框架結(jié)構(gòu)宿舍樓畢業(yè)設(shè)計(jì)

1、精選優(yōu)質(zhì)文檔-傾情為你奉上精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)專心-專注-專業(yè)精選優(yōu)質(zhì)文檔-傾情為你奉上專心-專注-專業(yè)XXXX 大 學(xué)畢 業(yè) 設(shè) 計(jì) 題 目： 威海市電子科技大學(xué)五層宿舍樓 框架結(jié)構(gòu)設(shè)計(jì) 院、 系： 建筑工程系 姓 名： XXX 指導(dǎo)教師： XXX 系 主 任： XXX 年 月 日威海市電子科技大學(xué)五層宿舍樓框架結(jié)構(gòu)設(shè)計(jì)摘 要本設(shè)計(jì)為威海市電子科技大學(xué)五層宿舍樓框架結(jié)構(gòu)設(shè)計(jì)，該項(xiàng)目位于威海市主要用于解決學(xué)生宿舍不足的問題，該項(xiàng)目根據(jù)規(guī)范對(duì)其進(jìn)行結(jié)構(gòu)設(shè)計(jì)。該公寓高19.8m，總建筑面積為2983m2，為7度抗震設(shè)防烈度，地基土質(zhì)較為穩(wěn)定。結(jié)構(gòu)設(shè)計(jì)由框架設(shè)計(jì)、抗震設(shè)計(jì)、構(gòu)件

2、設(shè)計(jì)和基礎(chǔ)設(shè)計(jì)等組成。本設(shè)計(jì)主要對(duì)1榀框架進(jìn)行配筋設(shè)計(jì)。在確定框架布局與分配統(tǒng)計(jì)得到各種荷載、作用的大小之后，按D值法、分層法及底部剪力法等方法計(jì)算得出結(jié)構(gòu)內(nèi)力，并以此為基礎(chǔ)，進(jìn)行內(nèi)力組合然后選出最不利的一組進(jìn)行配筋，最后得到配筋成果。此外，本設(shè)計(jì)還采用PKPM等軟件進(jìn)行設(shè)計(jì)。關(guān)鍵詞：框架結(jié)構(gòu)、結(jié)構(gòu)設(shè)計(jì)The Five Layer Apartment Building of Weihai Electronic Science and Technology UniversityAbstract This design for the university of electronic scienc

3、e and technology in weihai city five layers of a dormitory building frame structure design, the project is located in weihai city is mainly used to solve the problem of insufficient student dormitory, the project according to the specification for structural design.The apartment is19.8 meters tall,

4、with a total construction area of 2983 m2, of 7 degree seismic fortification intensity, the foundation soil is relatively stable.The framework design, seismic design of structure design, component design and foundation design, etc. This design mainly for 1 cross reinforcement design. In determining

5、the frame layout and distribution after getting all kinds of load, the effect of the size of the statistics, the D value method, hierarchical method, and the bottom shear method calculates the structure internal force, and on this basis, a group of internal force combination and choose the most unfa

6、vorable to reinforcement, reinforcement results finally. In addition, this design also USES the PKPM software to design, etc.Keywords：electric machine, fault analysis目 錄摘要 = 1 * ROMAN IAbstract = 2 * ROMAN II TOC o 1-3 h z u 工程概況工程概況本工程為威海市電子科技大學(xué)五層框架結(jié)構(gòu)宿舍樓。本工程為鋼筋混凝土框架結(jié)構(gòu)，總建筑面積2983m2，設(shè)計(jì)使用年限為50年。本建筑按7度抗

7、震設(shè)防。威海市地區(qū)基本雪壓，基本風(fēng)壓，地面粗糙度為C類。地勢(shì)較平坦，地表下土層分布較不均勻，分為四層：第一層0.4m雜填土；第二層0.4-1.4m粉土層，地基承載力260kPa；第三層1.4-4.5m粘土層，地基承載力300kPa。設(shè)計(jì)依據(jù)混凝土及砌體結(jié)構(gòu)（上冊(cè)）房屋建筑學(xué)(第二版）結(jié)構(gòu)力學(xué)- 基本教程（第3版）土木工程抗震設(shè)計(jì)（第三版）基礎(chǔ)工程（第二版）.高層建筑結(jié)構(gòu)（第三版）.混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范（GB500102010）建筑抗震設(shè)計(jì)規(guī)范（GB500112010）建筑平面圖圖1-1 標(biāo)準(zhǔn)層平面圖結(jié)構(gòu)布置圖圖1-2 結(jié)構(gòu)布置圖結(jié)構(gòu)布置主體結(jié)構(gòu)共五層，1層的層高為4.2m，2-5層的層高為3.9

8、m。女兒墻的高度0.9m。柱埋深取為0.75m，室內(nèi)外高差為0.45m。 外墻厚290，內(nèi)墻厚190。門為木門，門洞尺寸為1.0m2.1m。窗的材料為鋁合金窗，洞口尺寸為2.7m2.1m。樓蓋、屋蓋均采用鋼筋混凝土結(jié)構(gòu)。梁截面高度按梁跨度的1/121/8估算，寬度取截面高度的1/31/2，各層梁截面尺寸及混凝土強(qiáng)度等級(jí)見表4-1。C30混凝土()。梁尺寸估算 表2-1 各層梁截面尺寸及混凝土強(qiáng)度等級(jí) 單位：(mmmm)層次混凝土等級(jí)邊跨梁（bh）中跨梁（bh）25 1層柱截面尺寸估算柱截面尺寸可根據(jù)柱的軸壓比限值確定。， （2-1） 式中N：軸壓比設(shè)計(jì)值B：考慮地震作用時(shí)柱軸力增大系數(shù)，邊柱取

9、1.3，中柱取1.2F：按支剪狀態(tài)計(jì)算的柱子的負(fù)載面積：?jiǎn)挝幻娣e上的重力荷載代表值N：驗(yàn)算截面以上的樓層層數(shù)：柱子的截面面積柱子的軸壓比限值，一、二、三級(jí)分別為0.65、0.75、0.85。查得抗震等級(jí)為三級(jí)時(shí)，取柱子的軸壓比限值為0.85，其中hc400mm，bc350mm。由公式得第一層柱截面面積為：邊柱： 中柱： 圖2-1 框架計(jì)算簡(jiǎn)圖若柱截面為正方形，則邊柱和中柱截面312mm和378mm。據(jù)計(jì)算結(jié)果綜合考慮其他因素，柱截面尺寸取值如下：15層： 450mm450mm荷載統(tǒng)計(jì)恒荷載統(tǒng)計(jì)1.屋面框架梁線荷載標(biāo)準(zhǔn)值 2.樓面框架梁線荷載標(biāo)準(zhǔn)值 3.屋面框架節(jié)點(diǎn)集中荷載標(biāo)準(zhǔn)值 4.樓面框架節(jié)

10、點(diǎn)集中荷載標(biāo)準(zhǔn)值 活荷載統(tǒng)計(jì)1.屋面活荷載取活荷載與雪荷中的較大值：2.樓面活荷標(biāo)準(zhǔn)值取，走道取屋蓋及樓蓋設(shè)計(jì)樓面板設(shè)計(jì)取1m的板帶作為計(jì)算單元進(jìn)行計(jì)算。1.荷載計(jì)算2.內(nèi)力計(jì)算 = 1 * GB2 計(jì)算跨度方向： 方向： = 2 * GB2 彎矩計(jì)算圖4-1 樓面板計(jì)算簡(jiǎn)圖，取在配筋過程中鋼筋無彎起，則：令荷載設(shè)計(jì)值，則：3.配筋計(jì)算取1m板帶作為計(jì)算單元進(jìn)行計(jì)算設(shè)計(jì)資料：板厚h=100mm，板的混凝土采用C30，HRB400級(jí)鋼筋，板的混凝土保護(hù)層厚度，。，。 = 1 * GB2 方向板中配筋：此時(shí)按最小配筋率配筋，選用C10200()。，滿足要求。 = 2 * GB2 方向板邊緣配筋：

11、選用C10200()，滿足要求。 = 3 * GB2 方向板中配筋： 選用C10200()，滿足要求。 = 4 * GB2 方向板邊的配筋： 選用C10200()，滿足要求。衛(wèi)生間因防水要求 板厚為80mm =60mm = 1 * GB2 方向板中配筋：此時(shí)按最小配筋率配筋，選用C10200()。 = 2 * GB2 方向板邊緣配筋： 選用C10200()，滿足要求。 = 3 * GB2 方向板中配筋： 選用C10200()，滿足要求。 = 4 * GB2 方向板邊的配筋： 選用C10200()，滿足要求。屋面板設(shè)計(jì)取1m的板帶作為計(jì)算進(jìn)行計(jì)算。1.荷載計(jì)算 圖4-2 屋面板計(jì)算簡(jiǎn)圖2.內(nèi)力計(jì)

12、算 = 1 * GB2 計(jì)算跨度方向： 方向： = 2 * GB2 彎矩計(jì)算，取在配筋過程中鋼筋無彎起，則：令荷載設(shè)計(jì)值，得：3.配筋計(jì)算取1m板帶作為計(jì)算單元設(shè)計(jì)資料：板厚h=100mm，板的混凝土采用C30，HPB235級(jí)鋼筋，板的混凝土保護(hù)層厚度，。 = 1 * GB2 方向板中配筋： 此時(shí)按最小配筋率配筋，選用C10200()。 = 2 * GB2 方向板邊緣配筋：選用C10200()，滿足要求。 = 3 * GB2 方向板中配筋： 選用C8130()，滿足要求。 = 4 * GB2 方向板邊的配筋：選用C10200()，滿足要求。風(fēng)荷載作用下框架內(nèi)力計(jì)算風(fēng)荷載作用下標(biāo)準(zhǔn)值計(jì)算風(fēng)荷載標(biāo)

13、準(zhǔn)值按式計(jì)算。式中的為基本風(fēng)壓。為風(fēng)荷載體型系數(shù)，矩形平面建筑風(fēng)荷載體型系數(shù)1.3。本建筑中， 故取=1.3，風(fēng)壓高度變化系數(shù)，與地面粗糙程度有關(guān)。風(fēng)振系數(shù)，本設(shè)計(jì)房屋高度小于30m，因此該房屋框架不需考慮風(fēng)壓脈動(dòng)的影響?？山撇捎谜裥陀?jì)算點(diǎn)距室外地面高度Z與房屋H的比值，為風(fēng)壓高度變化系數(shù)。威海市基本風(fēng)壓，地面粗糙程度為c類。求得各樓層標(biāo)高處的見表6-1，風(fēng)荷載作用下結(jié)構(gòu)計(jì)算見圖6-1 。表5-1 沿房屋高度分布風(fēng)荷載標(biāo)準(zhǔn)值層次 Z(m) B(m)H(m) (kN)51.01.320.250.740.633.92.85741.01.316.350.670.573.93.98.6731.01.

14、312.450.650.553.93.98.3721.01.38.550.650.553.93.98.3711.01.34.650.650.553.94.2759.17風(fēng)荷載作用下水平位移計(jì)算風(fēng)荷載作用下框架側(cè)移剛度按D值法計(jì)算，見表5-2。圖51 風(fēng)荷載作用下結(jié)構(gòu)計(jì)算簡(jiǎn)圖表5-2 風(fēng)荷載作用下各層框架柱D值及剪力值層數(shù)層剪力kN邊柱D值N/mm中柱D值N/mmN/mm每層邊柱剪力kN每層中柱剪力kN571001414638493041.422.08415.671001414638493043.184.65324.041001414638493044.887.14232.41100141463

15、8493046.589.63141.58525764591817512.0214.76框架線剛度計(jì)算橫梁線剛度計(jì)算過程見表5-3，柱線剛度計(jì)算過程見表5-4。表5-3 橫梁線剛度計(jì)算類別層次 /N/mm2 /mm2/mm4/m邊橫梁15層走道梁15層 續(xù)表5-3 橫梁線剛度計(jì)算類別層次 /N.mm /N.mm /N.mm邊橫梁15層2.45410103.68110104.9081010走道梁15層2.2910103.4410104.571010表5-4 柱線剛度計(jì)算層次 /mm/N/mm2/mm2 /mm4 /N.mm1層54003.01044504503.41710101.898101025

16、39003.01044504503.41710102.6281010注：柱的線剛度，為柱的截面慣性矩，h為框架柱的計(jì)算高度。柱側(cè)移剛度計(jì)算表5-5中框架柱側(cè)移剛度D值層次邊柱:(14根)中柱:(14根) 251.8680.483100144.8020.70614638493041層2.5860.67352576.650.827645918175注：柱的側(cè)移剛度 風(fēng)荷載作用下內(nèi)力計(jì)算根據(jù)各樓層剪力及柱的抗側(cè)移剛度，可求得分配各框架柱的剪力，i層j柱分配到的剪力及該柱上下端的彎矩分配按下列各式計(jì)算： 上端彎矩： 下端彎矩： 由此可得：框架柱的固端彎矩，邊柱與中柱的計(jì)算結(jié)果見表5-5。求得柱的軸力，

17、見表5-6。風(fēng)荷載F的M、V、N見圖5-2，圖5-3。表5-5 各層柱端彎矩及剪力計(jì)算層次 /m /KN /N/mm邊柱 y 53.9749304100141.421.8680.3932.153.3643.915.6749304100143.181.8680.4435.56.9133.924.0449304100144.881.8680.4959.389.6523.932.4149304100146.581.8680.54313.9411.7315.441.5818175525712.022.5860.59334.4926.42層次hi/mVi/KN /N/mm中柱 y 53.97493041

18、46382.084.8020.453.654.6243.915.6749304146384.654.8020.5009.079.0733.924.0449304146387.144.8020.50013.9213.9223.932.4149304146389.634.8020.50018.7818.7815.441.5818175645914.766.650.5543.8435.87表5-6 梁端彎矩、剪力及柱軸力計(jì)算層次邊跨梁軸力N /kNm /kNmL/m /kN邊柱N/kN中柱N/kN53.361.796.61.8240.833.1149.065.136.64.7802.719.8731

19、5.158.956.68.0095.5915.99221.1112.736.611.2439.4824.25140.3615.716.614.29118.7147.45層次走道梁軸力NMBC/kNmMCB/kNmL/mVb/kN邊柱N/kN中柱N/kN52.833.362.10.8400.833.1147.69.062.12.2732.719.87314.0415.152.13.9385.5915.99219.9721.112.15.4499.4824.25130.6540.362.17.04018.7147.45圖5-2 風(fēng)載作用下框架剪力圖圖5-3 風(fēng)載作用下柱軸力圖 圖5-4 風(fēng)荷載作用

20、下框架彎矩圖地震作用抗震設(shè)計(jì)中的重力荷載代表值計(jì)算 （6-1）頂層：女兒墻自重： 屋頂屋面板自重： 頂層橫梁自重： 頂層縱梁自重： 頂層柱自重： 門面積： 窗面積： 門自重： 窗自重： 內(nèi)墻面積： 外墻面積： 內(nèi)墻自重： 外墻自重： 頂層自重： 屋面雪荷載： 頂層重力荷載代表值： 2-4層：樓面板自重： 2-4層自重： 2-4層重力荷載代表值：底層： 柱自重：外墻面積： 窗面積： 內(nèi)墻門面積： 外墻門面積： 內(nèi)墻面積： 窗自重： 門自重：外墻自重： 內(nèi)墻自重： 底層自重： 底層重力荷載代表值： 1-4層活荷載：衛(wèi)生間： 樓梯間： 走廊： 其他： 框架線剛度計(jì)算框架梁梁線剛度計(jì)算過程見表6-1，

21、框架柱側(cè)移剛度計(jì)算過程見表6-2， 計(jì)算見表6-3。表6-1框架梁梁線剛度計(jì)算部位斷面跨度 (m)矩形截面慣性矩邊跨梁中跨梁屋面梁6.65.48.13.6810.84.91樓層梁6.65.48.13.6810.84.91走道梁2.11.62.43.433.24.57表6-2框架柱側(cè)移剛度計(jì)算層數(shù)層高柱名根數(shù) 樓層53.9中框架中柱中框架邊柱邊框架中柱邊框架邊柱1818443.611.872.711.40.6930.4830.5750.4122.6280.7891.3331.0011.1920.85423.99418.0184.7683.41650.1962-43.9中框架中柱中框架邊柱邊框架中

22、柱邊框架邊柱1818443.611.872.711.40.6930.4830.5750.4122.6280.7891.3331.0011.1920.85423.99418.0184.7683.41650.19615.4中框架中柱中框架邊柱邊框架中柱邊框架邊柱1818444.992.593.751.940.7850.6730.7390.6191.8980.4120.6140.5260.5780.48411.0529.4682.3121.93624.768表6-3 計(jì)算層數(shù)56912.46912.450.1960.01160.26311535.2403.9145119.3512031.7550.1

23、960.02530.25151725.86434.0535119.3517151.150.1960.0390.22621552.24351.1725119.3522270.4550.1960.05260.18721284.61240.4815956.428226.8524.7680.13460.1346932.02125.4528226.857029.931555.06地震周期計(jì)算計(jì)算基本周期按頂點(diǎn)位移法計(jì)算基本周期： 按能量法計(jì)算基本周期： 取 按照地震影響系數(shù) 曲線，設(shè)防烈度7度時(shí) 確定場(chǎng)地類別：場(chǎng)地覆蓋層厚度20m，故場(chǎng)地計(jì)算深度 由規(guī)范可知，該場(chǎng)地為二類場(chǎng)地設(shè)計(jì)地震分組第一組II類場(chǎng)地

24、，設(shè)計(jì)地震分組為第一組時(shí)， 結(jié)構(gòu)總水平地震作用效應(yīng)標(biāo)準(zhǔn)值 各樓層水平地震作用標(biāo)準(zhǔn)值按下式計(jì)算： 修正： 計(jì)算結(jié)果如表6-4表6-4層次53.9216912.4.73653650.0730.01943.917.112031.75.83497140.1420.03633.913.217151.1885232689820.1960.0523.99.322270.4561760.318711690.2330.05915.45.428226.8535314.210712760.5150.1水平地震作用下內(nèi)力計(jì)算水平地震作用近似取倒三角形分布，確定各柱的反彎點(diǎn)高度利用D值法，以中框架為例計(jì)算結(jié)果如表6-5

25、、6-6、6-7、6-8剪力圖、軸力圖、彎矩圖見圖6-1 、6-2 、6-3表6-5框架柱剪力計(jì)算層數(shù)層剪力53650.0210.0277.39.85547140.0210.02714.2819.27839820.0210.02719.6426.514211690.0210.02723.3831.563112760.0210.02526.79631.9表6-6框架柱反彎點(diǎn)高度比層數(shù)51.870.3940000.3943.610.450000.4541.870.4440000.4443.610.50000.531.870.4940000.4943.610.50000.521.870.50000.

26、53.610.50000.512.590.550000.554.990.650000.65表6-7框架柱端彎矩計(jì)算層數(shù)51.53711.2217.251.75517.321.1441.73224.7330.961.9537.5937.5931.92737.8538.751.9551.751.721.9561.5545.591.9561.5561.5512.9779.5865.112.9794.7477.52表6-8框架梁端彎矩層數(shù)517.259.112.0412.04442.1823.631.2931.29376.638.3950.950.9283.4448.764.5564.551126.7

27、259.879.2779.27圖6-1 地震荷載作用下框架剪力圖圖6-2 地震荷載作用下柱軸力圖 圖6-3 地震荷載作用下框架彎矩圖豎向荷載作用下框架內(nèi)力計(jì)算取3軸橫向框架進(jìn)行計(jì)算，計(jì)算單元如下圖7-1所示。圖7-1 橫向框架計(jì)算單元荷載計(jì)算恒載計(jì)算各層梁上作用的恒載如下圖7-2所示。 圖7-2 各層梁上作用的恒載 表7-1 橫向框架橫荷載匯總表層數(shù)kN/mkN/mkN/mkN/mkNkNkNmkNm54.843.2025.3513.6553.1158.323.9834.3742410.8463.2014.0017.53947.1353.2523.5353.994110.8463.2014.0

28、017.53947.1353.2523.5353.994活載計(jì)算各層梁上作用的活載如下圖7-3所示?；詈奢d計(jì)算見表7-2。圖7-3 各層梁上作用的活載表7-2 橫向框架活荷載匯總表層次kN/mkN/mkNkNkNmkNm51.7550.9453.426.880.2570.516247.85.257.60517.220.571.29217.85.257.60517.220.571.292彎矩計(jì)算恒載作用下彎矩計(jì)算5層：24層：1層： 活載作用下彎矩計(jì)算5層：24層： 1層：力矩分配采用三次力矩分配法進(jìn)行彎矩計(jì)算，計(jì)算過程如下圖7-4、7-5所示，彎矩圖如下圖7-6、7-7所示。圖7-4 恒載作用

29、下縱向框架彎矩的三次分配法 圖7-5 活荷作用下框架彎矩三次分配法圖7-6 恒載作用下框架彎矩圖圖7-7 活載作用下框架彎矩圖內(nèi)力組合框架梁內(nèi)力組合框架梁端彎矩調(diào)幅根據(jù)框架結(jié)構(gòu)的合理破壞形式，減少支座及節(jié)點(diǎn)處的負(fù)筋數(shù)量，方便澆筑混凝土和鋼筋綁扎，所以在進(jìn)行框架結(jié)構(gòu)設(shè)計(jì)時(shí)，需要對(duì)梁端的負(fù)彎矩進(jìn)行調(diào)幅。彎矩調(diào)幅系數(shù)。以一層邊跨梁在恒載作用下梁端彎矩調(diào)幅為例：梁端負(fù)彎矩：，跨中正彎矩：調(diào)幅： 簡(jiǎn)支梁計(jì)算跨中彎矩：比較取較大值，則跨中彎矩調(diào)幅為。表8-1 恒載作用下梁端彎矩調(diào)幅恒載作用下梁端彎矩調(diào)幅樓層軸線處梁端彎矩跨中彎矩調(diào)幅后梁端彎矩荷載調(diào)幅后跨中彎矩左右左右5邊跨43.8780.4877.513

30、7.2968.4186.8427.2386.84中跨47.2647.2641.2640.1740.1733.7011.7333.70邊跨80.4843.8777.5168.4137.2986.8427.2386.844邊跨52.6972.4959.0344.7961.6268.4224.1568.42中跨31.7831.7827.4227.0127.0122.667.9022.66邊跨72.4952.6959.0361.6244.7968.4224.1568.423邊跨52.6972.4959.0344.7961.6268.4224.1559.03中跨31.7831.7827.4227.012

31、7.0122.667.9022.66邊跨72.4952.6959.0361.6244.7968.4224.1568.422邊跨52.6972.4959.0344.7961.6268.4224.1568.42中跨31.7831.7827.4227.0127.0122.667.9022.66邊跨72.4952.6959.0361.6244.7968.4224.1568.421邊跨51.1272.2059.8543.4561.3769.1024.1569.10中跨33.1433.1428.7828.1728.1723.817.9023.81邊跨72.2051.1259.8561.3743.4569.

32、1024.1569.10表8-2 活載作用下梁端彎矩調(diào)幅活載作用下梁端彎矩調(diào)幅樓層軸線處梁端彎矩跨中彎矩調(diào)幅后梁端彎矩荷載調(diào)幅后跨中彎矩左右左右5邊跨2.574.844.142.184.114.701.554.70中跨2.652.652.322.252.251.930.591.93邊跨4.842.574.144.112.184.701.554.704邊跨16.8722.4215.2314.3419.0518.187.4118.18中跨8.308.306.487.057.055.253.285.25邊跨22.4216.8715.2319.0514.3418.187.4118.183邊跨16.87

33、22.4215.2314.3419.0518.187.4115.23中跨8.308.306.487.057.055.253.285.25邊跨22.4216.8715.2319.0514.3418.187.4118.182邊跨16.8722.4215.2314.3419.0518.187.4118.18中跨8.308.306.487.057.055.253.285.25邊跨22.4216.8715.2319.0514.3418.187.4118.181邊跨16.4722.3314.9714.0018.9817.887.4117.88中跨8.648.646.827.347.345.533.285.

34、53邊跨22.3316.4714.9718.9814.0017.887.4117.88框架梁端內(nèi)力調(diào)整梁端的最危險(xiǎn)截面在梁端柱邊，所以要將梁端軸線處的彎矩調(diào)整為梁端柱邊彎矩?？筛鶕?jù)下式公式進(jìn)行調(diào)整：以一層邊跨梁為例計(jì)算恒載作用下梁端柱邊彎矩：軸線處梁端彎矩：，軸線處梁端剪力：，恒荷載：梁端柱邊剪力和剪力計(jì)算：表8-3 恒載作用下梁端彎矩與剪力恒載作用下梁端彎矩與剪力層號(hào)梁類型荷載軸線處梁端彎矩軸線處梁端剪力梁端彎矩梁端剪力跨中剪力1邊跨24.1543.4561.3773.3779.7528.1644.6567.9474.323.19中跨7.9028.1728.1716.3416.3424.89

35、24.8914.5614.560.00邊跨24.1561.3743.4579.7573.3744.6528.1674.3267.94-3.1924邊跨24.1544.7961.6273.5679.5629.4644.9468.1374.133.00中跨7.9027.0127.0116.3416.3423.7323.7314.5614.560.00邊跨24.1561.6244.7979.5673.5644.9429.4674.1368.13-3.005邊跨27.2337.2968.4187.2298.3119.0447.6781.0992.185.55中跨11.7340.1740.1712.32

36、12.3237.9937.999.689.680.00邊跨27.2368.4137.2998.3187.2247.6719.0492.1881.09-5.55表8-4 活載作用下梁端彎矩與剪力活載作用下梁端彎矩與剪力層號(hào)梁類型荷載軸線處梁端彎矩軸線處梁端剪力梁端彎矩梁端剪力跨中剪力1邊跨6.891418.9821.8523.629.4314.0120.3022.070.89中跨3.287.347.343.453.456.736.732.712.710.00邊跨6.8918.981423.6221.8514.019.4322.0720.30-0.8824邊跨6.8914.3419.0521.85

37、23.629.7714.0820.3022.070.89中跨3.287.057.053.453.456.446.442.712.710.00邊跨6.8919.0514.3423.6221.8514.089.7722.0720.30-0.885邊跨1.552.184.114.775.461.192.964.425.110.35中跨2.142.252.253.453.451.581.582.972.970.00邊跨1.554.112.185.464.772.961.195.114.42-0.35表8-5 左風(fēng)作用下梁端彎矩與剪力左風(fēng)作用下梁端彎矩與剪力層號(hào)梁類型梁端彎矩梁端剪力跨中彎矩跨中剪力5邊

38、跨3.271.700.830.830.790.83中跨2.532.533.943.940.003.94邊跨1.703.270.830.83-0.790.834邊跨8.824.881.881.881.971.88中跨6.796.798.648.640.008.64邊跨4.888.821.881.88-1.971.883邊跨14.748.542.882.883.102.88中跨12.5412.5413.2613.260.0013.26邊跨8.5414.742.882.88-3.102.882邊跨20.5312.153.893.894.193.89中跨17.8317.8317.8917.890.00

39、17.89邊跨12.1520.533.893.89-4.193.891邊跨39.4014.759.239.2312.339.23中跨27.3727.3737.9637.960.0037.96邊跨14.7539.409.239.23-12.339.23表8-6 左震作用下梁端彎矩與剪力左震作用下梁端彎矩與剪力層號(hào)梁類型梁端彎矩梁端剪力跨中彎矩跨中剪力5邊跨16.808.653.993.994.083.99中跨10.7510.7511.4711.470.0011.47邊跨8.6516.803.993.99-4.083.994邊跨41.0622.489.979.979.299.97中跨27.9427

40、.9429.829.80.0029.80邊跨22.4841.069.979.97-9.299.973邊跨74.6436.4317.4217.4219.1117.42中跨45.4545.4548.4848.480.0048.48邊跨36.4374.6417.4217.42-19.1117.422邊跨81.1946.4520.0220.0217.3720.02中跨57.6357.6361.4861.480.0061.48邊跨46.4581.1920.0220.02-17.3720.021邊跨123.5456.6228.2628.2633.4628.26中跨57.6357.6375.575.50.0

41、075.50邊跨56.62123.5428.2628.26-33.4628.26梁的荷載組合梁的組合形式：無地震作用時(shí)的組合：有地震作用時(shí)的組合：具體有以下幾種組合形式： 內(nèi)力組合中，沒有考慮活荷載的最不利位置，而把活荷載同時(shí)作用在所有框架上乘以1.1的系數(shù)予以增大再直接進(jìn)行內(nèi)力組合抗震調(diào)整： 抗震設(shè)計(jì)時(shí)按照：強(qiáng)柱弱梁，強(qiáng)剪弱彎的原則將梁端剪力，柱端彎矩，柱端剪力進(jìn)行抗震調(diào)整?？蚣芰憾瞬拷孛娼M合的剪力設(shè)計(jì)值公式： 其中：三級(jí)抗震時(shí)梁剪力增大系數(shù)。一層梁的內(nèi)力組合荷載類型恒載活載左風(fēng)右風(fēng)左震右震荷載編號(hào)截面內(nèi)力值MVMVMVMVMVMV-28.1667.94-9.4320.3039.40-9.2

42、3-39.409.23123.54-28.26-123.5428.2669.10-3.1917.88-0.8912.33-9.23-12.339.2333.46-28.26-33.4628.26-44.65-74.32-14.01-22.07-14.75-9.2314.759.23-56.62-28.2656.6228.2624.8914.56-6.732.7127.37-37.96-27.3737.9657.63-75.50-57.6375.50-23.810.00-5.530.000.00-37.960.0037.960.00-75.500.0075.5024.89-14.56-6.732

43、.71-27.37-37.9627.3737.96-57.63-75.5057.6375.50-44.6574.32-14.0122.0714.75-9.23-14.759.2356.62-28.26-56.6228.2669.103.1917.880.89-12.33-9.2312.339.23-33.46-28.2633.4628.26-28.16-67.94-9.43-20.30-39.40-9.2339.409.23-123.54-28.26123.5428.26A:1.35(1.0)永久荷載+1.40.7活載， B: 1.2（1.0）永久荷載+1.4活載+1.40.6風(fēng)載C:1.2（

44、1.0）永久荷載+1.40.7活載+1.4風(fēng)載 ， D: 1.2重力荷載+1.3地震作用，E：地震作用下剪力調(diào)整A1：1.0 A2： 1.35+1.40.4B1：1.0+1.40.6 B2： 1.2+1.4+1.40.6B3：1.0+1.40.6 B4： 1.2+1.4+1.40.6C1：1.0+1.4 C2： 1.2+1.40.7+1.4C3：1.0+1.4 C4：1.2+1.40.7+1.4D1：1.2(+0.5)+1.3 D2：1.2(+0.5)+1.3控制截面組合項(xiàng)目MV組合項(xiàng)目MV組合項(xiàng)目MV組合項(xiàng)目MVV A1-28.1667.94B14.9460.19C127.0055.02D1

45、121.1556.9735.80A2-47.26111.61B2-80.09117.70C2-98.19114.34D2-200.05130.45119.58A2-47.26111.61B2-80.09117.70C2-98.19114.34D2-200.05130.45119.58A2110.81-5.18B4118.31-12.83C4117.70-17.62D1137.15-41.10 A1-44.65-74.32B3-32.26-66.57C3-24.00-61.40D211.62-65.69-22.68A2-74.01-121.96B4-85.58-127.84C4-87.96-12

46、3.73D1-135.59-139.16-106.46A2-74.01-121.96B4-85.58-127.84C4-87.96-123.73D1-135.59-139.16-106.46 A124.8914.56B147.88-17.33C163.21-38.58D1100.75-79.05-83.98A227.0122.31B2-2.5453.15C2-15.0573.27D2-49.09117.25115.81A227.0122.31B2-2.5453.15C2-15.0573.27D2-49.09117.25115.81A1-23.810.00A1-23.810.00A1-23.81

47、0.00D2-31.8998.15 A124.89-14.56B347.8817.33C363.2138.58D2100.7582.3086.69A227.01-17.00B4-2.54-45.56C4-15.05-67.96D1-49.09-114.00-113.10A227.01-17.00B4-2.54-45.56C4-15.05-67.96D1-49.09-114.00-113.10 A1-44.6574.32B1-32.2666.57C1-24.0061.40D111.6265.6943.86A2-74.01121.96B2-85.58127.84C2-87.96123.73D2-1

48、35.59139.16127.64A2-74.01121.96B2-85.58127.84C2-87.96123.73D2-135.59139.16127.64A2110.815.18B2118.3112.83C2117.7017.62D2137.1541.10 A1-28.16-67.94B34.94-60.19C327.00-96.36D2121.15-56.97-14.62A2-47.26-111.61B4-80.09-117.70C4-98.19-114.34D1-200.05-130.45-98.40A2-47.26-111.61B4-80.09-117.70C4-98.19-114

49、.34D1-200.05-130.45-98.40二層梁的內(nèi)力組合荷載類型恒載活載左風(fēng)右風(fēng)左震右震荷載編號(hào)截面內(nèi)力值MVMVMVMVMVMV-29.4668.13-9.7720.3020.53-3.89-20.533.8981.19-20.02-81.1920.0268.42-3.0018.18-0.894.19-3.89-4.193.8917.37-20.02-17.3720.02-44.94-74.13-14.08-22.07-12.15-3.8912.153.89-46.45-20.0246.4520.0223.7314.56-6.442.7117.83-17.89-17.8317.89

50、57.43-64.48-57.4364.48-22.660.00-5.250.000.00-17.890.0017.890.00-61.480.0061.4823.73-14.56-6.442.71-17.83-17.8917.8317.89-57.43-64.4857.4364.48-44.9474.13-14.0822.0712.15-3.89-12.153.8946.45-20.02-46.4520.0268.423.0018.180.89-4.19-3.894.193.89-17.37-20.0217.3720.02-29.46-68.13-9.77-20.30-20.53-3.892

51、0.533.89-81.19-20.0281.1920.02A:1.35(1.0)永久荷載+1.40.7活載， B: 1.2（1.0）永久荷載+1.4活載+1.40.6風(fēng)載C:1.2（1.0）永久荷載+1.40.7活載+1.4風(fēng)載 ， D: 1.2重力荷載+1.3地震作用，E：地震作用下剪力調(diào)整A1：1.0 A2： 1.35+1.40.4B1：1.0+1.40.6 B2： 1.2+1.4+1.40.6B3：1.0+1.40.6 B4： 1.2+1.4+1.40.6C1：1.0+1.4 C2： 1.2+1.40.7+1.4C3：1.0+1.4 C4：1.2+1.40.7+1.4D1：1.2(+0

52、.5)+1.3 D2：1.2(+0.5)+1.3控制截面組合項(xiàng)目MV組合項(xiàng)目MV組合項(xiàng)目MV組合項(xiàng)目MVV A1-29.4668.13B1-12.2164.86C1-0.7262.68D164.3367.9148.26A2-49.35111.87B2-66.28113.44C2-73.67107.10D2-146.76119.96107.62A2-49.35111.87B2-66.28113.44C2-73.67107.10D2-146.76119.96107.62A2110.18-4.92B4111.08-8.11C4105.79-9.92D1115.59-30.16 A1-44.94 -7

53、4.13 B3-34.73 -70.86 C3-27.93 -68.68 D2-1.99 -76.17 A2-74.47 -121.70 B4-83.85 -123.12 C4-84.74 -116.03 D1-122.76 -128.22 A2-74.47 -121.70 B4-83.85 -123.12 C4-84.74 -116.03 D1-122.76 -128.22 A123.73 14.56 B138.71 -0.47 C148.69 -10.49 D199.27 -64.73 A225.72 22.31 B24.48 36.29 C2-2.80 45.17 D2-50.05 10

54、2.92 A225.72 22.31 B24.48 36.29 C2-2.80 45.17 D2-50.05 102.92 A1-22.66 0.00 A1-22.66 0.00 A1-22.66 0.00 D2-30.34 79.92 A123.73 -14.56 B338.71 0.47 C348.69 10.49 D299.27 67.98 A225.72 -17.00 B44.48 -28.71 C4-2.80 -39.86 D1-50.05 -99.67 A225.72 -17.00 B44.48 -28.71 C4-2.80 -39.86 D1-50.05 -99.67 A1-44

55、.94 74.13 B1-34.73 70.86 C1-27.93 68.68 D1-1.99 76.17 A2-74.47 121.70 B2-83.85 123.12 C2-84.74 116.03 D2-122.76 128.22 A2-74.47 121.70 B2-83.85 123.12 C2-84.74 116.03 D2-122.76 128.22 A2110.18 4.92 B2111.08 8.11 C2105.79 9.92 D2115.59 30.16 A1-29.46 -68.13 B3-12.21 -64.86 C3-0.72 -96.55 D264.33 -67.

56、91 A2-49.35 -111.87 B4-66.28 -113.44 C4-73.67 -107.10 D1-146.76 -119.96 A2-49.35 -111.87 B4-66.28 -113.44 C4-73.67 -107.10 D1-146.76 -119.96 五層梁的內(nèi)力組合荷載類型恒載活載左風(fēng)右風(fēng)左震右震荷載編號(hào)截面內(nèi)力值MVMVMVMVMVMV-14.0981.09-1.194.423.27-0.83-3.270.8316.80-3.99-16.803.9986.84-5.554.70-0.350.79-0.83-0.790.834.08-3.99-4.083.99-

57、47.67-92.18-2.96-5.11-1.70-0.831.700.83-8.65-3.998.653.9937.999.68-1.582.972.53-3.94-2.533.9410.75-11.47-10.7511.47-33.700.00-1.930.000.00-3.940.003.940.00-11.470.0011.4737.99-9.68-1.582.97-2.53-3.942.533.94-10.75-11.4710.7511.47-47.6792.18-2.965.111.70-0.83-1.700.838.65-3.99-8.653.9986.845.554.700.

58、35-0.79-0.830.790.83-4.08-3.994.083.99-14.09-81.09-1.19-4.42-3.27-0.833.270.83-16.80-3.9916.803.99A:1.35(1.0)永久荷載+1.40.7活載， B: 1.2（1.0）永久荷載+1.4活載+1.40.6風(fēng)載C:1.2（1.0）永久荷載+1.40.7活載+1.4風(fēng)載 ， D: 1.2重力荷載+1.3地震作用，E：地震作用下剪力調(diào)整A1：1.0 A2： 1.35+1.40.4B1：1.0+1.40.6 B2： 1.2+1.4+1.40.6B3：1.0+1.40.6 B4： 1.2+1.4+1.40

59、.6C1：1.0+1.4 C2： 1.2+1.40.7+1.4C3：1.0+1.4 C4：1.2+1.40.7+1.4D1：1.2(+0.5)+1.3 D2：1.2(+0.5)+1.3控制截面組合項(xiàng)目MV組合項(xiàng)目MV組合項(xiàng)目MV組合項(xiàng)目MVV A1-14.0981.09B1-11.3480.39C1-9.5179.93D14.2294.7775.70A2-20.19113.80B2-21.32104.19C2-22.65102.80D2-39.46105.1587.54A2-20.19113.80B2-21.32104.19C2-22.65102.80D2-39.46105.1587.54A2

60、121.84-7.84B4111.45-7.85C4109.92-8.17D1112.33-12.06 A1-47.67-92.18B3-46.24-91.48C3-45.29-91.02D2-47.74-108.50-85.73A2-67.26-129.45B4-62.78-118.47C4-62.48-116.79D1-70.23-118.87-97.57A2-67.26-129.45B4-62.78-118.47C4-62.48-116.79D1-70.23-118.87-97.57 A137.999.68B140.126.37C141.534.16D158.62-1.51-7.47A2