某某綜合辦公樓設(shè)計(jì)畢業(yè)論文

1、 某某綜合辦公樓設(shè)計(jì)畢業(yè)論文目錄第一章建筑設(shè)計(jì)第一節(jié)建筑設(shè)計(jì)總說(shuō)明第二節(jié)平面設(shè)計(jì)第三節(jié)立面設(shè)計(jì)第四節(jié)剖面設(shè)計(jì)第二章結(jié)構(gòu)設(shè)計(jì)第一節(jié)結(jié)構(gòu)方案選擇第二節(jié)計(jì)算簡(jiǎn)圖及構(gòu)件選型第三節(jié)荷載計(jì)算第四節(jié)豎向荷載作用下的框架內(nèi)力計(jì)算第五節(jié)風(fēng)荷載作用下的框架內(nèi)力及側(cè)移計(jì)算第六節(jié)水平地震作用下的框架內(nèi)力及側(cè)移計(jì)算第七節(jié)框架內(nèi)力組合第八節(jié)截面設(shè)計(jì)第九節(jié)基礎(chǔ)設(shè)計(jì)第十節(jié)第十節(jié)樓梯設(shè)計(jì)第一章建筑設(shè)計(jì)第一節(jié)建筑設(shè)計(jì)總說(shuō)明本辦公樓主要依據(jù)任務(wù)書所提要求進(jìn)行設(shè)計(jì)。設(shè)計(jì)時(shí)首先考慮了滿足使用功能上的需求，給辦公創(chuàng)造良好條件；其次，考慮到結(jié)構(gòu)計(jì)算的簡(jiǎn)便，為使手算工作量不太繁重，在平面及立面造型上力求簡(jiǎn)潔明快；最后，在滿足使用功能的前提下

2、，為使所有房間都統(tǒng)一到本辦公樓里來(lái)，對(duì)個(gè)別房間的使用面積作了小幅調(diào)整。本辦公樓設(shè)計(jì)為六層，建筑面積為4626平方米，。為了減少南大街車輛人流的干擾，辦公樓樓南墻距大街中心22米，并緊貼街邊設(shè)置了綠化隔離帶，房間的布置形式上采用了內(nèi)廊式，將房間布置在了走廊的兩側(cè)。辦公樓樓采光要求窗地面積比為1/61/8。本辦公樓樓標(biāo)準(zhǔn)教室尺寸為4500mmX7200mm，需窗戶面積為8.110.8平方米，因此采用了兩樘3000mmX2400mm的塑鋼窗，共14.4平方米。其余房間也均能滿足采光要求。根據(jù)任務(wù)書要求，本辦公樓為鋼筋混凝土框架結(jié)構(gòu)，建筑類別為丙級(jí)，為一般民用建筑，所選建筑材料符合二級(jí)耐火等級(jí)，按合理

3、使用年限為50年設(shè)計(jì)。室內(nèi)外裝飾標(biāo)準(zhǔn)較高，詳見施工圖。設(shè)計(jì)中主要依據(jù)了以下設(shè)計(jì)規(guī)范：民用建筑設(shè)計(jì)通則(GB503522005辦公建筑設(shè)計(jì)規(guī)范(JGJ6789)、建筑設(shè)計(jì)防火規(guī)范(GBJ1687V2001修訂版)、公共建筑節(jié)能設(shè)計(jì)標(biāo)準(zhǔn)(GB501982005)、建筑采光設(shè)計(jì)標(biāo)準(zhǔn)(GB/T500332001)。第二節(jié)平面設(shè)計(jì)平面設(shè)計(jì)首先考慮滿足使用功能的需求，為辦公和會(huì)議創(chuàng)造良好的條件，重點(diǎn)考慮了交通組織、采光、通風(fēng)的良好配置，同時(shí)還要合理地安排教師休息室、廁所、盥洗室等輔助用房。平面尺寸安排上為簡(jiǎn)化結(jié)構(gòu)計(jì)算采用了對(duì)稱形式。功能分區(qū)較為合理，人流交通便捷、暢通，保證良好的安全疏散條件及安全防火要求

4、。第三節(jié)立面設(shè)計(jì)在簡(jiǎn)單的體型組合前提下，力求運(yùn)用均衡、韻律、對(duì)比、統(tǒng)一等手段，把適用、經(jīng)濟(jì)、美觀有機(jī)的結(jié)合起來(lái)。在正立面處理上，將兩個(gè)樓梯間的外墻設(shè)計(jì)時(shí)為玻璃幕墻，既增加了采光，又使整個(gè)建筑顯得活潑而不呆板，同時(shí)大門采用了不銹鋼玻璃彈簧門，上配玻璃雨篷，下為花崗巖室外臺(tái)階，均使立面效果增色不少。外墻裝飾方面，勒腳為燒毛面花崗巖石板面層，與室外臺(tái)階的面層相統(tǒng)一，既美觀，又堅(jiān)固耐久；其余外墻面為涂料面層，因?yàn)楸匕逋鈷熹摻z網(wǎng)抹灰層的裝飾面層宜用涂料，選用了仿石涂料，顏色為淡黃色和銀灰色相間，由白色壓線分隔，在山墻處取消了銀灰色部分，改為淡黃色，目的是為了保證白色壓線的連續(xù)。第四節(jié)剖面設(shè)計(jì)建筑物室內(nèi)

5、外高差取0.45米，滿足防水、防潮和內(nèi)外聯(lián)系方便的要求。層高的確定，按公共建筑設(shè)計(jì)規(guī)范(GBJ9986)的要求，考慮到本辦公樓樓為框架結(jié)構(gòu)，框架梁的截面高度較高，故層高取值為3.9米。這樣的層高，對(duì)布置窗戶滿足采光與自然通風(fēng)要求來(lái)講已足夠。對(duì)于底層的階梯教室，為了使后排也能獲得較高的空間，將前部地面下降0.45米。另外，辦公室的層高也統(tǒng)一取為3.9米。除階梯教室外，所有房間的窗臺(tái)高度均取0.9米，保證辦公桌上有充足的光線。第二章結(jié)構(gòu)設(shè)計(jì)第一節(jié)結(jié)構(gòu)方案的選擇依據(jù)混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范(GB500102002)及建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范(GB50007-2002),本辦公樓框架結(jié)構(gòu)的抗震等級(jí)為三級(jí)、地基基

6、礎(chǔ)設(shè)計(jì)等級(jí)為丙級(jí)。一、上部結(jié)構(gòu)承重方案的選擇根據(jù)建筑設(shè)計(jì)結(jié)果，本辦公樓樓結(jié)構(gòu)平面布置較為規(guī)則，荷載分布比較均勻，故考慮按橫向框架承重的全現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)計(jì)算。結(jié)構(gòu)平面布置示意圖如下：二、基礎(chǔ)類型的確定上部結(jié)構(gòu)荷載不大，且地基均勻，地基承載力適中，故基礎(chǔ)可做成柱下獨(dú)立基礎(chǔ)，持力層為粘土層（地基承載力特征值fk=290Kpa）。初步擬ak定基礎(chǔ)頂面標(biāo)高為一2.300m。第二節(jié)計(jì)算簡(jiǎn)圖及構(gòu)件選型一、計(jì)算簡(jiǎn)圖由結(jié)構(gòu)平面示意圖知，采用橫向框架承重方案時(shí)，需要計(jì)算軸、軸、軸、軸、軸、軸處共6榀框架，現(xiàn)選其中有內(nèi)橫墻的軸處框架進(jìn)行手算。因建筑設(shè)計(jì)時(shí)，有部分柱的中心并未與定位軸線重合，而在結(jié)構(gòu)計(jì)算中，梁

7、的計(jì)算跨度應(yīng)取柱中心線之距離，故某些梁的計(jì)算跨度與定位軸線間距不等，需重新計(jì)算確定。初步確定框架柱截面尺寸為500mmX500mm,故軸處框架梁的計(jì)算跨度分別為：7.0m、3.0m和7.0m。由初步擬定的基礎(chǔ)頂面標(biāo)高為-2.300m可得底層柱的計(jì)算高度為6.2m,其余各層柱計(jì)算高度均為4.9m。軸處框架計(jì)算簡(jiǎn)圖如下：二、主要構(gòu)件選型1、框架梁。梁截面高度按梁跨度1/121/8估算，邊跨梁：bXh=300X700(mm)中跨梁：bXh=300X500(mm)。2、框架柱。經(jīng)估算，在滿足三級(jí)抗震等級(jí)軸壓比的前提下，柱截面尺寸為：bXh=500X500(mm)，沿全柱高不變。3、現(xiàn)澆板。屋面板厚度取

8、為h=100mm,樓面板厚度取h=120mm。均滿足“規(guī)范”要求。4、連系梁。連系梁的截面尺寸取bXh=300X570(mm),截面高度取570mm是為了滿足建筑上的要求，使外縱墻的連系梁兼做窗戶過(guò)梁。三、框架梁、柱截面特征及線剛度計(jì)算對(duì)于本工程，因?yàn)槿F(xiàn)澆結(jié)構(gòu)，故該榀框架梁的截面慣性矩取值為I=210。計(jì)算結(jié)果見表1。表1框架梁、柱截面特征及線剛度計(jì)算表構(gòu)件名稱構(gòu)件位置截面尺寸bXh(mXm)跨(高)度1(h)(m)截面慣性矩I0(m4)截面計(jì)算慣性矩I0(m4)桿線剛度i=Ec/1(h)線剛度相對(duì)值(也)梁邊跨0.3X0.77.08.575X10-317.15X10-32.45EX10-3

9、C1.84中跨0.3X0.53.03.125X10-36.25X10-32.083EX10-3C1.56柱底層0.5X0.55.25.208X10-35.208X10-31.002EX10-3C0.75其余層0.5X0.53.95.208X10-35.208X10-31.335EX10-3C1第三節(jié)荷載計(jì)算、屋面梁荷載1、屋面荷載。計(jì)算結(jié)果見表2。表2屋面荷載計(jì)算表荷載類別荷載名稱荷載標(biāo)準(zhǔn)值(kN/m2)備注恒載3厚SBS0.0520厚水泥沙漿找平層0.02X20=0.4水泥爐渣找坡層(平均厚度125)0.125X14=1.75100厚聚苯板保溫層0.1X0.2=0.02100厚現(xiàn)澆屋面板0.

10、1X25=2.520厚板底粉刷0.02X17=0.34合計(jì)5.06活載雪荷載0.25因活荷載不小于雪荷載，故雪荷載舍去。屋面均布活荷載0.5合計(jì)0.52、屋面梁自重。邊跨梁及梁側(cè)粉刷重:0.3X0.6X25+0.02X0.6X17X2=4.91(kN/m),中跨梁及梁側(cè)粉刷重:0.3X0.4X25+0.02X0.4X17X2=3.27(kN/m)。3、屋面梁線荷載。計(jì)算結(jié)果見表3。表3屋面梁線荷載計(jì)算表構(gòu)件位置荷載類別線荷載標(biāo)準(zhǔn)值(kN/m)備注邊跨恒載5.06X4.5+4.91=27.68活載0.5X4.5=2.25中跨恒載5.06X4.5+3.27=26.04活載0.5X4.5=2.25二

11、、樓面梁荷載1、樓面荷載1 1 io計(jì)算結(jié)果見表4。表4樓面荷載計(jì)算表荷載類別荷載名稱荷載標(biāo)準(zhǔn)值(kN/m2)備注恒載30厚水磨石面層0.65120現(xiàn)澆鋼筋混凝土樓板0.12X25=320厚板底粉刷0.02X17=0.34合計(jì)3.99活載室內(nèi)2.0X0.9=1.8折減系數(shù)0.9走廊2.52、樓面梁自重。邊跨梁及梁側(cè)粉刷重：0.3X0.58X25+0.02X0.58X17X2=4.74(kN/m)中跨梁及梁側(cè)粉刷重：0.3X0.38X25+0.02X0.38X17X2=3.11(kN/m)3、內(nèi)橫墻自重。砌體：(3.90.5)X0.2X8=5.44(kN/m)雙面粉刷：(3.90.5)X0.02

12、X17X2=2.31(kN/m)合計(jì)：7.55kN/m。4、樓面梁線荷載。計(jì)算結(jié)果見表5。表5樓面梁線荷載計(jì)算表構(gòu)件位置荷載類別線荷載標(biāo)準(zhǔn)值(kN/m)備注邊跨恒載3.99X4.5+7.75+4.74=30.45活載1.8X4.5=8.1中跨恒載3.99X4.5+3.11=21.07活載2.5X4.5=11.25三、風(fēng)荷載本辦公樓樓基本風(fēng)壓：W=0.65kN/m2，風(fēng)荷載體型系數(shù)：迎風(fēng)面k卩=0.8,背風(fēng)面卩=-0.5，地面粗糙度類別為C類；女兒墻高0.9m,室內(nèi)ss外高差0.45m。風(fēng)壓高度變化系數(shù)見下圖：將風(fēng)荷載作為集中荷載作用在框架節(jié)點(diǎn)上，可由公式F二卩WA求得sz0每層樓面處的風(fēng)荷載值

13、。計(jì)算結(jié)果見表6。表6風(fēng)荷載計(jì)算結(jié)果表作用點(diǎn)二層樓面三層樓面四層樓面五層樓面六層樓面屋面水平風(fēng)力F(kN)10.349.299.299.3210.0413.59第四節(jié)豎向荷載作用下的框架內(nèi)力計(jì)算一、分層法內(nèi)力計(jì)算采用分層法進(jìn)行近似計(jì)算。因屋面活荷載很小,故不考慮活荷載的最不利布置,按滿載計(jì)算,在后面的內(nèi)力組合中,屋頂?shù)摹昂爿d+活載”總值按恒載處理；其余樓層按恒載和活荷載最不利布置分別計(jì)算。54.34109.9677.5997.0877.59-77.5997.021197.02-56.1154.3423.86109.96101.3101.342.3242.3218.6297.08101.3101

14、.3101./77.59-42.3242.3277.5918.62101.332-77.59101.318.62101.397.0077.593277.59101.73.55-42.818.62101.373.55彎矩計(jì)算結(jié)果以彎矩圖的形式列于表7。19.1恒載作用下彎距作用分配圖活載作用下彎距作用分配圖二、豎向荷載作用下框架梁內(nèi)力組合根據(jù)分層法計(jì)算結(jié)果，把同一開口框架按恒載和活載最不利布置引起的彎矩相加，可求得梁端彎矩組合值，同樣，跨中彎矩及梁端剪力也由恒載和活載最不利布置組合求得?？紤]到鋼筋混凝土結(jié)構(gòu)的內(nèi)力重分布，將豎向荷載作用下的梁端彎矩進(jìn)行調(diào)幅，本框架取調(diào)整系數(shù)為B=0.9，并將梁端所

15、減少的彎矩平均值加到跨中彎矩上，當(dāng)跨中為負(fù)彎矩時(shí)，不進(jìn)行彎矩調(diào)幅。豎向荷載作用下框架梁內(nèi)力組合匯總見表8。表8豎向荷載作用下框架梁內(nèi)力組合匯總表樓層構(gòu)件名稱控制截面彎矩值(kNm)B調(diào)整后彎矩值(kNm)梁端剪力(kN)恒載活載恒載活載恒載活載頂層邊跨梁A端54.340.948.9199.98跨中+109.96+125.09B端97.020.987.32112.18中跨梁B端56.110.950.543.0跨中23.8623.86標(biāo)準(zhǔn)層邊跨梁A端77.5921.110.969.8319.0103.1927.75跨中+97.08+26.41+114.98+31.61B端101.330.950.9

16、91.1727.86109.9634.98中跨梁B端42.3219.110.938.0817.231.626.23跨中18.627.8618.627.86底層邊跨梁A端73.5520.030.966.1918.03102.6132.2跨中+99.0+26.96+116.57+32.06B端101.330.010.991.1727.91110.5435.17中跨梁B端42.819.640.938.5217.6731.626.52跨中19.17.9819.17.98三、豎向荷載作用下框架柱內(nèi)力計(jì)算由于框架柱不僅受到框架梁傳遞來(lái)的恒載與活載，而且受到連系梁傳遞來(lái)的恒載和柱自身的重量，故需先計(jì)算連系梁

17、傳遞來(lái)的恒載及柱自重，荷載按標(biāo)準(zhǔn)值計(jì)算。為簡(jiǎn)化計(jì)算，不計(jì)梁連續(xù)性的影響。女兒墻。壓頂圈梁：0.300X0.1X25=0.75(kN/m)粉煤灰砌體：(0.90.1)X0.2X8=1.28(kN/m)60mm厚保溫板：(0.90.1)X0.06X0.2=0.01(kN/m)雙面抹灰(含鋼絲網(wǎng))0.9X0.025X21X2=0.95(KN/m)合計(jì)：(0.75+1.28+0.01+0.95)X4.5=13.43(kN)連系梁。0.3X0.57X25X4.5=19.24(kN)外縱墻。砌體：(3.90.57)X(4.50.5)2.4X3X0.3X8=14.69kN)塑鋼窗：2.4X3X0.45=3.

18、24(kN)外保溫層：(4.5X3.92.4X3)X0.06X0.2=0.12(kN)外墻抹灰(含鋼絲網(wǎng))(4.5X3.92.4X3)X0.025X22=5.69(kN)內(nèi)墻抹灰：(4.5X3.92.4X3)X0.02X17=3.52(kN)合計(jì)：14.69+3.24+0.12+5.69+3.52=27.26內(nèi)縱墻。砌體：(3.90.57)X(4.50.5)2.7X1X0.2X8=16.99kN)木門：2.7X1X0.2=0.54(kN)內(nèi)墻雙面抹灰：(4.5X3.92.7X1)X0.02X17=10.1(kN)合計(jì)：16.99+0.54+10.1=27.63(kN)層間柱自重。A底層邊柱：0

19、.5X0.5X(5.20.7)X25=28.13(kN)中柱：0.5X0.5X(5.20.5)X25=29.38(kN)b.其余層邊柱：0.5X0.5X(3.90.7)X25=20.0(kN)中柱：0.5X0.5X(3.90.5)X25=21.25(kN)根據(jù)分層法計(jì)算結(jié)果，通過(guò)活載與恒載的組合，可得框架柱在豎向荷載作用下的內(nèi)力。求框架柱最大彎矩的活荷載組合方法：邊柱：求邊柱柱底內(nèi)側(cè)和柱頂外側(cè)產(chǎn)生的最大拉應(yīng)力彎矩時(shí)，在兩邊跨的上、下兩層布置豎向荷載，然后再隔跨隔層布置。中柱：求中柱柱底外側(cè)和柱頂內(nèi)側(cè)產(chǎn)生的最大拉應(yīng)力彎矩時(shí)，在兩邊跨的上、下兩層布置豎向荷載，然后再隔跨隔層布置。由于柱端彎矩均系上

20、、下兩個(gè)開口框架的柱端彎矩疊加，將使拼合后的節(jié)點(diǎn)彎矩不平衡，故需將不平衡彎矩重新分配，但不再傳遞。詳細(xì)計(jì)算過(guò)程從略，計(jì)算結(jié)果列于表9。樓戸構(gòu)件截面Mmax(kNm)名稱位置恒載活載六柱頂63.012.36邊柱層柱底52.3910.56中柱柱頂48.182.15與Mmax對(duì)應(yīng)的N(kN)恒載活載恒載130.28150.28172.05172.05表9豎向荷載作用下框架柱內(nèi)力組合匯總表Nmax與Nmax對(duì)應(yīng)的M(kN)(kNm)活載恒載活載TOC o 1-5 h z63.012.3652.3910.5648.181.41柱底40.388.73193.3193.340.385.75五邊柱柱頂48.5

21、13.2299.0727.75299.0727.7548.513.2層柱底48.513.2319.0727.75319.0727.7548.513.2柱頂37.3311.06379.8228.95379.8252.4637.337.34中柱柱底37.3311.06401.0728.95401.0752.4637.337.34柱頂48.513.2467.8555.5467.8555.548.513.2四邊柱柱底48.513.2487.8555.5487.8555.548.513.2層柱頂37.3311.06587.5846.43587.58104.9337.337.34中柱柱底37.3311.0

22、6608.8346.43608.83104.9337.337.34柱頂48.513.2636.6355.5636.6383.2548.513.2三邊柱柱底48.513.2656.6355.5656.6383.2548.513.2層柱頂37.3311.06795.3575.38795.35157.3937.337.34中柱柱底37.3311.06816.675.38816.6157.3937.337.34柱頂48.9813.33805.42口55.5805.42111.048.9813.33二邊柱柱底50.2613.69825.4255.5825.42111.050.2613.69層柱頂37.8

23、711.211003.1292.861003.12209.8637.877.47中柱柱底39.2711.611024.3792.861024.37209.8639.277.84柱頂32.878.95973.6283.25973.62138.632.878.95邊柱柱底16.434.481001.7483.251001.74138.616.434.48層柱頂27.07.981211.47121.811211.47262.7327.05.18中柱柱底13.53.991240.84121.811240.84262.7313.52.59第五節(jié)風(fēng)荷載作用下的框架內(nèi)力及側(cè)移計(jì)算采用水平荷載作用下的D值法進(jìn)

24、行分析計(jì)算。因左、右風(fēng)荷載作用效果相同，僅方向相反，故只取左風(fēng)作用時(shí)計(jì)算。一、修正后的框架柱側(cè)移剛度D在計(jì)算K時(shí)，為計(jì)算方便，仍采用相對(duì)剛度，框架柱修正側(cè)移剛度D計(jì)算過(guò)程及結(jié)果見表10。表10框架柱修正剛度D值計(jì)算表-工iK=b(底層)i2K=-(其余層)2ica=0.5+5(底層)2+Ka=2+k（其余層）相對(duì)抗剪剛度K=075=2-45a=0.5+2.45=0.662+2.45“x51x075=0220.44K=沁4=3.4a=1.84=0.482+1.84“48x31x1=0380.76a=0.5+4.53=0.772+4.53-077x51!x075=0260.52a=3.4=0.63

25、2+3.4a=0.63331x1=0.5、風(fēng)荷載作用下的框架內(nèi)力計(jì)算D根據(jù)已算得的框架柱抗剪剛度相對(duì)值，由公式Vjk可求得j每根柱所承受的剪力，然后由查表得到的反彎點(diǎn)高度比可求得柱端彎矩，并可進(jìn)一步求得梁端彎矩和剪力，最后求出軸力。計(jì)算過(guò)程及結(jié)果見表11和表12。表11風(fēng)荷載作用下框架柱內(nèi)力匯總表樓層(kN)邊柱中柱VjkM底(kNm)M頂頂(kNm)N(kN)VjkM底(kNm)M頂頂(kNm)N(kN)六層13.592.994.557.111.653.816.698.170.86五層23.635.29.139.135.46.6212.9112.913.12四層32.957.2513.851

26、3.8511.159.2318.018.06.852 2 三層42.249.2918.1218.1218.8911.8323.0723.0711.97二層51.5311.3422.1122.1128.5914.4328.1428.1417.98一層61.8714.2342.9231.0841.3716.747.7639.0825.81表12風(fēng)荷載作用下框架梁內(nèi)力匯總表樓層邊跨梁中跨梁A端B端B端M(kNm)V(kN)M(kNm)V(kN)M(kNm)V(kN)六層7.11-1.654.41+1.653.76-2.51五層15.7-3.7510.58+3.759.02-6.01四層23.55-5

27、.7516.69+5.7514.22-9.48三層31.97-7.7422.18+7.7418.89-12.59二層40.23-9.727.65+9.723.56-15.71一層53.19-12.7836.3+12.7830.92-20.61三、風(fēng)荷載作用下框架側(cè)移計(jì)算由于本框架樓高度較小，寬度相對(duì)較大，因此在風(fēng)荷載作用下，由柱軸向變形產(chǎn)生的側(cè)移在總側(cè)移中所占比例相當(dāng)小，故不予考慮，僅計(jì)算由框架梁、柱彎曲變形所引起的側(cè)移量?？蚣艿捻旤c(diǎn)側(cè)移量可近似地看作由各樓層處層間側(cè)移累加而得；各層V側(cè)移值可由公式Auy.二可古求得；層間柱總剛度由前面已算得的框架柱j修正剛度D值求得，混凝土強(qiáng)度等級(jí)為C30，

28、彈性模量為3.0X104N/mm2。風(fēng)荷載作用下框架側(cè)移量計(jì)算結(jié)果見表13。表13風(fēng)荷載作用下框架梁柱彎曲變形引起的側(cè)移量計(jì)算表層V.(kN)為Dj(kN/m)h.j(mm)Au.j(mm)u.j(mm)AuJhij!Au/h六層13.595.28X10439000.2665.261/146611/500五層23.635.28X10439000.455.01/86661/500四層32.955.28X10439000.624.551/62901/500三層42.245.28X10439000.83.931/48751/500二層51.535.28X10439000.983.131/39801/

29、500一層61.872.88X10452002.152.151/24191/500本框架結(jié)構(gòu)總高度(從基礎(chǔ)頂面算起)：H=5.2+3.9X5=24.7(m)框架頂點(diǎn)側(cè)移量u=5.26(mm)u/H=5.26/24700=l/4696Vl/650,滿足“規(guī)范”要求。第六節(jié)水平地震作用下的框架內(nèi)力及側(cè)移計(jì)算一、底部剪力法計(jì)算水平地震作用1、各樓層重力荷載代表值計(jì)算。根據(jù)公式G=G+工屮Q計(jì)算，其中活荷載和雪荷載的組合值系數(shù)EkQijk屮取值為0.5。計(jì)算結(jié)果見下圖所示(單位一kN)：QiG=696.296G=826.695G=826.694G=826.693G=826.692G=842.9512、

30、結(jié)構(gòu)基本自振周期計(jì)算。結(jié)構(gòu)基本自振周期由公式=1.7U計(jì)算，本框架結(jié)構(gòu)取2=0.7。1TvTT結(jié)構(gòu)頂點(diǎn)假想側(cè)移值u的計(jì)算過(guò)程及結(jié)果及表14。T表14結(jié)構(gòu)頂點(diǎn)假想側(cè)移值計(jì)算表樓層V.(kN)ED.(kN/m)Au.j(m)Ut(m)六層696.295.28X1040.0130.391五層1522.985.28X1040.0290.378四層2349.675.28X1040.0450.349三層3176.365.28X1040.0600.304二層4003.055.28X1040.0760.244一層4846.02.88X1040.1680.168故T=1.7X0.7Xj=0.744(s)13、底

31、部剪力及各層剪力計(jì)算?；咀哉裰芷诘乃降卣鹩绊懴禂?shù)T035a=(丄)0.9a=()0.9X0.08=0.0411Tmax0.7441G=SG=842.95+826.69X4+696.29=4846(kN)j底部剪力：F=a嚴(yán)=0.041X0.85X4846=168.88(kN)Ek1T=0.7441.4T=1.4X0.35=0.49，故需計(jì)算頂部附加水平地震1g力：6=0.08T0.02=0.08X0.7440.02=0.04n1所以AF=6F=0.04X168.88=6.76(kN)nnEkGH由公式Fj=EGHFEk(1_5丿求得各層水平地震力。計(jì)算結(jié)果見kk表15。表15水平地震作用下

32、各樓層地震力及剪力標(biāo)準(zhǔn)值樓層六層五層四層三層二層一層Fj(kN)46.0239.2531.8924.5317.1710.01匕(kN)46.0285.27117.16141.69158.86168.88二、水平地震作用下框架梁、柱內(nèi)力計(jì)算依據(jù)算得的各樓層剪力值V及框架柱修正剛度D值，即可求得單根柱j所承受的剪力V，進(jìn)而由查表得到的反彎點(diǎn)高度系數(shù)可求得柱端彎矩和jk梁端彎矩，最后求出梁的剪力和柱的軸力。計(jì)算過(guò)程及結(jié)果見表16及表17。表16水平地震作用下框架梁內(nèi)力匯總表樓層邊跨梁中跨梁A端B端B端M(kNm)V(kN)M(kNm)V(kN)M(kNm)V(kN)六層24.08-5.5714.93

33、5.5712.72-8.48五層55.63-13.2837.3613.2831.83-21.22四層84.2-20.5659.6920.5650.84-33.89三層110.05-26.6276.3126.6265.01-43.34二層128.93-31.0888.6131.0875.49-50.33一層152.98-36.78104.4636.7888.98-59.32表17水平地震作用下框架柱內(nèi)力匯總表樓層(kN)邊柱中柱VjkM底(kNm)M頂(kNm)N(kN)VjkM底(kNm)M頂(kNm)N(kN)六層46.0210.1215.3924.085.5712.8922.6227.65

34、2.91五層85.2718.7632.9240.2418.8523.8846.5746.5710.85四層117.1625.7849.2751.2839.4132.863.9663.9624.18三層141.6931.1760.7860.7866.0339.6777.3677.3640.9二層158.8634.9568.1568.1597.1144.4886.7486.7460.15一層168.8838.84117.1424.83133.8945.6130.42106.782.69三、水平地震作用下框架側(cè)移計(jì)算與風(fēng)荷載作用下的框架側(cè)移量計(jì)算相似，同樣忽略由于柱軸向變形所產(chǎn)生的側(cè)移量。計(jì)算結(jié)果見

35、表18。表18水平地震作用下框架梁柱彎曲變形引起的側(cè)移量計(jì)算表樓層V.(kN)為Dj(kN/m)h.j(mm)Au.j(mm)u.j(mm)AuJhij!Au/h六層46.025.28X10439000.8716.251/44831/450五層85.275.28X10439001.6115.381/24221/450四層117.165.28X10439002.2213.771/17571/450三層141.695.28X10439002.6811.551/14551/450二層158.865.28X10439003.018.871/12961/450一層168.882.88X10452005.

36、865.861/8871/450結(jié)構(gòu)總高度H=24.7m，框架頂點(diǎn)側(cè)移量u=16.25mmu/H=16.25/24700=l/1520Vu/H=1/550滿足“規(guī)范”要求。第七節(jié)框架內(nèi)力組合本結(jié)構(gòu)考慮了三種種內(nèi)力組合方式，即：1.2S+1.4SGkQk1.2S+0.9(1.4S+1.4S)GkQkWk丫咔(1.2S+1.3S)或丫咋(1.0S+1.3S)REGkEhkREGkEhk本框架7re取值：梁端彎矩取0.75；梁、柱剪力取0.85；柱端彎矩及軸力的取值：軸壓比小于0.15時(shí)，7RE=0.75,軸壓比不小于0.15時(shí)，7RE=0.80，經(jīng)計(jì)算，僅第五、第六層的柱軸壓比小于0.15，其余各

37、層均大于0.15，故僅對(duì)第五、第六層柱的柱端彎矩及軸力取7RE=0.75，其余各層取7RE=0.80。在前面的計(jì)算中，S、S、S及S均已求得，現(xiàn)只需對(duì)其進(jìn)行組合GkQkWkEhk即可，組合時(shí)，考慮風(fēng)向及地震力方向可能向左，也可能向右兩種情況，即考慮其最不利作用。對(duì)于梁端彎矩，由于重力荷載產(chǎn)生的彎矩對(duì)結(jié)構(gòu)有利，故與地震作用組合時(shí)7取1.0，即此時(shí)的梁端彎矩為M=1.3M1.0M。GEhGE由于框架軸剪力相對(duì)較小，經(jīng)試算，構(gòu)造配筋已足夠抗剪，故對(duì)框架柱剪力不予組合。對(duì)于需考慮地震作用的組合項(xiàng)，已按“規(guī)范”要求進(jìn)行了調(diào)整，即對(duì)柱上、下端的彎矩設(shè)計(jì)值有：a、底層：按考慮地震作用的彎矩設(shè)計(jì)值乘以系數(shù)1.

38、15b、其余層：工M=1.1工M（三級(jí)抗震等級(jí)）cb框架梁、柱內(nèi)力組合結(jié)果見表19及表20。表19框架梁內(nèi)力組合表（單位：MkNm，VkN)樓構(gòu)件名稱截面位內(nèi)各種作用效應(yīng)下的內(nèi)力標(biāo)準(zhǔn)值置SQkSWk內(nèi)力組合項(xiàng)M48.91A端V99.98邊跨跨中M+125.09梁B端M87.32六112.18V力SGk7.11SEhk24.08內(nèi)力設(shè)計(jì)值50.51.655.571.35+4.411.653.764973586967.6513.2067.5067.65119.98+122.06+108.14122.06458+15011+151.81+117.05+1518101+148.41+108.12151

39、.81110349314干14.93-104.7899.0250.9311.345.57134.61136.69120.57136.69中跨梁跨中43.02.51M23.8612.7260.655.8665.3425.4757.8565.348.4851.654.7653.2354.7623.8623.8617.9023.86M69.8319.0V103.1927.7515.755.63110.40+1.87+1.873.7513.2887.95127.52117.09127.52162.68163.52119.93163.52中跨梁邊跨梁跨中B端B端跨中A端跨中M+114-98+31-612

40、-569-14+182-23+l74；58+94：575M91.1727.86+10.58+37.36148.41V109.9634.983.7513.28M38.0817.209.0231.83V31.626.236.0121.22M18.627.8600M69.8319.023.5584.20V103.1927.755.5720.56+182.23-157.84-118.48131.1831.95180.92180.75126.83180.92_Z2Q7Q56.0+2.47+2.47697878.7365.3178.7374.6478.5455.6878.5433.3532.2522.34

41、33.3511nan78.06+29.72+29.721104U137.41144.94144.94162.68166.04127.97166.04157.84M+11498+31.613431226+18223+182.48+911510+182.231655414025M91.1727.86+16.69+59.69148.41；蔦煮囂123.4810.18165.54V109.9634.985.7520.56180.92183.27134.88183.27中跨梁邊跨梁中跨梁邊B端跨中A端跨中B端B端跨中A端M38.08V31.6M18.62M69.83V103.1917.226.237.8

42、619.027.7514.2250.8469.7849.4585.29+21.0183.84+21.0185.299.4833.8974.6482.9169.6882.9133.3532.2522.3433.3531.9784.20110.40+29.72+54.937.7420.5678.09137.41144.94170.15162.68166.04127.97168.5512.26+182.23+18?.48+11553+183.98M91.1727.86+22.18+59.69148.41豔54W.0：M+114.98+31.614.90V109.9634.987.7420.56180

43、.92183.27134.88185.78M38.0817.269.7849.45+21.01+34.8218.8950.8485.2983.8497.66V31.626.2312.5933.8974.6482.9169.6886.83M18.627.860033.3532.2522.3433.35M69.8319.057.05+73.33+73.33128.9110.4040.23158.43188.55188.55跨梁跨中V103.1927.759.7031.08112.68171.02139.60171.02M+114.98+31.616.29“土“+182.23+185.73茫.0丫+

44、185.7320.16+169.88+83.831793516845+1802M-9117-2786干乩65干88.01-148.41-109.67+18.02-179.35中跨梁邊跨梁中跨梁跨中跨中跨中9.7031.08180.92188.25164.50188.2569.78-37.68+45.04+45.0423.5675.49-97.05-107.87-107.8715.7150.3374.6490.7687.8590.7600-33.35-32.25-22.34-33.3553.19152.9104.67-35.13+99.51+99.51-169.17-208.73-208.731

45、2.7836.78168.21179.81145.30179.81V109.9634.98M-38.08-17.22V31.6026.23M-18.627.86M-66.19-18.03V102.6132.20土+18477+190.93+128.57+1909324.26+169.63+81.2611903118390+3347M-9117-2791干迢30干104.4-148.48-98.83+33.47-190.31M+116.57+32.068.45V110.5435.17M-38.52-17.67V31.626.52M-19.10-7.9812.7830.9220.6136.7888

46、.9859.32181.98193.07153.39193.07”-29.53+57.87+57.877096-107.45-121.42-121.4275.05-34.0997.3097.7897.78-32.97-22.92-34.09表20框架柱內(nèi)力組合表（單位MkNmNkN）樓層構(gòu)件名稱截面位置內(nèi)力各種作用效應(yīng)組合項(xiàng)內(nèi)力設(shè)計(jì)值SGkSQkSWkSEhk六MMmax+63.01+2.36+7.11+24.08+78.91+87.54+80.19邊柱Nmax相應(yīng)的M+63.01+2.36+78.91+87.54+80.19M=87.54頂NNmax+130.28+1.65+5.57+156

47、.34+158.42+122.68N=1158.42柱Mmax相應(yīng)的N+130.28+156.34+158.42+122.68柱MMmax+52.39+10.56+4.55+15.39+77.65+81.91+62.16M=81.91182.42層底Nmax相應(yīng)的M+52.39+10.56+77.65+81.91+62.16NNmax+150.28+1.65+5.57+180.34+180.42+140.68Mmax相應(yīng)的N+150.28+180.34+180.42+140.68中柱柱頂MMmax-48.18-2.15+&17+27.65-60.82-70.82-70.32M=70.82N=2

48、05.38M=49.30N=207.54Nmax相應(yīng)的M-48.18-1.41-59.79-49.30-16.40NNmax+172.05+0.86+2.91+206.46+207.54+157.68Mmax相應(yīng)的N+172.05+206.46+205.38+152.01柱底MMmax-40.38-8.73+6.69+22.62-60.67-67.89-58.4M=67.89N=230.88M=51.03N=233.04Nmax相應(yīng)的M-40.38-5.75-56.5-51.03-14.29NNmax+193.3+0.86+2.91+231.96+233.04+176.81Mmax相應(yīng)的N+1

49、93.3+231.96+230.88+171.13五層邊柱柱頂MMmax+48.5+13.2+11.15+40.2476.6888.8882.88Nmax相應(yīng)的M+48.5+13.276.6888.8882.88M=88.88N=400.65NNmax+299.07+27.5+5.4+18.85397.73400.65287.54Mmax相應(yīng)的N+299.07+27.5397.73400.65287.54柱底MMmax+48.5+13.2+9.13+32.9276.6886.3475.75Nmax相應(yīng)的M+48.5+13.276.6886.3475.75M=86.34N=424.6NNmax+

50、319.07+27.5+5.4+18.85421.73424.6305.54Mmax相應(yīng)的N+319.07+27.5421.73424.6305.54中柱柱頂MMmax-37.33-11.06+12.91+46.57-60.2875.0-79.0Nmax相應(yīng)的M-37.33-7.34-55.07-37.7811.81M=-79.0N=331.26NNmax+379.82+52.46+3.12+10.85529.23525.81352.42Mmax相應(yīng)的N+379.82+28.95496.31488.33331.26柱底MMmax-37.33-11.06+12.91+46.57-60.28-75

51、.0-79.0VVM=-79.0N=350.38M=-55.07N=554.73Nmax相應(yīng)的M-37.33-7.34-55.07-37.7811.81NNmax+401.07+52.46+3.12+10.85554.73551.31371.54Mmax相應(yīng)的N+401.07+28.95521.81513.83350.38四邊柱柱頂MMmax48.513.2+14.2+51.2876.6893.099.89Nmax相應(yīng)的M48.513.276.6893.099.89VM=99.89N=490.12NNmax467.8555.5+11.15+39.41639.12645.4490.12層Mmax

52、相應(yīng)的N467.8555.5639.12645.4490.12柱底MMmax48.513.2+13.85+49.2776.6892.2897.8Nmax相應(yīng)的M48.513.276.6892.2897.8M=93.0VN=645.4NNmax487.8555.5+11.15+39.41663.12669.4509.32Mmax相應(yīng)的N487.8555.5663.12669.4509.32中柱柱頂MMmax-37.33-11.06+18.0+63.96-60.28-81.41-102.36M=97.8N=509.32M=92.28N=669.4Nmax相應(yīng)的M-37.33-7.34-55.07-

53、31.3630.68NNmax587.58104.93+6.85+24.18852.0845.94589.22Mmax相應(yīng)的N587.5846.43770.1754.97538.93柱底MMmax-37.33-11.06+18.0+63.96-60.28-81.41-102.36VVM=102.36N=559.33rM=60.28N=877.50Nmax相應(yīng)的M-37.33-7.34-55.07-31.3630.68NNmax608.83104.93+6.85+24.18877.5871.44609.62Mmax相應(yīng)的N608.8346.43795.6780.47559.33層柱柱頂MMmax

54、48.513.2+18.12+60.7876.6897.66109.77M=109.77n=679.84M=97.66N=892.65Nmax相應(yīng)的M48.513.276.6897.66109.77NNmax636.6383.25+18.89+66.03880.51892.65679.84Mmax相應(yīng)的N636.6355.5841.66957.69679.84柱底MMmax48.513.2+18.12+60.7876.6897.66109.77VVM=109.77N=679.84M=97.66N=916.65Nmax相應(yīng)的M48.513.276.6897.66109.77NNmax656.63

55、83.25+18.89+66.03904.51916.65699.04Mmax相應(yīng)的N656.6355.5865.66881.69699.04中柱柱頂MMmax-37.33-11.06+23.07+77.36-60.28-87.8-116.29VVM=116.29N=721.0M=55.07N=1174.77Nmax相應(yīng)的M-37.33-7.34-55.07-24.9844.62NNmax795.35157.39+11.97+40.91174.771167.81806.07Mmax相應(yīng)的N795.3575.381059.951034.32721.0柱底MMmax-37.33-11.06+23.

56、07+77.36-60.28-87.2-116.29JM-116.29VN=741.4JM=55.07N=1200.27Nmax相應(yīng)的M-37.33-7.34-55.07-24.9844.62NNmax816.6157.39+11.97+40.91200.271193.31826.47Mmax相應(yīng)的N816.675.381085.451059.82741.4-二二邊柱MMmax48.9813.3+22.11+68.1577.44103.43117.9JM=117.90N=874.2M=103.43N=1142.393 3 Nmax相應(yīng)的MNmaxMmax相應(yīng)的NMmaxNmax相應(yīng)的MNmax

57、Mmax相應(yīng)的NMmaxNmax相應(yīng)的MNmaxMmax相應(yīng)的NMmaxNmax相應(yīng)的MNmaxMmax相應(yīng)的NMmaxNmax相應(yīng)的MNmaxMmax相應(yīng)的NMmaxNmax相應(yīng)的MNmaxMmax相應(yīng)的NMmaxNmax相應(yīng)的MNmaxMmax相應(yīng)的NMmaxNmax相應(yīng)的MNmax48.98805.42805.4250.2650.26825.42825.42-37.87-37.871003.121003.12-39.27-39.271024.371024.3732.8732.87973.62973.6216.4316.431001.741001.74-27-271211.471211.4

58、7-13.5-13.51240.8413.377.44103.43117.9111.055.513.6913.69111.055.5-11.21-7.47209.8692.86-11.61-7.84209.8692.86138.683.254.484.48138.683.25-7.98-5.18262.73121.81-3.99-2.59262.73+28.59+97.11+22.11+68.15+29.59+28.14+17.98+28.14+17.98+31.08+41.37+42.92+41.37+39.08+25.81+47.76+25.81+97.11+86.74+60.15+86.

59、74+60.15+84.83+133.89+117.14+133.89+106.7+82.69+130.42+82.691121.91044.279.4879.481145.91068.2-61.14-55.91497.551333.75-63.38-58.11523.051359.2551.9751.971290.381212.8925.9925.991396.131318.64-43.57-39.651821.591624.3-21.79-19.831856.831142.391072.46105.42105.421166.391096.4695.0371.491490.821298.09

60、-97.21-21.551516.321323.689.8889.881323.111253.3779.4479.441428.851359.11-91.7010.311817.321574.72-81.4140.711852.57874.2874.2119.13119.13893.4893.4-126.5653.851025.55900.44-127.9152.511045.95920.84119.78119.781016.321016.32137.6137.61100.921100.92-136.8985.051249.011077.01-148.6122.681277.2M=119.13