層框架建筑在水平地震作用下的內(nèi)力計(jì)算

1、.水平地震作用下的內(nèi)力計(jì)算§ 1 各樓層重力荷載代表值的計(jì)算由設(shè)計(jì)任務(wù)書(shū)要求可知,該工程考慮地震作用,抗震設(shè)防烈度為7度,設(shè)計(jì)基本地震加速度為0.1g,設(shè)計(jì)地震分組為第三組。以板的中線為界，取上層下半段和下層上半段。頂層：板自重： 梁自重：柱自重：墻自重：活荷載：標(biāo)準(zhǔn)層：板自重：梁自重：柱自重：墻自重：活荷載：一層：板自重：梁自重：柱自重：墻自重：活載：§ 2 水平地震作用下框架的側(cè)移驗(yàn)算（1）橫梁線剛度，為了簡(jiǎn)化計(jì)算，框架梁截面慣性矩增大系數(shù)均取1.2。、跨梁：跨梁：（2）柱的線剛度§ 3 框架柱的側(cè)移剛度D值計(jì)算柱的抗側(cè)移剛度修正系數(shù)采用下列公式計(jì)算： 表 1

2、 2-6層D值的計(jì)算 D邊柱C0.980.32918278邊柱F0.980.32918278中柱D2.40.54530278中柱E2.40.54530278 表 2 1層D值的計(jì)算 D邊柱C0.980.49727611邊柱F0.980.49727611中柱D2.40.65936616中柱E2.40.65936616§ 4 框架自振周期的計(jì)算按公式計(jì)算： §3.3.5 水平地震作用標(biāo)準(zhǔn)值和位移的計(jì)算 由設(shè)計(jì)任務(wù)要求可知，多遇地震作用下， 抗震設(shè)防烈度為7度，設(shè)計(jì)地震分組為第三組，二類場(chǎng)地，查抗震規(guī)范知： 除有專門(mén)規(guī)定外，建筑結(jié)構(gòu)的阻尼比應(yīng)取0.05，屬于二類場(chǎng)地。由地震影響系

3、數(shù)曲線，可得： 因?yàn)?，所以不考慮頂部附加地震作用 由上面計(jì)算的各層重力荷載代表值可得總重力荷載代表值結(jié)構(gòu)總水平地震作用標(biāo)準(zhǔn)值 各層水平地震作用標(biāo)準(zhǔn)值、樓層地震剪力及樓層層間位移計(jì)算見(jiàn)下表： 表3-3 、和的計(jì)算 層數(shù)61177921.6254426 805989116811689711200.001251028318.018509484920179711200.00241028314.414807568026979711200.00331028310.811105651032079711200.00332102837.27403834035479711200.004192503.6333001

4、53370012845400.003 水平地震作用下剪力圖： 圖 11 水平地震作用 地震剪力 經(jīng)驗(yàn)證: 底層 滿足要求 二層 滿足要§ 6 水平地震作用下橫向框架的內(nèi)力計(jì) ，如下表： 表 4 框架柱剪力和柱端彎矩標(biāo)準(zhǔn)值的計(jì)算表 層數(shù)123456邊柱h(m)3.63.63.63.63.63.61168201726973207354737009711209711209711209711209711201284540D1827818278182781827818278276110.0190.0190.0190.0190.0190.02122.1938.3251.2460.9367.397

5、7.700.980.980.980.980.980.980.350.400.450.450.50.6527.9655.1883.098.71121.3181.8251.9282.77101.46133.43121.369.93層數(shù)123456中柱h(m)3.63.63.63.63.63.61168201726973207354737009711209711209711209711209711201284540D3027830278302783027830278366160.0310.0310.0310.0310.0310.02936.2162.5383.6199.42109.96107.32.

6、42.42.42.42.42.40.420.450.470.500.500.5554.75101.3141.47178.96197.93212.4575.61123.81159.53178.96197.93173.83層數(shù)123456中柱h(m)3.63.63.63.63.63.61168201726973207354737009711209711209711209711209711201284540D1827818278182781827818278276110.0310.0310.0310.0310.0310.02936.2162.5383.6199.42109.96107.32.42.4

7、2.42.42.42.40.420.450.470.500.500.5554.75101.3141.47178.96197.93212.4575.61123.81159.53178.96197.93173.83層數(shù)123456邊柱h(m)3.63.63.63.63.63.61168201726973207354737009711209711209711209711209711201284540D1827818278182781827818278276110.0190.0190.0190.0190.0190.02122.1938.3251.2460.9367.3977.700.980.980.9

8、80.980.980.980.350.400.450.450.50.6527.9655.1883.098.71121.3181.8251.9282.77101.46133.43121.369.93注： 為柱下端彎矩 為柱上端彎矩，其中為框架承受倒三角形分布水平力作用時(shí)標(biāo)反彎點(diǎn)的高度比。 表 5 水平地震作用下梁端剪力和柱軸力標(biāo)準(zhǔn) 層數(shù)123456CD跨梁端剪力6.66.66.66.66.66.651.92110.13156.64216.43220.01191.2321.9251.7875.6492.92109.30107.8111.1924.5335.1946.8749.945.31DE跨梁端剪力2.72.72.72.72.72.753.69126.78185.19227.51269.59263.9553.69126.78185.19227.51269.59263.9539.7793.91137.18168.53199.70195.52EF跨梁端剪力6.66.66.66.66.66.621.9251.7875.6492.92109.30107.8151.92110.13156.64216.43220.01191.2311.1924.5335.1946.8749.945.31柱軸力邊柱C-11.19-35.72-70.91-117.78-167.68-212.99中柱D-28.58