（畢業(yè)設(shè)計(jì)計(jì)算書）八層辦公樓建筑結(jié)構(gòu)設(shè)計(jì)計(jì)算書（113）

1、各層樓集中質(zhì)量代表值見圖3-4：（2）確定梁、柱線剛度： 橫向框架梁的線剛度計(jì)算：梁的混凝土采用c35，n/mm2，梁的折算慣性矩。為整體現(xiàn)澆樓板對(duì)梁的截面慣性矩增大系數(shù)。考慮到有現(xiàn)澆樓面作為梁的有效翼緣，增大梁的有效剛度，減少框架的側(cè)移，所以對(duì)現(xiàn)澆樓面的邊框架梁慣性矩取，中框架梁，為梁的截面慣性矩。具體計(jì)算見表3-6： 梁的線剛度計(jì)算表 表3-6（mm2）（mm）（mm4）邊框架梁中框架梁（mm4）（nmm）（mm4）（nmm）300800750012.8101019.210108.06101025.610101.081011300800720012.8101019.210108.40101

2、025.610101.121011 柱的側(cè)移剛度d值如下表3-7及表3-8：中框架柱的側(cè)移剛度計(jì)算表 表3-7層數(shù)層高（m）軸線位置（m2）（m4）（knm）（kn/m）84.2a6008008.06410141.9210110.560.2228571.43b7008009.40810142.2410110.980.3350111.86c6008008.06410141.9210110.580.2329493.0974.2a6008008.06410141.9210110.560.2228571.43b7008009.40810142.2410110.980.3350111.86c600800

3、8.06410141.9210110.580.2329493.0964.2a6008008.06410141.9210110.560.2228571.43b7008009.40810142.2410110.980.3350111.86c6008008.06410141.9210110.580.2329493.0954.2a6008008.06410141.9210110.560.2228571.43b7008009.40810142.2410110.980.3350111.86c6008008.06410141.9210110.580.2329493.0944.2a6008008.064101

4、41.9210110.560.2228571.43b7008009.40810142.2410110.980.3350111.86c6008008.06410141.9210110.580.2329493.0934.2a6008008.06410141.9210110.560.2228571.43b7008009.40810142.2410110.980.3350111.86c6008008.06410141.9210110.580.2329493.0924.2a6008008.06410141.9210110.560.2228571.43b7008009.40810142.2410110.9

5、80.3350111.86c6008008.06410141.9210110.580.2329493.0914.8a6008008.06410141.6810110.640.4337784.09b7008009.40810141.9610111.120.5253004.81c6008008.06410141.6810110.670.4438281.25邊框架柱的側(cè)移剛度計(jì)算表 表3-8層數(shù)層高（m）軸線位置（m2）（m4）（knm）（kn/m）84.2a6008008.06410141.9210110.420.1722668.24b6008008.06410141.9210110.740.27

6、35100.55c6008008.06410141.9210110.440.1823443.2274.2a6008008.06410141.9210110.420.1722668.24b6008008.06410141.9210110.740.2735100.55c6008008.06410141.9210110.440.1823443.2264.2a6008008.06410141.9210110.420.1722668.24b6008008.06410141.9210110.740.2735100.55c6008008.06410141.9210110.440.1823443.2254.2

7、a6008008.06410141.9210110.420.1722668.24b6008008.06410141.9210110.740.2735100.55c6008008.06410141.9210110.440.1823443.2244.2a6008008.06410141.9210110.420.1722668.24b6008008.06410141.9210110.740.2735100.55c6008008.06410141.9210110.440.1823443.2234.2a6008008.06410141.9210110.420.1722668.24b6008008.064

8、10141.9210110.740.2735100.55c6008008.06410141.9210110.440.1823443.2224.2a6008008.06410141.9210110.420.1722668.24b6008008.06410141.9210110.740.2735100.55c6008008.06410141.9210110.440.1823443.2214.8a6008008.06410141.6810110.480.4034576.61b6008008.06410141.6810110.980.5043456.38c6008008.06410141.681011

9、0.500.4035000.00注：表3-7，表3-8中一般層：，； 底層：，。 各類d值匯總見下表3-9：各層d值匯總表 表3-9層數(shù)（kn/m）81.5210671.2410661.2410651.2410641.2410631.2410621.2410611.24106各層總和：1.02107梁柱線剛度見圖3-5，圖3-6：（3）計(jì)算基本自振周期：將各層集中質(zhì)量假定為水平荷載作用于各樓層標(biāo)高處計(jì)算各層位移，見表3-10：假想位移計(jì)算表 表3-10層數(shù)（kn）（kn）（mm）（mm）813233.1813233.181244187.7610.64423.16716019.8129252.9

10、91244187.7623.51412.52616019.8145272.801244187.7636.39389.01516019.8161292.611244187.7649.26352.63415324.3576616.961244187.7661.58303.36315324.3591941.311244187.7673.90241.78215612.70107554.011244187.7686.45167.78115972.46123526.471516767.4681.4481.44根據(jù)jgj3-2002式（b.0.2）：s（4）水平地震作用計(jì)算： 由地質(zhì)報(bào)告可知，該建筑場(chǎng)地的場(chǎng)

11、地類別為類，設(shè)計(jì)地震分組為第一組，查jgj3-2002表3.3.7-2得s，該建筑的地震基本烈度為7度，查jgj3-2002表3.3.7-1得水平地震影響系數(shù)最大值，則有：總重力荷載代表值為：kn kn， 查jgj3-2002表b.0.1，因?yàn)閟，所以可得頂部附加地震作用系數(shù)為：，則頂部附加作用為：kn，由jgj3-2002式（b.0.1-3），計(jì)算各層的水平地震作用，具體計(jì)算見表3-11： 各層地震作用及樓層地震剪力 表3-11層數(shù)（m）（kn）（kn）（kn）834.213233.18452574.650.870.191222.311222.31730.016019.81480594.30

12、0.870.20721.921944.23625.816019.81413311.100.870.17620.852565.08521.616019.81346027.900.870.15519.783084.86417.415324.35266643.720.870.11400.543485.40313.215324.35202281.440.870.09303.863789.2529.015612.70140514.300.870.06211.074000.3214.815972.4676667.810.870.03115.174115.49注：只加入主體的頂層，即第8層。水平地震作用圖見

13、圖3-7：第四節(jié) 側(cè)移驗(yàn)算一、風(fēng)荷載作用下的側(cè)移驗(yàn)算：荷載作用下的變形驗(yàn)算（取一榀框架），按彈性方法計(jì)算樓層之間位移和結(jié)構(gòu)頂點(diǎn)位移，具體計(jì)算見下表4-1：風(fēng)荷載側(cè)移驗(yàn)算表 表4-1層數(shù)（mm）（mm）（kn）（mm）限值8420034200108176.37 19.59 0.18 1/231921/5507420030000108176.37 56.23 0.52 1/80801/5506420025800108176.37 90.09 0.83 1/50431/5505420021600108176.37 121.19 1.12 1/37491/5504420017400108176.37

14、149.28 1.38 1/30431/5503420013200108176.37 173.99 1.61 1/26111/550242009000108176.37 195.60 1.81 1/23221/550148004800129070.15 217.19 1.68 1/28521/550由上表計(jì)算可知，風(fēng)荷載作用下的側(cè)移滿足規(guī)范要求。二、水平地震作用變形驗(yàn)算：多遇地震作用下，層間彈性位移驗(yàn)算見表4-2：多遇地震側(cè)移驗(yàn)算表 表4-2層數(shù)（mm）（kn）（mm）限值備注842001244187.761222.310.981/42751/550層間剪力、位移示意圖742001244187

15、.761944.231.561/26881/550642001244187.762565.082.061/20371/550542001244187.763084.862.481/16941/550442001244187.763485.402.801/14991/550342001244187.763789.253.051/13791/550242001244187.764000.323.221/13061/550148001516767.464115.492.711/17691/550由上表計(jì)算可知，多遇地震作用下的彈性側(cè)移滿足規(guī)范要求。第五節(jié) 框架內(nèi)力分析（計(jì)算kj5一榀）一、豎向荷載作

16、用下內(nèi)力計(jì)算（分層法）：1計(jì)算簡(jiǎn)圖：框架各構(gòu)件在計(jì)算簡(jiǎn)圖中均用單線條表示（詳見計(jì)算簡(jiǎn)圖5-1）?？蚣芙Y(jié)構(gòu)的跨度即梁跨取頂層柱截面形心間距離?？蚣苤诨A(chǔ)頂面嵌固，首層柱高取基礎(chǔ)頂面至二層摟面之間的高度，其余各層柱取層高。荷載傳遞按以下路線進(jìn)行： 板 次梁 主梁 柱 基礎(chǔ) 地基。2恒荷載作用下的內(nèi)力計(jì)算（二次彎矩分配法）：（1）計(jì)算簡(jiǎn)圖見圖3-1：（2）固端彎矩的計(jì)算： 將框架梁看成兩端固接的梁計(jì)算固端彎矩，現(xiàn)以頂層為例：knmknmknmknm具體計(jì)算見下表5-1：恒載作用下kj5梁固端彎矩計(jì)算表 表5-1層數(shù)標(biāo)高軸線位置（kn/m）跨度（m）（knm）（knm）833.6ab18.487.5-86.63-86.63bc18.487.2-79.83-79.83729.4ab16.497.5-77.30-77.30bc16.777.2-72.45-72.45625.2ab16.497.5-77.30-77.30bc16.777.2-72.45-72.45521ab16.497.5-77.30-77.30bc16.777.2-72.45-72.45416.8ab21.297.5-99.80-99.80bc17.497.2-75.56-75.56312.6ab21.297.5-99.80-