爐石賓館畢業(yè)設(shè)計(jì)建筑工程畢業(yè)設(shè)計(jì)

1、 密級(jí)：爐石賓館畢業(yè)設(shè)計(jì)Graduation Design of Lu Shi Hotel學(xué) 院：建筑工程學(xué)院專 業(yè) 班 級(jí)：土木工程1006班學(xué) 號(hào)：學(xué) 生 姓 名：王鑫指 導(dǎo) 教 師：劉鈞玉 （副教授）2014年6月摘 要本設(shè)計(jì)建筑名稱為爐石賓館，共8層，總建筑面積為7000平方米，設(shè)防烈度為7度。設(shè)計(jì)按照國(guó)家各種規(guī)范和標(biāo)準(zhǔn)，遵循“安全、適用、經(jīng)濟(jì)、美觀”的設(shè)計(jì)原則進(jìn)行設(shè)計(jì)，主要內(nèi)容包括建筑設(shè)計(jì)和結(jié)構(gòu)設(shè)計(jì)兩個(gè)部分。建筑結(jié)構(gòu)采用鋼筋混凝土框架結(jié)構(gòu)。鋼筋混凝土結(jié)構(gòu)具有良好的受力性能，并且能充分發(fā)揮混凝土及鋼筋的力學(xué)性能。鋼筋混凝土框架結(jié)構(gòu)具有整體性好，剛度大，而且有良好的抗震性能。結(jié)構(gòu)設(shè)計(jì)過(guò)程

2、為選取整體結(jié)構(gòu)中結(jié)構(gòu)布置較為均勻、對(duì)稱的部位為一榀框架。根據(jù)選取的一榀框架進(jìn)行結(jié)構(gòu)計(jì)算，包括：荷載計(jì)算，內(nèi)力計(jì)算，內(nèi)力組合計(jì)算，配筋計(jì)算，和基礎(chǔ)設(shè)計(jì)計(jì)算等方面。在計(jì)算過(guò)程中采用了多種計(jì)算方法，例如，分層法，底部剪力法，D值法，力矩分配法等我們?cè)谄綍r(shí)所學(xué)習(xí)到的知識(shí)，然后根據(jù)具體情況熟練的應(yīng)用到建筑設(shè)計(jì)中。由于一榀框架不能反映整個(gè)結(jié)構(gòu)的實(shí)際情況，設(shè)計(jì)中通過(guò)廣廈CAD結(jié)構(gòu)設(shè)計(jì)軟件對(duì)結(jié)構(gòu)整體進(jìn)行電算，并與手算結(jié)果進(jìn)行了對(duì)比。整個(gè)結(jié)構(gòu)在設(shè)計(jì)過(guò)程中，嚴(yán)格遵循相關(guān)的專業(yè)規(guī)范的要求，參考相關(guān)資料和有關(guān)最新的國(guó)家標(biāo)準(zhǔn)規(guī)范，對(duì)設(shè)計(jì)的各個(gè)環(huán)節(jié)進(jìn)行綜合全面的科學(xué)性考慮。通過(guò)此次畢業(yè)設(shè)計(jì)，綜合應(yīng)用四年的所學(xué)的專業(yè)知識(shí)，

3、使我的專業(yè)水平得到很大提高為將來(lái)的工作打下了堅(jiān)實(shí)的基礎(chǔ)。關(guān)鍵詞：鋼筋混凝土框架結(jié)構(gòu)；一榀框架；底部剪力法；力矩分配法AbstractThis design building name for the Lu Shi hotel, a total of 8 storeys, total construction area of 7000 square meters, the fortification intensity is 7 degrees. According to the given data, and to all kinds of national specifications an

4、d standards, this design follows the safe, applicable, economic, beautiful design principle to carry on the design, mainly includes the architectural design and structure design two parts.The building structure is used by reinforcedconcrete frame structure. Reinforced concrete structure has good mec

5、hanical performance and can give full play to the mechanical properties of concrete and reinforced. Reinforced concrete frame structure has advantages of good integrity, stiffness big, and has a good seismic performance. To select the overall structural design process more even and symmetrical struc

6、ture arrangement in place for a cross. According to the selection of one common frame structure for structural calculation, include: load calculation, internal force calculation and internal force combination calculation, reinforcement calculation, and foundation design and calculation, etc. In the

7、process of calculation, using a variety of calculation methods, for example, layered method, the bottom shear method, the D value method, the torque distribution method, etc that we learned knowledge in the usual, and then according to the specific situation put them into the design of the building

8、skillfully. Due to the cross frame does not reflect the actual situation of the whole structure, through the construction of CAD in the design of structure design software to computer structure as a whole, and compared with numerical results. In the design process, according to the requirement of sp

9、ecification the entire structure strictly follow relevant the reference information and specifications of the latest national standards, each link of design has comprehensive scientific considerations. Through this graduation design, the integrated application of learned four years of professional k

10、nowledge, have a big improve my professional level has laid a solid foundation for future work. Keywords: Reinforced concrete frame structure; A common framework; The bottom shear method; Moment distribution method 目錄摘 要IAbstractII第1章 工程概況11.1 建筑設(shè)計(jì)說(shuō)明11.1.1工程概況11.1.2 設(shè)計(jì)原始資料11.1.3 建筑參數(shù)21.2 結(jié)構(gòu)設(shè)計(jì)說(shuō)明31.2.

11、1選取一榀框架31.2.2 梁柱截面的確定31.2.3結(jié)構(gòu)計(jì)算簡(jiǎn)圖4第2章 荷載計(jì)算52.1 恒荷載標(biāo)準(zhǔn)值計(jì)算52.1.1 屋面框架線荷載標(biāo)準(zhǔn)值52.1.2樓面框架梁線荷載標(biāo)準(zhǔn)值52.1.3屋面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值62.1.4樓面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值62.2 活荷載計(jì)算72.3 風(fēng)荷載計(jì)算72.3.1 風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算72.4 地震載計(jì)算82.4.1.重力荷載計(jì)算82.4.2層間剪力計(jì)算9第3章 內(nèi)力計(jì)算123.1 水平荷載內(nèi)力123.1.1梁線剛度123.1.2柱的線剛度123.1.3柱的側(cè)移剛度D133.1.4水平地震作用層間地震剪力和彈性位移的計(jì)算133.1.5水平地震作用下梁端彎矩

12、、剪力及軸力163.1.6水平地震作用下的框架內(nèi)力圖183.1.7風(fēng)荷載作用下框架柱剪力和柱彎矩193.1.8風(fēng)荷載作用下梁端彎矩、剪力及軸力標(biāo)準(zhǔn)值203.1.9風(fēng)荷載作用下框架內(nèi)力圖213.2豎向內(nèi)力223.2.1荷載傳遞路線223.2.2活荷載233.2.3框架計(jì)算簡(jiǎn)圖243.2.4梁固端彎矩253.2.5內(nèi)力分配系數(shù)253.2.6恒荷載與活荷載彎矩的二次分配273.2.7恒載作用下分配后的彎矩323.2.8恒載作用下的柱軸力剪力353.2.9活載作用下的柱軸力37第4章 內(nèi)力組合及配筋運(yùn)算394.1梁端彎矩的調(diào)幅394.2控制截面及其內(nèi)力組合414.3梁的內(nèi)力組合計(jì)算484.4柱的內(nèi)力組

13、合計(jì)算514.5梁的正截面與斜截面配筋564.5.1梁的正截面配筋564.5.2梁的斜截面配筋624.6柱的配筋644.6.1柱的正截面配筋644.6.2柱的斜截面配筋73第5章 基礎(chǔ)設(shè)計(jì)745.1基礎(chǔ)的選擇745.2確定樁數(shù)和樁型745.3初選承臺(tái)尺寸755.4計(jì)算樁頂荷載755.5承臺(tái)驗(yàn)算765.5.1承臺(tái)受沖切承載力驗(yàn)算765.5.2承臺(tái)受剪切承載力計(jì)算765.5.3承臺(tái)受彎承載力計(jì)算77第6章 結(jié)構(gòu)電算786.1結(jié)構(gòu)總信息78第7章 結(jié)論81參考文獻(xiàn)82致謝83第1章 工程概況1.1 建筑設(shè)計(jì)說(shuō)明1.1.1工程概況本設(shè)計(jì)為賓館設(shè)計(jì)，在鐵西新區(qū)某地段，應(yīng)經(jīng)濟(jì)發(fā)展需要，擬建一賓館，要求該賓

14、館設(shè)有高、中、低檔客房，大、小餐廳及廚房，娛樂(lè)廳和小型會(huì)議廳，辦公用房、管理和服務(wù)用房以及輔助用房等。建設(shè)地點(diǎn)為沈陽(yáng)市鐵西新區(qū)。建筑場(chǎng)地平面如圖，場(chǎng)地東西長(zhǎng)150米，南北長(zhǎng)100米，場(chǎng)地東側(cè)為城市主要道路，北側(cè)為住宅樓，南側(cè)為預(yù)留建筑用地。圖1-1 擬建場(chǎng)地1.1.2 設(shè)計(jì)原始資料抗震設(shè)防烈度：7度；地下水位：7米以下，無(wú)侵蝕性；土壤凍結(jié)深度：1.2米；常年氣溫差值：約30 風(fēng)荷載：；雪荷載：；場(chǎng)地地質(zhì)條件：地形概況：擬建場(chǎng)地內(nèi)地形平坦，地面標(biāo)高在35.50036.100mm地質(zhì)情況： 表1-1場(chǎng)地地質(zhì)情況序號(hào)巖土分類土層深度（m）厚度范圍（m）地基承載力fk（kPa）樁端阻力qP（kPa）樁

15、周摩擦力qS（kPa）1雜填土00.70.722,2粉土0.72.11.4120263中砂2.13.21.1220544礫砂3.25.42.23002400705圓礫5.45006000160活荷載：屋面活荷載2.0kN/m，樓面活荷載2.0kN/m，走廊樓面活荷載2.0kN/m屋面做法：現(xiàn)澆板上鋪膨脹珍珠保溫層（2%找坡）1:2水泥砂漿找平層20mm，二氈三油防水層，撒綠豆砂保護(hù)。樓面做法：樓板頂面為20mm厚水泥砂漿找平，5mm厚1:2水泥砂漿加“108”膠水著色粉面層；樓板地面為15mm厚紙筋面石灰抹底。1.1.3 建筑參數(shù)建筑面積：7000mm25%；建筑層數(shù)：不限；結(jié)構(gòu)形式：框架結(jié)構(gòu)

16、；層高：首層4.24.8m，標(biāo)準(zhǔn)層3.33.6m;房間組成及面積要求：二床間客房（帶衛(wèi)生間）每間2530m2數(shù)量不限；高級(jí)套房（帶衛(wèi)生間）每套5060m2數(shù)量不限；多功能廳（兼娛樂(lè)廳和會(huì)議廳）75100m2四六個(gè)；大餐廳400450m2一個(gè)；小餐廳3550m2數(shù)量不限；廚房200250m2；門(mén)廳200300m2；小賣(mài)部5060m2一個(gè)；辦公室2530m2六八個(gè)；配電室2530m2一個(gè)；電話總機(jī)2530m2一個(gè)；每層均應(yīng)設(shè)接待室、庫(kù)房、開(kāi)水及消毒間，公共部位應(yīng)設(shè)公用廁所，可考慮設(shè)2部電梯。1.2 結(jié)構(gòu)設(shè)計(jì)說(shuō)明1.2.1選取一榀框架選取三跨部分一榀框架為計(jì)算單元如下圖：圖1-2 一榀框架1.2.2

17、 梁柱截面的確定梁（邊跨AB,CD）取h=(1/151/10)l=440660取bh=300600（mm）梁（中跨BC）同理，取h=500mm，即bh=250500（mm）邊柱（A軸，D軸）連系梁，取bh=250500（mm）中柱（B軸，C軸）連系梁，取bh=250400（mm）柱截面取bh=400400（mm）采用現(xiàn)澆板，板厚為120mm，采用砌塊墻體1.2.3結(jié)構(gòu)計(jì)算簡(jiǎn)圖基礎(chǔ)頂面離室外地面為500mm，由此可知底層標(biāo)高為 4.5m。其中在求梁截面慣性矩時(shí)考慮到現(xiàn)澆板的作用，取I=2故求得各梁柱構(gòu)件的線剛度然后繪出結(jié)構(gòu)計(jì)算簡(jiǎn)圖，如下圖所示：圖1-3 結(jié)構(gòu)框架線剛度簡(jiǎn)圖a.注：圖中數(shù)字為線剛度

18、，單位:第2章 荷載計(jì)算2.1 恒荷載標(biāo)準(zhǔn)值計(jì)算2.1.1 屋面框架線荷載標(biāo)準(zhǔn)值 20mm厚1:2水泥砂漿找平 0.0220=0.4kN/m2 100-140mm厚（2%找坡）膨脹珍珠巖7=0.84 kN/m2 120mm厚現(xiàn)澆鋼筋混凝土樓板 0.1225=3.0 kN/m2 15mm厚紙筋石灰抹底 0.01516=0.24 kN/m2 屋面恒荷載 4.48 kN/m2邊跨（AB,CD)框架梁自重 0.300.6025=4.50 kN/m2梁側(cè)粉刷 2（0.6 -0.12）0.0217=0.33 kN/m2 中跨（BC跨）框架梁自重 0.250.5025=3.13 kN/m2 梁側(cè)粉刷 2（0

19、.5-0.12）0.0217=0.26 kN/m2 因此，作用在頂層框架梁上的線荷載為2.1.2樓面框架梁線荷載標(biāo)準(zhǔn)值25mm厚水泥砂漿面層 0.02520=0.50100mm厚現(xiàn)澆鋼筋混泥土樓板 0.1025=2.515mm厚紙筋石灰抹底0.01516=0.24樓面恒荷載 3.74邊跨框架梁及梁側(cè)粉刷 4.83邊跨填充墻自重 3.24墻面粉刷 2.04中跨框架梁及梁側(cè)粉刷 3.3392.1.3屋面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值 邊柱連系梁自重 0.250.50425=12.50 粉刷 0.02（0.50-0.12）2417=1.0336連系梁傳來(lái)的屋面荷載 0.540.544.48=17.9頂層邊節(jié)

20、點(diǎn)集中荷載 中柱連系梁自重 0.250.40425=10粉刷 0.02（0.40-0.12）2417=0.7616 連系梁傳來(lái)屋面自重 0.5（4+4-2）0.94.48=12.09 0.540.544.48=17.92頂層中節(jié)點(diǎn)集中荷載 2.1.4樓面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值邊柱連系梁自重12.5 粉刷 1.0336 鋼窗自重 1.61.80.45=1.296窗下墻體自重 0.30.9（4-0.4）6=5.832粉刷 20.020.9(4-0.4)17=2.2032窗邊墻體自重 (0.92-0.4)1.50.36=3.78粉刷 (0.92-0.4)1.520.0217=1.43框架柱自重 0.

21、400.40325=13.2粉刷 (0.1+0.2+0.42)3.317=1.2342連系傳來(lái)樓面自重 0.5040.5043.74=14.96 中間層邊節(jié)點(diǎn)集中荷載 中柱連系梁自重 0.250.4425=10 粉刷 0.02(0.4-0.1)2417=0.7616 內(nèi)縱墻自重 (4-0.4)4-0.4)0.26=15.552 粉刷 (4-0.4)(40.4)20.0217=8.8128 扣除門(mén)洞重加上門(mén)-2.01.0(0.26+0.02172)+1.02.00.2=-10.58 框架柱自重 13.2 粉刷 1.122 連系梁傳來(lái)樓面自重 0.5（4+4-2）0.93.74=10.098 0.

22、540.543.74=14.96 中間層節(jié)點(diǎn)荷載 2.2 活荷載計(jì)算 (1)2.3 風(fēng)荷載計(jì)算2.3.1 風(fēng)荷載標(biāo)準(zhǔn)值計(jì)算風(fēng)壓標(biāo)準(zhǔn)值計(jì)算公式為： (2-1)由于結(jié)構(gòu)高度18.6m30m，故取=1.0。查詢規(guī)范得知場(chǎng)地類別為C類，對(duì)于矩形截面=1.3。A為一榀框架各層節(jié)點(diǎn)的受風(fēng)面積。計(jì)算結(jié)果如下表所示：表2-1 風(fēng)荷載計(jì)算層次z(m) w0(KN/ m2)A(m2)Pw(KN)V(kN)81.01.327.61.450.557.67.877.8771.01.324.31.340.5513.212.620.4761.01.321.01.250.5513.211.832.2751.01.317.71

23、.190.5513.211.2343.541.01.314.41.140.5513.210.7654.2631.01.311.110.5513.29.4463.7續(xù)表2-121.01.37.810.5513.29.4473.1411.01.34.510.5515.611.1584.292.4 地震載計(jì)算2.4.1.重力荷載計(jì)算 (1)八層（上半層）屋面：4(72+2) 4.48=286.72kN 梁：(4.8372+3.392)+13.52+10.72=109.3kN 柱子：40.40.43.30.525=26.4kN 外墻：0.3（4-0.4）3.3/219-1.61.80.3192=34.

24、884kN 內(nèi)縱墻：0.2(4-0.4)3.3/219-1.02.00.2192=29.944kN 內(nèi)橫墻：0.2(7-0.4)3.3/2192=82.764kN 窗：1.61.80.452=2.592kN 門(mén)：2.01.00.452=1.8kN除去墻內(nèi)梁-0.250.5(4-0.4)+0.250.4(4-0.4)2-(0.30.672)19-(0.250.54)19=-88.16kN 合計(jì)：486.244kN （2)七層（下半層）柱子+外墻+內(nèi)縱墻+內(nèi)橫墻+窗+門(mén)合計(jì) :178.384kN（3）六層（上半層） 樓面：4(72+2)3.74=239.36 梁：109.3kN柱子：26.4kN外

25、墻：34.883kN內(nèi)縱墻：29.944kN內(nèi)橫墻：82.764kN 窗：2.592kN 門(mén)：1.8kN 除去墻內(nèi)梁:-88.16kN 合計(jì)：438.883kN 所以： （4）底層（上半層） 樓面：4(72+2)3.74=239.36kN 梁：109.3kN 柱子：26.4kN 外墻：49.248kN 內(nèi)縱墻：0.2(4-0.4)219-1.02.00.2419=39.52kN 內(nèi)橫墻：0.2(7-0.4)2192=100.32kN 窗：1.61.80.452=2.592kN 門(mén)：2.01.00.452=1.8kN 除去墻內(nèi)梁：-0.250.5(4-0.4)+0.250.4(4-0.4)2-(

26、0.30.672)19-(0.250.54)19=-88.16kN 合計(jì)：480.38kN 2.4.2層間剪力計(jì)算 （1）重力荷載代表值：=486.244KN=617.267kN=617.267KN=480.38KN4670.226KNKN3969.692114670.226（2） 等效總重力荷載代表值KN（3）地震影響系數(shù)： 查表得=0.08，=0.35s,=0.05,=0.9,=1.0,=0.65s, 因?yàn)?.4,0.35,所以需要考慮頂部集中力， 附加頂部集中力為:=23.069kN 各樓層水平地震作用標(biāo)準(zhǔn)按下式計(jì)算： (2-2)表2-2 水平地震作用標(biāo)準(zhǔn)值層次1480.384.5195

27、.50.1184.9712617.277.8195.50.11811.0613617.2711.1195.50.11815.7514617.2714.4195.50.11820.4215617.2717.7195.50.11825.1016617.2721.0195.50.11829.7917617.2724.3195.50.11834.4718486.2427.6195.50.11853.910 (6)計(jì)算層間剪力=53.91kN=88.381kN=118.172kN=143.273kN=163.694kN=179.445kN=190.506kN=195.477KN由公式： (2-3)得：

28、0.032=15.5553.91KN0.032(+)=35.3188.381KN0.032(+)=55.06118.172KN0.032(+)=74.817143.273KN0.032(+)=94.57163.694KN0.032(+)=114.32179.445KN0.032(+)=134.075190.506KN0.032(+)=149.44195.477KN第3章 內(nèi)力計(jì)算3.1 水平荷載內(nèi)力3.1.1梁線剛度在計(jì)算梁的線剛度時(shí)，考慮樓板對(duì)梁剛度的有利影響，即板作為翼緣工作。在工程上，為簡(jiǎn)化計(jì)算，通常梁均先按矩形截面計(jì)算某慣性矩I0，然后乘以增大系數(shù):中框架梁I=2.0I0邊框架梁I=1

29、.5I0梁采用C30混凝土，EC=3.0107kN/m2，I0=1/12bh3(m4) ，KB單位：kNm橫向框架：邊跨梁300600mm 中跨梁250500mm 表3-1 框架梁線剛度計(jì)算部位截面m2跨度m截面慣性矩邊框架中框架I=1.5I0KB=EI/LI=2.0I0KB=EI/L邊跨0.300.6075.410-38.110-334714.2910.810-346285.71中跨0.250.5022.610-43.910-458500.005.210-378000.003.1.2柱的線剛度柱準(zhǔn)備采用C35混凝土，Ec=3.15107kN/M2，一般層高為3.3米，首層為5米；表3-2框架

30、柱線剛度計(jì)算柱類截面尺寸m2截面慣性矩線剛度一般層0.400.402.1310-319393.93底層0.450.453.410-320503.133.1.3柱的側(cè)移剛度D一般層：= D= （3-1）首層：= D= （3-2）表3-3 框架柱子的側(cè)移剛度柱的側(cè)移剛度柱的側(cè)移剛度種類數(shù)量h(m)Kb(kNm)Kc(kNm)DD28層中框架中柱183.3.419393.936.410.7611038.邊柱183.392571.419393.932.390.5413244邊框架中柱43.3.5819393.934.810.711172041097邊柱43.369428.5819393.931.790

31、.471127727478首層中框架中柱18520503.136.070.818846邊柱18546285.720503.132.260.658686邊框架中柱459330820503.134.550.77814230352邊柱4534714.320503.131.690.59796923377D1/D2 =0.3.1.4水平地震作用層間地震剪力和彈性位移的計(jì)算采用底部剪力法計(jì)算水平地震作用與樓層側(cè)移，表3-4 樓層重力荷載水平作用下側(cè)移計(jì)算層數(shù)樓層重力荷載Gi（kN）樓層剪力Vi=Gi（kN）樓層側(cè)移剛度Di（kN/m）層間側(cè)移i= Vi/Di（m）樓層側(cè)移i=i（m）8486.244448

32、6.244.970.001180.008067617.2671103.511.970.001180.006886617.2671720.778.970.002680.05253續(xù)表3-45617.2672338.045.970.004190.048344617.2672955.312.970.005690.042643617.2673572.579.970.008700.035452617.2674189.846.970.010200.026751480.3804670.226.130.016540.01654由上表計(jì)算出結(jié)構(gòu)基本自振周期：=0.6表3-5 水平地震作用下的層間位移層Vi(Kn

33、)hi(m)Di(kN/m)uei=Vi/Di(m)uei/ hi853.913.3.970.001310.788.3813.3.970.002150.6118.1723.3.970.002880.5143.2733.3.970.003490.4163.6943.3.970.003990.3179.4453.3.970.004370.2190.5063.3.970.004640.1195.4775.130.004760.=0.所以滿足規(guī)范規(guī)定內(nèi)的彈性位移要求。水平地震下框架柱剪力和柱彎矩 （3-3）由規(guī)范得出各參數(shù)見(jiàn)表表3-6邊柱（中框）反彎點(diǎn)計(jì)算層h(m)y0y1y2y3Y83.32.390

34、.420.0000.0000.0000.4273.32.390.470.0000.0000.0000.4763.32.390.470.0000.0000.0000.47續(xù)表3-653.32.390.500.0000.0000.0000.5043.32.390.500.0000.0000.0000.5033.32.390.500.0000.0000.0000.5023.32.390.500.0000.0000.0000.5014.22.260.550.0000.0000.0000.55表3-7中柱（中框）反彎點(diǎn)計(jì)算層h(m)y0y1y2y3Y83.36.410.450.0000.0000.000

35、0.4573.36.410.500.0000.0000.0000.5063.36.410.500.0000.0000.0000.5053.36.410.500.0000.0000.0000.5043.36.410.500.0000.0000.0000.5033.36.410.500.0000.0000.0000.5023.36.410.500.0000.0000.0000.5014.26.070.550.0000.0000.0000.55表3-8邊柱（中框）剪力和彎矩層H(m)Di(kN/m)D(kN/m)D/DiVi(kN)Vik(kN)M下（kNm）M上(kNm)83.3.977913.7

36、00.019539.110.390.4214.4019.8973.3.977913.700.019883.8117.030.4726.4229.7963.3.977913.700.0191181.7222.780.4735.3239.8353.3.977913.700.0191432.7327.610.5045.5645.5643.3.977913.700.0191636.9431.550.5052.0552.0533.3.977913.700.0191794.4534.580.5057.0657.06續(xù)表3-823.3.977913.700.0191905.0636.700.5060.556

37、0.5514.2.136374.140.0221954.7744.130.55121.3799.30表3-9中柱（中框）剪力和彎矩層H(m)Di(kN/m)D(kN/m)D/DiVi(kN)Vik(kN)M下（kNm）M上(kNm)83.3.9711038.30.027539.114.490.4521.5226.3073.3.9711038.30.027883.8123.760.5039.2039.2063.3.9711038.30.0271181.7231.770.5052.422.453.3.9711038.30.0271432.7338.770.5063.5563.5543.3.9711

38、038.30.0271636.9444.010.5072.6172.6133.3.9711038.30.0271794.4548.240.5079.8079.6023.3.9711038.30.0271905.0651.190.5084.4684.4614.2.138011.80.0281954.7755.470.55152.55124.813.1.5水平地震作用下梁端彎矩、剪力及軸力已知節(jié)點(diǎn)處平衡原理可由柱端彎矩求得梁軸線處彎矩由公式：B1=KB1/(KB1+KB2) B2=KB2/(KB1+KB2) （3-4）MB1=(MC+MC下)B1MB2=(MC+MC)B2 （3-5） （3-6）表

39、3-10梁軸線處彎矩層D(A)軸C(B)軸M下M上1MDCM下M上12MCDMCB814.4019.89114.4021.5226.300.370.639.7316.969726.4229.79156.2139.2039.200.370.6329.0149.40635.3239.83175.1652.4252.420.370.6338.7966.05續(xù)表3-10545.5645.56191.1263.5563.550.370.6347.0380.07452.0552.051104.1172.6172.610.370.6353.73910.49357.0657.061114.179.6079.6

40、00.370.6358.90100.29260.5560.551121.184.4684.460.370.6362.50106.421121.3799.301220.7152.55124.800.370.63102.62174.74表3-11水平地震作用下的梁端剪力和柱軸力標(biāo)準(zhǔn)值層DC跨梁端剪力BC跨梁端剪力柱軸力LL邊柱中柱8714.409.733.45216.96916.96916.9693.4513.527756.2129.0112.17249.4049.4049.4015.6250.756775.1638.7916.28266.0566.0566.0531.9100.525791.12

41、47.0319.74280.0780.0780.0751.64160.8547104.1153.7322.55291.4991.4991.4974.19229.7937114.158.9024.712100.29100.29100.2998.9303.9927121.162.5026.232106.42106.42106.42125.13384.1817220.7102.6246.192174.74174.74174.74171.32512.733.1.6水平地震作用下的框架內(nèi)力圖74.1951.6431.915.623.45229.79160.85100.5250.7513.5211.267

42、9.8046.779.6472.6141.547.9663.5534.016.47324.184.5029.012.3017.9391.4980.0711.82100.2972.61172.8932.2763.55148.0828.4152.4247.0366.0523.8339.2038.7949.4016.8536.5521.5269.0916.96910.8239.8352.05152.35104.1181.8435.3291.1226.4275.163.4529.7919.8919.8914.4014.409.7310.8245.5652.05303.9948.56106.4260.5

43、5120.6510.1379.609.6411.8269.09174.743172.8932.27108.1660.5548.5611.2684.4657.0682.23152.3599.30512.73152.55121.3757.0698.9125.13124.81171.32圖3-1水平地震作用下的框架內(nèi)力圖3.1.7風(fēng)荷載作用下框架柱剪力和柱彎矩（1）柱端彎矩剪力：表3-12 邊柱（中框）柱端彎矩剪力層H(m)Di(kN/m)D(kN/m)D/DiVi(kN)Vik(kN)M下（kNm）M上(kNm)83.3.97913.700.1937.871.520.422.112.973.3.97913.700.19320.473.920.476.136