學(xué)士沈陽層鋼框架辦公樓畢業(yè)設(shè)計計算書

PAGEPAGE230鋼結(jié)構(gòu)設(shè)計實(shí)例要求：試設(shè)計沈陽某公司辦公樓，已知工程概況如下：本建筑為沈陽某公司辦公樓，位于沈陽市區(qū)。共七層，全部為辦公用房，總建筑面積：7100，占地面積：3400，底層層高4.5m，頂層層高4.5m，其余層均為4.2m。室內(nèi)外高差0.600m，室外絕對標(biāo)高為+46.200m。滿足防火要求設(shè)兩個雙跑樓梯和兩部電梯。墻體采用聚氨酯PU夾芯墻板，室內(nèi)地面采用大理石裝飾。屋面為不上人屋面，采用改性瀝青防水，苯板保溫。結(jié)構(gòu)形式為鋼框架——支撐體系。設(shè)計基準(zhǔn)期50年，雪荷載0.50，基本風(fēng)壓：0.55?？拐鹪O(shè)防烈度為7度，設(shè)計基本加速度為0.1。地質(zhì)條件：擬建場地地形平坦，地下穩(wěn)定水位距地坪-9.0m以下，冰凍深度-1.20m，土質(zhì)分布具體情況見表9.1，Ⅱ類場地。建筑地層一覽表表9.1序號巖土分類土層深度(m)厚度范圍(m)地基土承載力(kPa)樁端阻力(kPa)樁周摩擦力(kPa)1雜填土0.0—0.50.5——2粉土0.5—1.51.0120—103中砂1.5—2.51.0200—254礫砂2.5-6.54.03002400305圓礫6.5-12.56.0500350060注：地下穩(wěn)定水位距地表-9第一部分方案設(shè)計概述一、建筑方案概述1.設(shè)計依據(jù)《總圖制圖標(biāo)準(zhǔn)》GB/T50103-2001《建筑制圖標(biāo)準(zhǔn)》GB/T50104-2001《民用建筑設(shè)計通則》JGJ37-87（試行）《辦公建筑設(shè)計規(guī)范》JGJ67-89《高層民用建筑設(shè)計防火規(guī)范》GB50045—95(2001年修訂版）《建筑設(shè)計防火規(guī)范》GBJ16-87(2001版)2．設(shè)計說明（1）屋面（不上人屋面）防水層：改性瀝青防水卷材；20mm厚1:3水泥沙漿找平層；100mm厚水泥珍珠巖保溫層焦渣找坡（最薄處30mm厚，最厚處150mm）；壓型鋼板混凝土組合板（總厚度150mm，折算厚度100mm）；輕鋼龍骨吊頂。（2）樓面：20mm大理石面層；20mm1：3干硬性水泥沙漿找平層；100mm厚壓型鋼板混凝土組合結(jié)構(gòu)層；輕鋼龍骨吊頂。（3）門窗本工程采用實(shí)木門和塑鋼玻璃窗。（4）墻體外墻為雙層聚氨酯PU夾芯墻板300mm（內(nèi)塞巖棉）；內(nèi)墻為雙層聚氨酯PU夾芯墻板180mm厚聚氨酯PU夾芯墻板衛(wèi)生間采用C型輕鋼龍骨隔墻。二、結(jié)構(gòu)方案概述1.設(shè)計依據(jù)本設(shè)計依據(jù)以下現(xiàn)行國家規(guī)范及規(guī)程設(shè)計?！督ㄖY(jié)構(gòu)荷載規(guī)范》(GB50009-2001)《鋼結(jié)構(gòu)設(shè)計規(guī)范》（GBJ50017-2003）《建筑抗震設(shè)計規(guī)范》(GB50011-2001)《高層民用建筑鋼結(jié)構(gòu)技術(shù)規(guī)程》JGJ99-982.結(jié)構(gòu)形式及布置采用鋼框架-支撐結(jié)構(gòu)?？v向設(shè)置十字交叉柔性支撐兩道，支撐桿件用雙角鋼截面，焊縫連接?？蚣芰骸⒅捎煤附庸ぷ中谓孛?。樓板采用壓型鋼板鋼筋混凝土組合結(jié)構(gòu)；樓梯為鋼樓梯；基礎(chǔ)采用柱下獨(dú)立基礎(chǔ)，結(jié)構(gòu)布置如下：圖9.1結(jié)構(gòu)布置圖底層計算高度為4.5m+1.5m=6.0m，其中1.5m為初估室內(nèi)地坪至柱腳底板的距離。3.材料選用所有構(gòu)件及零件均采用Q235B；組合樓板混凝土強(qiáng)度等級C20，基礎(chǔ)混凝土強(qiáng)度等級C25，鋼筋為HRB335級及HPB235。4.主要參數(shù)及結(jié)構(gòu)計算方法該建筑抗震設(shè)防類別為丙類，地震作用及抗震措施均按設(shè)防烈度考慮。具體計算方法如下：采用底部剪力法計算水平地震作用；采用修正反彎點(diǎn)法（D值法）計算水平地震作用下的框架內(nèi)力；采用彎矩二次分配法，計算豎向荷載作用下框架內(nèi)力。圖9.2結(jié)構(gòu)豎向布置圖第二部分結(jié)構(gòu)布置及截面初選一、計算簡圖及構(gòu)件截面初選1.計算單元圖9.3結(jié)構(gòu)計算單元2.結(jié)構(gòu)構(gòu)件截面初選（1）柱截面按中柱初估：鋼框架－支撐結(jié)構(gòu)按每平米5～8計算豎向荷載，此處取6，柱的長細(xì)比＝（60～120）。軸壓力設(shè)計值（3.3+3）×8.4×6×1.3×7＝2889.4kN；1.3荷載分項系數(shù)平均值。取長細(xì)比＝80(按較小剛度y軸考慮)，計算長度系數(shù)=1（設(shè)有側(cè)向支撐），按b類截面查得穩(wěn)定系數(shù)＝0.688，則所需要面積：A≥考慮彎矩及傾覆壓力作用的影響取:（1.3～1.5）A＝（1.3～1.5）×20486.4=26632～30730mm2所需截面回轉(zhuǎn)半徑：iy＝6000/80＝75（2）鋼梁截面初估縱向框架梁高＝8400/15～8400/20＝560mm～42橫向框架梁高=6600/15～6600/20=440mm～33（3）壓型鋼板：YX70－200－600（V200），板厚1mm，有效截面慣性矩＝100.64cm4/m,有效截面抵抗矩＝27.37cm3/m，一個波距寬度內(nèi)截面面積=321.42，自重0.15。柱、梁選用見下表：圖9.4構(gòu)件截面參數(shù)結(jié)構(gòu)構(gòu)件初選截面參數(shù)表9.2項目截面尺寸構(gòu)件截面特性重量（kN/m）(mm)(mm)(mm)(mm)(mm)A()()(mm)(mm)框架柱5004502245614261841242416352334229272217.8113.02.042縱向框架梁5002601447281105650009832541030805212.760.90.862橫向框架梁5002601447281105650009832541030805212.760.90.862縱向次梁450240104308824028536466723058347186.152.90.643橫向次梁400240103808784021914133323056213167.254.20.612第三部分荷載匯集一、屋面均布荷載1．恒載APP改性防水0.3520mm厚1：3水泥砂漿找平層20×0.02=0.40100mm厚水泥珍珠巖保溫層3.5×0.1=0.35焦渣找坡（最薄處30，最厚150）10×0.14=1.40100mm厚現(xiàn)澆混凝土結(jié)構(gòu)層（折算厚度）25×0.10=2.501mm厚壓型鋼板0.15輕鋼龍骨吊頂0.12合計5.272.活載：不上人屋面0.5雪載0.5重力荷載代表值計算時取雪荷載。豎向荷載作用下結(jié)構(gòu)分析時活荷載和雪荷載不同時考慮，取二者較大值考慮。二、樓面均布荷載：1．恒載：大理石面層28×0.02=0.5620mm厚水泥砂漿找平層20×0.02=0.40100mm厚現(xiàn)澆鋼筋混凝土結(jié)構(gòu)層25×0.1=2.501mm厚壓型鋼板0.15輕鋼龍骨吊頂0.12合計3.732.活載：樓面活荷載2.0走廊、樓梯的活荷載2.5為簡化計算，本設(shè)計偏于安全樓面均布荷載統(tǒng)一取2.5計算。三、構(gòu)件自重（單個）1.柱1層2.042×4.5=9.19kN2-6層2.042×4.2=8.58kN7層2.042×4.5=9.19kN2.梁橫向框架梁0.862×6.6=5.69kN縱向框架梁0.862×8.4=7.24kN橫向次梁0.612×6.6=4.04kN縱向次梁0.643×8.4=5.40kN3.墻體（1）外墻雙層聚氨酯夾芯墻板（含龍骨）300厚0.65合計0.65（2）內(nèi)墻雙層聚氨酯夾芯墻板（含龍骨）180厚0.50合計0.50（3）隔墻C型輕鋼龍骨隔墻0.434.門窗木門0.2塑鋼窗0.3四、重力荷載代表值計算各樓層重力荷載代表值的具體計算過程略，計算結(jié)果如下：6897.95kN574.73+5949.63=6564.80kN538.57+5990.07=6528.64kN538.57+6027.89=6566.47kN房屋總重力荷載代表值：＝6897.95+6564.80+6528.64×4+6566.74=46143.78kN圖9.5重力荷載分布圖第四部分水平地震作用下結(jié)構(gòu)分析（Ⅰ）橫向框架地震作用分析一、地震作用計算1.層間側(cè)移剛度計算（1）梁線剛度計算鋼材的彈性模量N/mm2框架梁線剛度表9.3層跨度L(mm)截面慣性矩(mm4)邊框架中框架=1.2(mm4)（×kN·m）=1.5(mm4)（×kN·m）1～766005000983256001179901.87317501474882.3414（2）柱線剛度計算柱的線剛度按式計算框架柱線剛度表9.4層柱高h(yuǎn)(m)A,D軸柱慣性矩(×)A,D軸柱子線剛度（×kN·m）B,C柱軸慣性矩(×)BB,C軸柱子線剛度（×kN·m）74.51.24245.68751.24245.687564.21.24246.09381.24246.093854.21.24246.09381.24246.093844.21.24246.09381.24246.093834.21.24246.09381.24246.093824.21.24246.09381.24246.093816.01.24244.26561.24244.2656（3）柱側(cè)移剛度計算一般層：=首層：=框架柱的值表9.5層柱子類別(m)(×104KN·m)(×104KN·m)(×104KN/m)(×104KN/m)7中框架中柱(10根)4.59.375.690.82330.29160.982920.8279邊柱(10根)4.54.685.690.41170.17070.5753邊框架中柱(4根)4.57.495.690.65870.24770.8350邊柱(4根)4.53.755.690.32930.14140.47652～6中框架中柱(10根)4.29.376.090.76840.27761.150724.2945邊柱(10根)4.24.686.090.38420.16120.6680邊框架中柱(4根)4.27.496.090.61480.23510.9746邊柱(4根)4.23.756.090.30740.13320.55221中框架中柱(10根)6.04.684.271.09780.51580.733418.0982邊柱(10根)6.02.344.270.54890.41150.5851邊框架中柱(4根)6.03.754.270.87820.47880.6809邊柱(4根)6.01.874.270.43910.38500.5475注：與樓梯相鄰處的框架梁應(yīng)按邊框架梁計算，此處簡化計算按中框架考慮。2.結(jié)構(gòu)自振周期計算將各層重力荷載代表值集中在相應(yīng)樓層處作為假想水平荷載計算整體框架的頂點(diǎn)位移?？紤]非結(jié)構(gòu)構(gòu)件的影響取。結(jié)構(gòu)自振周期表9.6層數(shù)(kN)(kN)(×104KN/m)（m）（m）76897.956897.9520.82790.0330.83466564.8013462.7524.29450.0550.80156528.6419991.3924.29450.0820.74546528.6426520.0324.29450.1090.66336528.6433048.6724.29450.1360.55426528.6439577.3124.29450.1630.41816566.4746143.7818.09820.2550.255=1.3973.水平地震作用分析（1）采用底部剪力法計算水平地震作用設(shè)防烈度7度，設(shè)計基本加速度值為0.1g（第一組），則；Ⅱ類場地，，阻尼比；＜=1.397s＜5＝5×0.35=1.75。==0.0251（2）結(jié)構(gòu)總水平地震作用:＝0.0251×0.85×46143.78＝988.40kN=1.397s＞1.4=1.4×0.35=0.49s，需要考慮頂部附加水平地震作用。=0.08+0.07=0.08×1.397+0.07=0.182頂部附加地震作用179.66kN（3）各層水平地震作用標(biāo)準(zhǔn)值及樓層地震剪力——結(jié)構(gòu)所在層樓板的計算高度。樓層地震剪力：(1ij7)樓層地震剪力計算表9.7層(m)(m)(kN)(KN·m)(kN)(kN)(kN)(kN)74.531.56897.95217285.470.251808.74179.66203.19382.8664.2276564.80177249.540.205—165.75548.6154.222.86528.64148853.010.172—139.20687.8144.218.66528.64121432.720.140—113.56801.3734.214.46528.6494012.430.109—87.92889.2824.210.26528.6466592.140.077—62.27951.561666566.4739398.810.046—36.84988.40（4）樓層地震剪力調(diào)整按抗震規(guī)范規(guī)定：各樓層地震剪力，剪力系數(shù)，具體計算如下表所示：樓層地震剪力調(diào)整表9.8層(kN)(kN)(kN)(kN)備注7382.866897.956897.95110.37滿足6548.616564.8013462.75215.40滿足5687.816528.6419991.39319.86滿足4801.376528.6426520.03424.32滿足3889.286528.6433048.67528.78滿足2951.566528.6439577.31633.24滿足1988.406566.4746143.78738.30滿足由以上計算可知各樓層地震剪力均滿足要求。（5）樓層地震剪力作用下橫向框架側(cè)移樓層地震剪力作用下橫向框架側(cè)移等于層間剪力除以樓層側(cè)移剛度，計算如下表：地震剪力作用下橫向框架側(cè)移表9.9層（m）(KN)(×104KN/m)(m)74.5382.8620.82790.00183864.2548.6124.29450.00225854.2687.8124.29450.00283144.2801.3724.29450.00329934.2889.2824.29450.00366024.2951.5624.29450.00391716.0988.4018.09820.005461（6）側(cè)移修正1）考慮節(jié)點(diǎn)域剪切變形對側(cè)移的修正由于本結(jié)構(gòu)橫向框架梁及框架柱截面沒有改變，故每層的側(cè)移修正系數(shù)相同，計算如下：由橫向框架梁的截面參數(shù)可知：梁的腹板平均高度度：=472mm梁截面的平均慣性矩：=750147488柱的腹板平均高度度：=456mm柱截面的平均慣性矩：=1242416352節(jié)點(diǎn)域腹板平均厚度：=14mm=456×472×14×79000=2.3805×=1.375＞1，需要修正。=(17.5×1.375-1.8×1.3752-10.7)×=11.401修正系數(shù)：2）考慮節(jié)點(diǎn)柔性的側(cè)移修正規(guī)范規(guī)定修正幅度一般應(yīng)控制在5%以內(nèi)，故取修正系數(shù)框架側(cè)移及修正表9.10層層高（m）74.50.0019431.1080.050.0021280.0269371/21141/30064.20.0023991.1080.050.0026150.0248091/160654.20.0030091.1080.050.0032780.0221941/128144.20.0035061.1080.050.0038190.0189161/110034.20.0038901.1080.050.0042380.0150971/99124.20.0041631.1080.050.0045350.0108591/92616.00.0046111.1080.050.0063230.0063231/949從上表計算可知層間位移角＜，滿足要求。（7）框架的頂點(diǎn)水平側(cè)移框架的頂點(diǎn)水平側(cè)移可分為兩部分：由框架梁的彎曲變形產(chǎn)生的側(cè)移和由柱子軸向變形產(chǎn)生的側(cè)移，框架頂端側(cè)移=+?？捎芍捣ㄇ蟮模?，的計算如下：將地震作用下折算成倒三角形水平分布荷載，頂端荷載為：===72.39kN/m（邊柱截面沿高度沒有變化）參數(shù)；==0.006179頂點(diǎn)位移：=+=0.026937+0.006179=0.03，滿足要求。從以上表計算可知，地震作用下側(cè)移滿足要求。（8）框架質(zhì)心側(cè)移驗(yàn)算規(guī)范規(guī)定框架頂端側(cè)移不應(yīng)超過質(zhì)心側(cè)移的1.3倍，計算如下。1）質(zhì)心高度==m由于m<=18.742m<m，所以1.3倍的質(zhì)心位移：1.3=1.3=1.3×[0.018916+0.003278×(18.742-18.6)/4.2]=0.02473＜=0.0331，滿足。圖9.6地震作用下的層間剪力二、水平地震作用下框架內(nèi)力計算（采用D值法）取④軸橫向框架計算。1.框架柱的反彎點(diǎn)高度計算—反彎點(diǎn)到柱下端結(jié)點(diǎn)的距離，即反彎點(diǎn)高度?！獦?biāo)準(zhǔn)反彎點(diǎn)高度比。—上下橫粱線剛度比對標(biāo)準(zhǔn)反彎點(diǎn)高度比的修正系數(shù)。—上層層高變化修正系數(shù)?！聦訉痈咦兓拚禂?shù)。根據(jù)框架總層數(shù)、該柱所在層數(shù)和梁柱線剛度比查表得。邊柱（中框架A柱、D軸柱）的反彎點(diǎn)高度比表9.11層(m)74.50.41170.2060.0000.0000.0000.20664.20.38420.3420.0000.0000.0000.34254.20.38420.3920.0000.0000.0000.39244.20.38420.4420.0000.0000.0000.44234.20.38420.5000.0000.0000.0000.50024.20.38420.5580.0000.000-0.0500.50816.00.54890.7260.0000.0000.0000.726中柱（中框架B柱、C軸柱）的反彎點(diǎn)高度比表9.12層(m)74.50.82330.3500.0000.0000.0000.35064.20.76840.4000.0000.0000.0000.40054.20.76840.4500.0000.0000.0000.45044.20.76840.4500.0000.0000.0000.45034.20.76840.5000.0000.0000.0000.50024.20.76840.5000.0000.000-0.0500.45016.01.09780.6450.0000.0000.0000.6452.框架柱端彎矩計算（1）第層第k根柱所受的剪力：=（2）第層第k根柱下端彎矩：（3）第層第k根柱上端彎矩：具體計算過程見下表邊柱（A、D軸）柱端彎矩表9.13層H(m)(kN/m)(kN/m)(kN)(kN)（）()74.50.575320.8279382.8610.580.206-37.79-9.8064.20.668024.2945548.6115.090.342-41.68-21.6854.20.668024.2945687.8118.910.392-48.29-31.1544.20.668024.2945801.3722.040.442-51.63-40.9234.20.668024.2945889.2824.450.500-51.35-51.3524.20.668024.2945951.5626.170.508-54.08-55.8116.00.585118.0982988.4031.950.726-52.62-139.11中柱（B、C軸）柱端彎矩表9.14層H(m)(kN/m)(kN/m)(kN)(kN)（）()74.50.982920.8279382.8618.070.350-52.85-28.4664.21.150724.2945548.6125.980.400-65.48-43.6554.21.150724.2945687.8132.580.450-75.25-61.5744.21.150724.2945801.3737.960.450-87.68-71.7434.21.150724.2945889.2842.120.500-88.45-88.4524.21.150724.2945951.5645.070.450-104.11-85.1816.00.733418.0982988.4040.050.645-85.28-155.033.框架梁端彎矩、剪力及框架柱軸力計算根據(jù)節(jié)點(diǎn)平衡，由柱端彎矩求梁端彎矩。梁端按其線剛度分配。==橫向框架梁端彎矩、剪力及框架柱軸力表9.15層A軸柱AB跨A軸柱B軸柱BC跨B軸柱()()()()()()()()()()()()76.6-9.80-37.791.037.7926.42-9.739.73-28.46-52.850.526.4226.42-8.011.7266.6-21.68-41.681.051.4846.97-14.9224.65-43.65-65.480.546.9746.97-14.232.4156.6-31.15-48.291.069.9659.45-19.6144.25-61.57-75.250.559.4559.45-18.024.0046.6-40.92-51.631.082.7874.62-23.8568.10-71.74-87.680.574.6274.62-22.615.2436.6-51.35-51.351.092.2780.09-26.1294.22-88.45-88.450.580.0980.09-24.277.0826.6-55.81-54.081.0105.4396.28-30.56124.78-85.18-104.110.596.2896.28-29.188.4716.6-139.11-52.621.0108.4385.23-29.34154.12-155.03-85.280.585.2385.23-25.8311.98由于結(jié)構(gòu)對稱，故CD跨框架梁與AB跨相同；C、D軸框架柱內(nèi)力分別與A、B軸框架柱內(nèi)力相同。由于本結(jié)構(gòu)的自振周期=1.397s<1.5s，故柱軸力不予修正。4.地震作用下框架內(nèi)力圖圖9.7地震作用下橫向框架內(nèi)力圖

（Ⅱ）縱向框架地震作用分析一、側(cè)移剛度計算1．支撐布置在A軸（或D軸）框架各兩道，詳見結(jié)構(gòu)布置圖9.8。每道支撐的豎向布置如下圖所示。圖9.8柱間豎向支撐布置圖2.中心支撐桿件的選取本設(shè)計中心支撐桿件桿件采用雙角鋼截面，按拉桿設(shè)計，7度設(shè)防，要求。中心支撐桿件的計算長度，按拉桿設(shè)計時：支撐平面內(nèi)取節(jié)點(diǎn)中心到交叉點(diǎn)的距離，支撐平面外，支撐截面初估如下表所示。中心支撐桿件截面參數(shù)表9.16層規(guī)格重量()面積()回轉(zhuǎn)半徑(cm)支撐桿件長度(m)72∟125×8節(jié)點(diǎn)板厚1231.0139.53.885.559.53122.81171.7162∟125×8節(jié)點(diǎn)板厚1231.0139.53.885.559.39121.01169.1952∟125×8節(jié)點(diǎn)板厚1231.0139.53.885.559.39121.01169.1942∟125×8節(jié)點(diǎn)板厚1231.0139.53.885.559.39121.01169.1932∟125×8節(jié)點(diǎn)板厚1231.0139.53.885.559.39121.01169.1922∟125×8節(jié)點(diǎn)板厚1231.0139.53.885.559.39121.01169.1912∟125×8節(jié)點(diǎn)板厚1231.0139.53.885.5510.32132.99185.953.中心支撐（X型）的等效側(cè)移剛度：、——支撐桿件的彈性模量和截面面積；——支撐的水平傾角；——框架柱軸線距離。圖9.9支撐尺寸具體計算見下表。中心支撐（X型）的等效側(cè)移剛度表9.17層()()L(m)()()739.52.068.40.881566347.17265388.66639.52.068.40.894469313.85277255.39539.52.068.40.894469313.85277255.39439.52.068.40.894469313.85277255.39339.52.068.40.894469313.85277255.39239.52.068.40.894469313.85277255.39139.52.068.40.813752195.32208781.284.框架結(jié)構(gòu)的縱向側(cè)移剛度計算方法同前?？蚣芙Y(jié)構(gòu)的縱向側(cè)移剛度表9.18層柱子類別(m)(×104KN·m)(×104KN·m)(×104kN/m)(×104kN/m)7中框架中柱(10根)4.57.361.532.40470.54590.495011.9348邊柱(4根)4.53.681.531.20240.37550.3404邊框架中柱(10根)4.55.891.531.92380.49030.4445邊柱(4根)4.52.941.530.96190.32480.29452～6中框架中柱(10根)4.27.361.642.24440.52880.589714.1578邊柱(4根)4.23.681.641.12220.35940.4008邊框架中柱(10根)4.25.891.641.79550.47310.5276邊柱(4根)4.22.941.640.89780.30980.34551中框架中柱(10根)63.681.153.20630.71190.27237.0152邊柱(4根)61.841.151.60310.58370.2233邊框架中柱(10根)62.941.152.56500.67140.2568邊柱(4根)61.471.151.28250.54300.2077結(jié)構(gòu)縱向總側(cè)移剛度表9.19層(×104kN/m)(×104kN/m)+(×104kN/m)726.538911.934838.4737627.725514.157841.8833527.725514.157841.8833427.725514.157841.8833327.725514.157841.8833227.725514.157841.8833120.87817.015227.8933二、結(jié)構(gòu)的自振周期周期（縱向框架）結(jié)構(gòu)自振周期計算方法同前，具體計算過程如下表所示。結(jié)構(gòu)自振周期計算（縱向框架）表9.20層(kN)(kN)(×104kN/m)層間相對位移(m)(m)76897.956897.953847370.0180.50066564.8013462.754188330.0320.48256528.6419991.394188330.0480.45046528.6426520.034188330.0630.40236528.6433048.674188330.0790.33926528.6439577.314188330.0940.26016566.4746143.782789330.1650.165=1.0823.縱向水平地震作用分析（1）采用底部剪力法計算縱向水平地震作用考慮多遇地震，7度設(shè)防，設(shè)計基本加速度值為0.1g（第一組），則；Ⅱ類場地，，阻尼比；＜＜5＝5×0.35=1.75。==0.0318（2）結(jié)構(gòu)總水平地震作用:＝0.0318×0.85×46143.78＝1247.40kN=1.082s＞1.4=1.4×0.35=0.49s，需要考慮頂部附加水平地震作用。=0.08+0.07=0.08×1.082+0.07=0.1565頂部附加地震作用195.28kN（3）各層水平地震作用標(biāo)準(zhǔn)值及樓層地震剪力——結(jié)構(gòu)所在層樓板的計算高度。樓層地震剪力：(1ij7)樓層地震剪力計算表9.21層(m)(m)(kN)()(kN)(kN)(kN)(kN)74.531.56897.95217285.470.25121052.13195.28264.34459.6264.2276564.80177249.540.2050—215.64675.2654.222.86528.64148853.010.1721—181.09856.3544.218.66528.64121432.720.1404—147.731004.0834.214.46528.6494012.430.1087—114.371118.4624.210.26528.6466592.140.0770—81.011199.471666566.4739398.810.0456—47.931247.40（4）樓層地震剪力調(diào)整按抗震規(guī)范規(guī)定：各樓層地震剪力，剪力系數(shù)，具體計算如下表所示：樓層地震剪力調(diào)整表9.22層(kN)(kN)(kN)備注7459.626897.956897.95110.37滿足6675.266564.8013462.75215.40滿足5856.356528.6419991.39319.86滿足41004.086528.6426520.03424.32滿足31118.466528.6433048.67528.78滿足21199.476528.6439577.31633.24滿足11247.406566.4746143.78738.30滿足（5）樓層地震剪力作用下縱向框架側(cè)移由框架梁的彎曲變形產(chǎn)生的側(cè)移計算如下表，其中、分別為考慮節(jié)點(diǎn)域剪切變形和節(jié)點(diǎn)柔性對側(cè)移影響的修正系數(shù)，計算方法同前。地震剪力作用下縱向框架側(cè)移表9.23層（m）(kN)(kN/m)(m)(m)(m)74.5459.623847370.001191.0790.050.001350.019481/333764.2675.264188330.001611.0790.050.001820.018131/230854.2856.354188330.002041.0790.050.002310.016311/182044.21004.084188330.002401.0790.050.002710.014001/155234.21118.464188330.002671.0790.050.003010.011301/139324.21199.474188330.002861.0790.050.003230.008281/129916.01247.402789330.004471.0790.050.005050.005051/1189從上表計算可知＜。柱子軸向變形產(chǎn)生的側(cè)移計算如下：將地震作用下折算成倒三角形水平分布荷載，頂端荷載為：===90.52kN/m（邊柱截面沿高度沒有變化）參數(shù)==0.00119m頂點(diǎn)位移:=+=0.01948+0.00119=0.02067m，滿足要求。從以上表計算可知，地震作用下側(cè)移滿足要求。4.支撐內(nèi)力計算本結(jié)構(gòu)共設(shè)四道支撐，因此每道支撐所承擔(dān)的地震剪力為每層支撐所受總剪力的1/4，支撐桿件的拉力按桁架結(jié)構(gòu)計算，計算過程如下表所示。圖9.10結(jié)構(gòu)的縱向地震剪力支撐所承擔(dān)的地震剪力表9.24層(kN)+(×104kN/m)(×104kN/m)(kN)(×104kN/m)（kN）7459.6238.47411.935142.5826.539317.046675.2641.88314.158228.2627.726447.005856.3541.88314.158289.4727.726566.8841004.0841.88314.158339.4127.726664.6731118.4641.88314.158378.0727.726740.3921199.4741.88314.158405.4627.726794.0111247.4027.8937.015313.7220.878933.68支撐桿件的內(nèi)力表9.25層（kN）（m）（m）（kN）7317.048.49.5389.926447.008.49.39124.945566.888.49.39158.454664.678.49.39185.783740.398.49.39206.942794.018.49.39221.931933.688.410.32286.85

第五部分風(fēng)荷載計算分析一、風(fēng)荷載計算1.自然條件基本風(fēng)壓＝0.55kN/m2（設(shè)計基準(zhǔn)期50年），地面粗糙度為C類（按房屋比較密集的城市市區(qū)計）。2.風(fēng)荷載計算由荷載規(guī)范可知，作用在建筑物表面的風(fēng)荷載標(biāo)準(zhǔn)值按下式計算：由于=1.397s＞0.25s，按荷載規(guī)范的要求應(yīng)考慮結(jié)構(gòu)發(fā)生順風(fēng)向風(fēng)振的影響，此處僅考慮第一振型。0.62×0.55×1.3972＝0.67kNs2/m2，因此=2.395；房屋高寬比＝31.5/50.4＝0.625，因此＝0.41；風(fēng)荷載作用下各樓層處的水平力按下式計算：=式中：、——第i層和第i+1層的層高，計算頂層時取兩倍的女兒墻高度?！课莸目v向?qū)挾?。具體計算如下所示：風(fēng)振系數(shù)計算表9.26層(m)731.52.3950.411.001.021.96627.02.3950.410.810.951.84522.82.3950.410.680.881.76418.62.3950.410.450.811.55314.42.3950.410.330.741.44210.22.3950.410.170.741.2316.02.3950.410.080.741.11風(fēng)荷載計算表9.27層(m)(kN/m2)(kN/m2)(kN)(kN)迎風(fēng)面背風(fēng)面731.51.961.020.8-0.50.551.43205.61205.61627.01.840.950.8-0.50.551.25273.60479.21522.81.760.880.8-0.50.551.11234.25713.46418.61.550.810.8-0.50.550.90189.47902.93314.41.440.740.8-0.50.550.76161.041063.97210.21.230.740.8-0.50.550.65137.271201.24161.110.740.8-0.50.550.59150.441351.68圖9.11風(fēng)荷載作用下層間剪力二、風(fēng)荷載作用下框架內(nèi)力和側(cè)移計算風(fēng)荷載作用下框架內(nèi)力和側(cè)移計算與地震作用下框架內(nèi)力和側(cè)移計算方法相同，采用D值法。具體計算如下表。1.側(cè)移驗(yàn)算1）層間側(cè)移計算風(fēng)荷載作用框架側(cè)移計算如表9.28所示。表中的、分別為考慮節(jié)點(diǎn)域剪切變形和節(jié)點(diǎn)柔性對側(cè)移影響的修正系數(shù)，計算方法同前。風(fēng)荷載作用框架側(cè)移表9.28層（m）(kN)(kN/m)(m)(m)(m)74.5205.612082790.000991.10790.050.001140.03061/39371/30064.2479.212429450.001971.10790.050.002280.02941/183954.2713.462429450.002941.10790.050.003400.02711/123544.2902.932429450.003721.10790.050.004300.02371/97634.21063.972429450.004381.10790.050.005070.01941/82824.21201.242429450.004941.10790.050.005730.01441/73416.01351.681809820.007471.10790.050.008650.00861/694從上表計算可知＜。2）頂點(diǎn)側(cè)移驗(yàn)算柱子軸向變形產(chǎn)生的側(cè)移計算如下：將風(fēng)荷載折算成倒三角形水平分布荷載，頂端荷載為：===82.69kN/m（邊柱截面沿高度沒有變化）參數(shù)==0.001089m頂點(diǎn)位移:=+=0.0306+0.001089=0.0317m，滿足要求。3）質(zhì)心側(cè)移驗(yàn)算由前述計算可知質(zhì)心高度=18.742m。由于m＜=18.742m＜m，所以1.3倍的質(zhì)心位移：1.3=1.3=1.3×[0.0237+0.00340×(18.742-18.6)/4.2]=0.0310＜=0.0317，滿足。2.風(fēng)荷載作用下橫向框架內(nèi)力計算風(fēng)荷載作用下橫向框架內(nèi)力計算方法與地震作用下的內(nèi)力計算方法相同。邊柱的彎矩、剪力表9.29層(m)(kN/m)(kN/m)(kN)(kN)（）()74.50.575320.8279205.615.680.206-20.30-5.2664.20.668024.2945479.2113.180.342-36.41-18.9354.20.668024.2945713.4619.620.392-50.09-32.3144.20.668024.2945902.9324.830.442-58.18-46.1034.20.668024.29451063.9729.260.500-61.44-61.4424.20.668024.29451201.2433.030.508-68.27-70.46160.585118.09821351.6843.700.726-71.96-190.24中柱的彎矩、剪力表9.30層(m)(kN/m)(kN/m)(kN)(kN)(）()74.50.982920.8279205.619.700.350-28.38-15.2864.21.150724.2945479.2122.700.400-57.20-38.1354.21.150724.2945713.4633.790.450-78.06-63.8744.21.150724.2945902.9342.770.450-98.79-80.8334.21.150724.29451063.9750.390.500-105.82-105.8224.21.150724.29451201.2456.890.450-131.43-107.53160.733418.09821351.6854.770.645-116.63-212.01框架梁端彎矩、剪力及框架柱軸力表9.31層A軸柱AB跨A軸柱B軸柱BC跨B軸柱()()()()()()()()()()()()76.6-5.26-20.30120.3014.19-5.235.23-15.28-28.380.514.1914.19-4.300.9366.6-18.93-36.41141.6736.24-11.8017.03-38.13-57.200.536.2436.24-10.981.7556.6-32.31-50.09169.0258.09-19.2636.29-63.87-78.060.558.0958.09-17.603.4046.6-46.10-58.18190.4981.33-26.0362.32-80.83-98.790.581.3381.33-24.644.7936.6-61.44-61.441107.5493.33-30.4392.76-105.82-105.820.593.3393.33-28.286.9526.6-70.46-68.271129.71118.63-37.63130.38-107.53-131.430.5118.63118.63-35.958.6316.6-190.24-71.961142.42112.08-38.56168.94-212.01-116.630.5112.08112.08-33.9613.223.風(fēng)荷載作用下框架內(nèi)力圖圖9.12風(fēng)荷載作用下橫向框架內(nèi)力

第六部分豎向荷載作用下框架結(jié)構(gòu)內(nèi)力橫向框架在豎向荷載作用下的內(nèi)力分析采用彎矩二次分配法。彎矩二次分配法是一種近似計算方法，即將各節(jié)點(diǎn)的不平衡彎矩同時作分配和傳遞，分配兩次傳遞一次。一、豎向荷載匯集及框架計算簡圖1.屋面1）屋面恒荷載計算（標(biāo)準(zhǔn)值）（1）框架梁自重邊跨（中跨）梁：=0.862kN/m（2）次梁自重：=0.643kN/m=0.643×8.4×0.5=2.70kN=2.70×2=5.40kN（3）屋面板荷載：屋面板邊跨為8.4×2.2m，屋面次梁上恒荷載標(biāo)準(zhǔn)值為：邊跨：=5.27×2.2=11.594=11.594×8.4×0.5=48.695kN=48.695×2=97.39kN中跨：=5.27×2.25=11.858=11.858×8.4×0.5=49.802kN=49.802×2=99.60kN（4）橫向框架梁所受的恒荷載均布荷載：=0.862kN/m由于橫向框架梁所受的均布荷載（自重）很小，簡化計算折算為集中荷載(下同)：=0.862×6.6×0.5=2.845kN橫向框架梁所受的集中荷載：邊跨：=2.845+5.40+97.39=105.63kN中跨：=2.845+5.40+99.60=107.85kN2）屋面活荷載（不上人屋面）：0.5邊跨：=0.5×2.2=1.1=1.1×8.4×0.5=4.62kN=4.62×2=9.24kN中跨：=0.5×2.25=1.125=1.125×8.4×0.5=4.73kN=4.73×2=9.46kN2.樓面1）樓面恒荷載（標(biāo)準(zhǔn)值）（1）框架梁自重邊跨（中跨）梁：=0.862kN/m（2）次梁自重：=5.40kN（3）樓面板荷載：①邊跨樓面板為8.4m×2.2m=3.73×2.2=8.206=8.206×8.4×0.5=34.465kN=34.465×2=68.93kN②中跨樓面板為8.4m×2.1m及8.4m×2.4m，次梁傳來的支座反力為框架梁的集中荷載。樓面恒荷載標(biāo)準(zhǔn)值：=3.73×2.25=8.393墻體自重(按次梁承受計算)：6層：=0.50×(4.5-0.45-0.08)=1.985標(biāo)準(zhǔn)層：=0.50×(4.2-0.45-0.08)=1.835次梁支座反力：頂層：=(8.393+1.985)×8.4×0.5=43.588kN標(biāo)準(zhǔn)層：=(8.393+1.835)×8.4×0.5=42.958kN橫向框架梁所受的集中力：頂層：=43.588×2=87.18kN標(biāo)準(zhǔn)層：=42.958×2=85.92kN（4）橫向框架梁上的墻重，按柱承受考慮，因此不予考慮。（5）橫向框架梁所受的恒荷載均布荷載：=0.862kN/m由于橫向框架梁所受的均布荷載較小，簡化計算，折算為集中荷載：=0.862×6.6×0.5=2.845kN橫向框架梁所受的集中荷載：頂層：邊跨：=2.845+5.40+68.93=77.18kN中跨：=2.845+5.40+87.18=95.42kN標(biāo)準(zhǔn)層：邊跨：=2.845+5.40+68.96=77.18kN中跨：=2.845+5.40+85.92=94.16kN2）樓面活荷（標(biāo)準(zhǔn)值）：=2.5kN/m（1）邊跨樓面活荷載標(biāo)準(zhǔn)值為：=2.5×2.2=5.5=5.5×8.4×0.5=23.10kN=23.10×2=46.20kN（2）中跨樓面活荷載標(biāo)準(zhǔn)值為：=2.5×2.25=5.625=5.625×8.4×0.5=23.625kN=23.625×2=47.25kN3、框架計算簡圖:圖9.13豎向荷載作用下橫向框架計算簡圖二、豎向荷載作用下橫向框架內(nèi)力分析1、固端彎矩計算圖9.14橫向框架梁計算簡圖如上圖所示集中荷載作用下梁的固端彎矩為：。具體計算見下表。恒載作用下框架梁的固端彎矩表9.32層邊跨中跨l（m）a（m）P（kN）M（）l（m）a（m）P（kN）M（）76.62.2105.63154.936.62.1107.85154.4266.62.277.18113.196.62.195.42136.6256.62.277.18113.196.62.194.16134.8146.62.277.18113.196.62.194.16134.8136.62.277.18113.196.62.194.16134.8126.62.277.18113.196.62.194.16134.8116.62.277.18113.196.62.194.16134.81活載作用下框架梁的固端彎矩表9.33層邊跨中跨l（m）a（m）P（kN）M（）l（m）a（m）P（kN）M（）76.62.29.2413.556.62.19.4513.5366.62.246.267.766.62.147.2567.6556.62.246.267.766.62.147.2567.6546.62.246.267.766.62.147.2567.6536.62.246.267.766.62.147.2567.6526.62.246.267.766.62.147.2567.6516.62.246.267.766.62.147.2567.652.內(nèi)力分配系數(shù)計算：1）轉(zhuǎn)動剛度S及相對轉(zhuǎn)動剛度計算由于所選的計算單元，框架結(jié)構(gòu)對稱、荷載也對稱，其內(nèi)力對稱，故僅計算半榀框架，具體計算如下表。橫向框架梁、柱的轉(zhuǎn)動剛度及相對轉(zhuǎn)動剛度表9.34構(gòu)件名稱轉(zhuǎn)動剛度S（）相對轉(zhuǎn)動剛度框架梁邊跨0.384中跨0.192框架柱頂層邊柱0.933中柱0.9332—6層邊柱1.000中柱1.000底層邊柱0.700中柱0.7002）分配系數(shù)計算：各桿件的彎矩分配系數(shù)見下表。橫向框架梁、柱的彎矩分配系數(shù)表9.35位置節(jié)點(diǎn)編號邊節(jié)點(diǎn)8—0.384—0.9331.318—0.2920.0000.7087—0.3840.9331.0002.318—0.1660.4030.4316—0.3841.0001.0002.384—0.1610.4190.4195—0.3841.0001.0002.384—0.1610.4190.4194—0.3841.0001.0002.384—0.1610.4190.4193—0.3841.0001.0002.384—0.1610.4190.4192—0.3841.0000.7002.084—0.1840.4800.336中間節(jié)點(diǎn)160.3840.192—0.9331.5100.2550.127—0.618150.3840.1920.9331.0002.5100.1530.0770.3720.398140.3840.1921.0001.0002.5760.1490.0750.3880.388130.3840.1921.0001.0002.5760.1490.0750.3880.388120.3840.1921.0001.0002.5760.1490.0750.3880.388110.3840.1921.0001.0002.5760.1490.0750.3880.388100.3840.1921.0000.7002.2760.1690.0840.4390.3083）恒載作用下的彎矩二次分配上柱下柱左梁右梁上柱下柱左梁0.0000.7080.2920.2550.0000.6180.127-154.93154.93-154.42109.7545.1822.5911.74-2.94-5.88-14.28-2.94-6.24-2.574.79-1.22-2.96-0.61115.26-115.26170.42-12.46-157.970.4030.4310.1660.1530.3720.3980.077-113.19113.19-136.6254.87-7.1423.4825.169.674.8321.101.973.949.5710.251.97-9.29-9.95-3.821.63-0.25-0.61-0.65-0.1269.0736.31-105.38121.711.8211.23-134.770.4190.4190.1610.1490.3880.3880.075-113.19113.19-134.8112.585.1342.2042.2016.218.1119.310.631.253.263.260.63-8.36-8.36-3.212.44-0.36-0.95-0.95-0.1846.4253.15-99.56122.187.444.75-134.370.4190.4190.1610.1490.3880.3880.075-113.19113.19-134.8121.101.6338.6338.6314.847.4219.690.941.884.884.880.94-8.65-8.65-3.322.25-0.34-0.88-0.88-0.1751.0749.66-100.74122.155.636.26-134.040.4190.4190.1610.1490.3880.3880.075-113.19113.19-134.8119.312.4439.3739.3715.137.5619.610.871.734.514.510.87-8.59-8.59-3.302.30-0.34-0.89-0.89-0.1750.1050.40-100.49122.146.065.92-134.120.4190.4190.1610.1490.3880.3880.075-113.19113.19-134.8119.692.2539.2239.2215.077.5322.450.881.764.594.590.88-9.79-9.79-3.762.35-0.35-0.91-0.91-0.1849.1251.88-101.00122.145.946.03-134.110.4800.3360.1840.1690.4390.3080.084-113.19113.19-134.8119.612.3044.9031.4317.258.630.901.814.703.290.90-0.43-0.30-0.1764.0831.13-95.20123.627.003.29-133.9115.711.654）活載作用下的彎矩二次分配上柱下柱左梁右梁上柱下柱左梁0.0000.7080.2920.2550.0000.6180.127-13.5513.55-13.539.603.951.9812.68-0.25-0.51-1.23-0.25-8.80-3.62-0.880.220.540.1113.48-13.4815.24-1.57-13.670.4030.4310.1660.1530.3720.3980.077-67.7667.76-67.654.80-0.6225.3627.1710.445.2211.36-0.36-0.72-1.75-1.88-0.36-4.43-4.75-1.82-0.690.110.260.270.0525.7333.78-59.5172.36-2.11-2.29-67.960.4190.4190.1610.1490.3880.3880.075-67.7667.76-67.6513.58-0.9422.7222.728.734.3711.83-0.26-0.53-1.37-1.37-0.26-4.85-4.85-1.86-0.770.110.300.300.0631.4629.70-61.1671.71-2.01-1.84-67.860.4190.4190.1610.1490.3880.3880.075-67.7667.76-67.6511.36-0.6923.6523.659.094.5411.73-0.30-0.59-1.54-1.54-0.30-4.80-4.80-1.84-0.750.110.290.290.0630.2230.59-60.8171.82-1.94-2.00-67.890.4190.4190.1610.1490.3880.3880.075-67.7667.76-67.6511.83-0.7723.4623.469.014.5111.75-0.29-0.57-1.49-1.49-0.29-4.81-4.81-1.85-0.750.110.290.290.0630.4830.40-60.8871.81-1.97-1.95-67.880.4190.4190.1610.1490.3880.3880.075-67.7667.76-67.6511.73-0.7523.5023.509.034.5113.44-0.29-0.58-1.50-1.50-0.29-5.51-5.51-2.12-0.990.150.390.390.0729.7231.42-61.1471.84-1.87-2.11-67.870.4800.3360.1840.1690.4390.3080.084-67.7667.76-67.6511.75-0.7526.8718.8110.335.16-0.38-0.76-1.98-1.39-0.380.180.130.0738.8118.94-57.7572.16-2.74-1.39-68.039.41-0.695）框架梁跨中彎矩計算由以上計算結(jié)果可知邊跨跨中最大彎矩出現(xiàn)在距梁左端1/3處，此處彎矩為：上式中。中跨跨中最大彎矩為：。具體計算結(jié)果如下表：（1）恒載作用下框架梁跨中彎矩恒載作用下框架梁跨中彎矩表9.36層邊跨（AB跨）中跨（BC跨）(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)7-115.26170.42232.4098.75-157.97157.97226.4868.516-105.38121.71169.7958.96-134.77134.77200.3765.605-99.56122.18169.7962.68-134.37134.37197.7363.364-100.74122.15169.7961.91-134.04134.04197.7363.683-100.49122.14169.7962.07-134.12134.12197.7363.612-101.00122.14169.7961.74-134.11134.11197.7363.621-95.20123.62169.7965.11-133.91133.91197.7363.82注：CD跨框架梁跨中彎矩與AB跨相同。（2）活載作用下框架梁跨中彎矩活載作用下框架梁跨中彎矩表9.37層邊跨（AB跨）中跨（BC跨）(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)(kN﹒m)7-13.4815.2420.336.26-13.6713.6719.8456.176-59.5172.36101.6437.85-67.9667.9699.22531.265-61.1671.71101.6436.96-67.8667.8699.22531.374-60.8171.82101.6437.16-67.8967.8999.22531.333-60.8871.81101.6437.12-67.8867.8899.22531.342-61.1471.84101.6436.93-67.8767.8799.22531.361-57.7572.16101.6439.09-68.0368.0399.22531.19注：CD跨框架梁跨中彎矩與AB跨相同。6）框架梁的剪力計算由于框架梁簡化為僅承擔(dān)集中荷載，因此由力的平衡條件可知，框架梁的剪力大小等于其跨中集中荷載的數(shù)值。具體結(jié)果見內(nèi)力圖7）框架柱的剪力計算由于框架柱間無橫向荷載，故柱子的剪力為：計算結(jié)果如下表所示。恒載作用下框架柱的剪力計算表9.38層(m)邊柱（A柱）中柱（B柱）Mc上(kN﹒m)Mc下(kN﹒m)Vc(kN)Mc上(kN﹒m)Mc下(kN﹒m)Vc(kN)74.5115.2669.07-40.96-12.461.822.3664.236.3146.42-19.7011.237.44-4.4554.253.1551.07-24.814.755.63-2.4744.249.6650.10-23.756.266.06-2.9334.250.4049.12-23.695.925.94-2.8224.251.8864.08-27.616.037.00-3.101631.1315.71-7.813.291.65-0.82注：D柱與A柱剪力相同；B柱與C柱剪力相同?；钶d作用下框架柱的剪力計算表9.39層(m)邊柱（A柱）中柱（B柱）Mc上(kN﹒m)Mc下(kN﹒m)Vc(kN)Mc上(kN﹒m)Mc下(kN﹒m)Vc(kN)74.513.4825.73-8.71-1.57-2.110.8264.233.7831.46-15.53-2.29-2.011.0254.229.7030.22-14.27-1.84-1.940.9044.230.5930.48-14.54-2.00-1.970.9434.230.4029.72-14.31-1.95-1.870.9124.231.4238.81-16.72-2.11-2.741.151618.949.41-4.72-1.39-0.690.35注：D柱與A柱剪力相同；B柱與C柱剪力相同。8）框架柱軸力計算豎向荷載作用下，每一層的框架柱的上端截面軸力等于上層柱傳來的軸力加上本層縱、橫向框架梁傳來的荷載（即梁端剪力），柱的下端截面軸力等于上端截面軸力加上本層柱的自重。具體計算如下。（1）恒載作用下①縱向跨架梁傳來的框架柱軸力計算邊柱頂層柱女兒墻：8.4×0.6×3.78=19.05kN屋面荷載：8.4×1.1×5.27=48.69kN縱向框架梁重：7.24kN總計：=19.05+48.69+7.24=74.99kN六層柱樓面荷載：8.4×1.1×3.73=34.47kN縱向框架梁重：7.24kN外墻及窗重：(8.4×4.5-2.85×2.7×2)×0.65+2.85×2.7×2×0.3=19.18kN總計：=34.47+7.24+19.18=60.89kN2-5層柱樓面荷載：8.4×1.1×3.73=34.47kN縱向框架梁：7.24kN外墻及窗重：（8.4×4.2-2.85×2.7×2）×0.65×0.5+2.85×2.7×2×0.3=17.55kN總計：=2×(34.47+7.24+17.55)=59.25kN中柱頂層柱屋面荷載：8.4×2.15×5.27=95.18kN縱向框架梁重：7.24kN總計：=95.18+7.24=102.42kN2-6層柱樓面荷載：8.4×2.15×3.73=67.36kN縱向框架梁重：7.24kN總計：=67.36+7.24)=74.61kN②柱子自重及橫向墻體重頂層柱重：2.042×4.5=9.19kN；標(biāo)準(zhǔn)層柱重：2.042×4.2=8.58kN橫向墻體重：頂層：邊柱：(4.5-0.5-0.15)×3.3×0.43=5.46kN中柱：(4.5-0.5-0.15)×(3.3+2.1)×0.43=8.94kN標(biāo)準(zhǔn)層：邊柱：(4.2-0.5-0.15)×3.3×0.43=5.04kN中柱：(4.2-0.5-0.15)×(3.3+2.1)×0.43=8.24kN總計：頂層：邊柱：=9.19+5.46=14.65kN中柱：=9.19+8.94=18.13kN標(biāo)準(zhǔn)：邊柱：=8.58+5.05=13.62kN中柱：=8.58+8.24=16.82kN（2）活載作用下縱向跨架梁傳來的荷載計算如下：邊柱頂層柱邊柱：=8.4×1.1×0.5=4.62kN中柱：=8.4×2.15×0