01 167.64243.57711.96 243.57319.50933.90 319.50395.431155.85 395.43471.361377.80 471.36547.291599.74 547.29623.221821.692043.70

623.22ABE699.08AB699.08圖3.3.223軸橫向結構在活載作用下的軸力圖（單位：）縱向結構的內力計算荷載貢獻?？v向結構在恒載作用下的內力計算縱向結構在恒載作用下的計算簡圖㈠、A軸縱向結構⑴A軸各柱的集中力①10層（屋面）A5、A9柱：②1～A5、A9柱：A5、A9柱：⑵A5、A9柱：匯總前面各層的荷載，畫出恒載作用下A軸縱向結構的計算簡圖，如下圖所示：45.3745.3745.3753.0145.3753.0145.3745.3712.28 12.28 12.28 12.28 12.28 12.28 12.28 12.28 12.28 12.2836.0067.6850.8656.4350.8656.4350.8667.6812.1018.6212.1012.1012.10 12.1012.1012.1018.6212.1032.4067.6850.8656.4350.8656.4350.8667.6812.10 18.6212.1012.1012.1012.1012.1012.1018.6212.1028.8067.6850.8656.4350.8656.4350.8667.6812.1018.6212.1012.1012.10 12.1012.1012.1018.6212.1025.2067.6850.8656.4350.8656.4350.8667.6812.10 18.6212.1012.1012.1012.1012.1012.1018.6212.1021.6067.6850.8656.4350.8656.4350.8667.6812.1018.6212.1012.1012.10 12.1012.1012.1018.6212.1018.0067.6850.8656.4350.8656.4350.8667.6812.1018.6212.1012.1012.1012.1012.1012.1018.6212.1014.4067.6850.8656.4350.8656.4350.8667.6812.1018.6212.1012.1012.10 12.1012.1012.1018.6212.1010.8067.6850.8656.4350.8656.4350.8667.6812.10 18.6212.1012.1012.1012.1012.1012.1018.6212.107.2067.6850.8656.4350.8656.4350.8667.6812.1018.6212.1012.1012.1012.1012.10 12.1018.6212.103.60123457910111213圖3.