廣州市某十一層剪力墻結(jié)構(gòu)豪華公寓設(shè)計(jì)畢業(yè)設(shè)計(jì)

PAGE廣州市某十一層框架-剪力墻結(jié)構(gòu)豪華公寓【摘要】本工程為廣州市某十一層框架-剪力墻結(jié)構(gòu)豪華公寓設(shè)計(jì)，耐火等級為二級。平面形狀近似為矩形，總建筑面積為6442平方米，建筑高度為34.72米，總層數(shù)為11層，室內(nèi)外底面高差0.52米，建筑沿X、Y方向的寬度均為25.8米。根據(jù)建筑的使用功能、房屋的高度與層數(shù)、場地條件、結(jié)構(gòu)材料以及施工技術(shù)等因素綜合分析考慮，采用現(xiàn)澆鋼筋混凝土框架－剪力墻結(jié)構(gòu)體系。樓蓋結(jié)構(gòu)采用現(xiàn)澆鋼筋混凝土結(jié)構(gòu)。結(jié)構(gòu)的設(shè)計(jì)使用年限為50年，建筑結(jié)構(gòu)的安全等級為二級，建筑抗震設(shè)防類別為丙級。建筑場地土類別為II類?？拐鹪O(shè)防烈度為7度，設(shè)計(jì)基本地震加速度為0.10g?；炷两Y(jié)構(gòu)的環(huán)境類別為：一類?；A(chǔ)擬采用預(yù)制樁基礎(chǔ)?！娟P(guān)鍵詞】豪華公寓框架－剪力墻結(jié)構(gòu)抗震等級預(yù)制樁基礎(chǔ)廣州市某十一層框架-剪力墻結(jié)構(gòu)豪華公寓1設(shè)計(jì)資料廣州市某11層豪華公寓，框架-剪力墻結(jié)構(gòu)，建筑高度34.72m，屬丙類建筑，抗震設(shè)防烈度為7度，場地類別Ⅱ類，設(shè)計(jì)地震分組為第一組，基本風(fēng)壓，該建筑處于廣州市密集建筑群的城市市區(qū)，地面粗糙度為C類。建筑平面及剖面見建筑施工圖。首層為停車場，2-11層為豪華公寓，各層層高均為3.0m。剪力墻無洞口，外墻、分戶墻墻厚180mm，隔墻墻厚120mm，采用普通磚。擬采用鋼筋混凝土預(yù)制樁基礎(chǔ)。民用公寓的安全等級為二級，結(jié)構(gòu)重要性系數(shù)取。2結(jié)構(gòu)布置及構(gòu)件截面尺寸確定2.1各主要構(gòu)結(jié)構(gòu)選型：（1）結(jié)構(gòu)選型體系：采用鋼筋混凝土現(xiàn)澆框架－剪立墻結(jié)構(gòu)，標(biāo)準(zhǔn)層結(jié)平面布置圖如圖2.1。（2）屋面結(jié)構(gòu)：采用現(xiàn)澆鋼筋混凝土肋形屋蓋，剛性屋面。（3）樓面結(jié)構(gòu)：采用現(xiàn)澆鋼筋混凝土肋形樓蓋。（4）樓梯結(jié)構(gòu)：采用現(xiàn)澆鋼筋混凝土梁式樓梯。圖2.1標(biāo)準(zhǔn)層結(jié)構(gòu)平面布置圖2.2材料選用：（1）混凝土：梁、板、柱、預(yù)制樁、承臺、剪力墻均采用C30（）；（2）鋼筋：梁，柱，剪力墻采用HRB335級鋼筋，板采用HPB235級鋼筋；箍筋均采用HPB235級鋼筋；（3）墻體：普通磚，重度；（4）門，窗：木門，；鋁合金玻璃門窗，2.3各主要構(gòu)件截面幾何尺寸的確定2.3.1柱截面尺寸的確定柱截面尺寸可按軸壓比限值確定，廣州地區(qū)抗震設(shè)防烈度為7度，房屋高度34.72m<60m，查得：框架抗震等級為三級，剪力墻為二級，軸壓比限值為0.9，框架剪力墻結(jié)構(gòu)樓層總荷載標(biāo)準(zhǔn)值取。（1）首層中柱樓層數(shù)為n=11，取按最大負(fù)荷面積：則柱估算的面積為：，?。?）首層邊柱按最大負(fù)荷面積則柱估算的面積為：，?。?）用與首層類似的做法選取六層柱截面中柱：，取邊柱：，取《高規(guī)》規(guī)定：抗震設(shè)計(jì)時(shí)柱截面邊長不宜小于300mm，高寬比不宜大于3，柱凈高與截面長邊之比宜大于4，所以各層柱截面尺寸如下：1-5層：取6-12層：取2.3.2、梁截面尺寸的確定（1）橫向框架梁按經(jīng)驗(yàn)公式估算：最大計(jì)算跨度：，梁截面高度：取梁寬度：取取按簡支梁滿載時(shí)驗(yàn)算：取選用HRB335級，混凝土C30<C50 ，滿足要求。（2）縱向框架梁按經(jīng)驗(yàn)公式估算：最大計(jì)算跨度：，梁截面高度：取梁寬度：取?。喊春喼Я簼M載時(shí)驗(yàn)算：取選用HRB335級，混凝土C30<C50，,滿足要求。（3）次梁次梁取跨度最大的計(jì)算：同縱框架梁取,滿足要求（按簡支梁計(jì)算同上，此略）其它非框架梁取2.3.3剪力墻的布置現(xiàn)澆剪力墻間距最大值為min{4.0B,50}=50m>17.4m，滿足要求。帶邊框剪力墻的截面厚度，抗震設(shè)計(jì)時(shí)，一、二級剪力墻底部厚度不應(yīng)小于200mm且不應(yīng)小于層高的1/16（3000/16＝188mm）。本設(shè)計(jì)取剪立墻厚度各層均取200mm，貫通建筑結(jié)構(gòu)全高，無洞口，通過電算結(jié)果，本結(jié)構(gòu)的最大層間移角為1/1502，小于高規(guī)允許值1/800，剪力墻數(shù)量可滿足位移要求。3結(jié)構(gòu)設(shè)計(jì)計(jì)算基本假定：（1）平面結(jié)構(gòu)假定：該建筑平面為正交布置，可認(rèn)為每一方向的水平力只由該方向的抗側(cè)力結(jié)構(gòu)承擔(dān)，垂直于該方向的抗側(cè)力結(jié)構(gòu)不受力。（2）樓板在其自身平面內(nèi)剛性假定：在水平荷載作用下，框架和剪力墻之間不產(chǎn)生相對位移。（3）由于結(jié)構(gòu)體型規(guī)則，剪力墻布置對稱，結(jié)構(gòu)在水平荷載作用下不考慮扭轉(zhuǎn)的影響。在以上基本假定下，將空間框剪結(jié)構(gòu)分解為縱向和橫向兩種平面體系；將所有橫向剪力墻綜合在一起形成總剪力墻；將所有框架綜合在一起形成總框架。3.1、計(jì)算剛度系數(shù)3.1.1、剪力墻的剛度計(jì)算橫向剪力墻JW-1、JW-2無洞口，故都為整體剪力墻。JW-1墻帶翼緣的整截面墻，其有效翼緣寬度：min{200×6+200；200+17400/2；2500；34200/20}＝1400mm。如右圖所示：整截面墻的等效剛度計(jì)算：（1）1～5層橫向剪力墻等效剛度：＝0.6×0.6×2+（4.8+1.1）×0.2＝，，查得1.381混凝土等級都為C30（）（2）同樣可求得6～11層橫向剪力墻等效剛度：剛度加權(quán)平均值：總剪力墻等效抗彎剛度：3.1.2框架抗推剛度計(jì)算總框架的抗推剛度按計(jì)算，其中柱的抗側(cè)移剛度按計(jì)算。各層各跨梁線剛度計(jì)算結(jié)果如下表，表中表示按矩形截面所計(jì)算的慣性距；、分別表示中框架梁和邊框架梁的線剛度，梁板用C30混凝土（）。表3.1橫梁線剛度計(jì)算表類別b×h(mm)邊框架梁中框架梁AB、EF跨250×5505.43.4665.1992.8886.9323.851BC、DE跨250×5504.53.4665.1993.4666.9324.621CD跨250×5506.03.466--6.9323.466各層柱線剛度計(jì)算結(jié)果如下表，柱的混凝土等級都為C30（）。表3.2各層柱線剛度計(jì)算表類別層次（m）全體柱6～11500×5003.05.25.22～5600×6003.010.810.81600×6004.210.87.73.1.3、柱側(cè)移剛度、抗推剛度計(jì)算第i層柱側(cè)移剛度、抗推剛度分別按、計(jì)算：表3.3橫向邊框架柱計(jì)算表軸號層號eq\o\ac(○,1)、eq\o\ac(○,7))軸左梁右梁kh（m）A(F)6～1128.88520.5550.2173.015.06945.2072～528.881080.2670.1183.016.98350.948128.88770.3750.3684.219.29981.056B(E)6～1134.6628.88521.2220.3793.026.29578.8852～534.6628.881080.5880.2273.032.73198.194134.6628.88770.8250.4694.224.570103.194C(D)6～1134.66520.6670.2503.017.33151.9922～534.661080.3210.1383.019.91259.735134.66770.4500.3884.220.31385.313表3.4橫向中框架柱計(jì)算表軸號層號eq\o\ac(○,2)～eq\o\ac(○,6))軸左梁右梁kh（m）A(F)6～1138.51520.7410.2703.018.72056.1602～538.511080.3570.1513.021.74465.232138.51770.5000.4004.220.95287.998B(E)6～1146.2138.51521.6290.449331.12593.3752～546.2138.511080.7840.282340.568121.705146.2138.51771.1000.5164.227.037113.557C(D)6～1134.6646.21521.5550.437330.32990.9882～534.6646.211080.7490.272339.227117.681134.6646.21771.0500.5084.226.622111.8126～1146.21520.8890.308321.35564.0642～546.211080.4280.176325.34476.032146.21770.6000.4234.222.15793.060表3.5橫向框架抗推剛度匯總表層次軸號eq\o\ac(○,1)、eq\o\ac(○,7))軸eq\o\ac(○,2)、eq\o\ac(○,6))軸eq\o\ac(○,3)、eq\o\ac(○,4))、eq\o\ac(○,5)軸數(shù)量數(shù)量數(shù)量6～11A/F445.207180.828656.160336.96B/E478.885315.54693.375560.25C/D451.992207.968464.064256.256690.988545.928704.336256.2561377.42002～5A/F450.948203.792665.232391.392B/E498.194392.7766121.705730.23C/D459.735238.94476.032304.1286117.681706.086835.508304.1281742.00441A/F481.056324.224687.998527.988B/E4103.194412.7766113.557681.342C/D485.313341.252493.060372.2406111.812670.8721078.2522372.2401880.2022橫向總框架抗推剛度：3.1.4、總連梁等效剪切剛度計(jì)算本例連梁KL3，共四根，均為一端與柱相連，另一端與墻相連的連梁，四個(gè)剛結(jié)端對墻肢有約束作用，如圖所示。計(jì)算連梁的約束剛度時(shí)，不考慮剪力墻翼緣的影響。其中各連梁凈跨長與截面高度之比均大于4，可不考慮剪切變形的影響，取。KL3約束彎矩計(jì)算簡圖各截面均為250mm×550mm，截面慣性矩為，?，F(xiàn)以KL3為例說明連梁等效剪切剛度的計(jì)算。（1）對于1～5層：（2）對于6～11層：平均約束彎矩:在框架－剪力墻結(jié)構(gòu)協(xié)同工作分析中，所用的總連梁約束剛度：(式中乘4是因?yàn)樗奶庍B梁與剪力墻連接)。3.2結(jié)構(gòu)剛度特征值結(jié)構(gòu)剛度特征值計(jì)算。計(jì)算體系基本周期時(shí)，認(rèn)為體系完全處于彈性階段工作，連梁不考慮剛度折減。計(jì)算地震作用下結(jié)構(gòu)的內(nèi)力和位移時(shí)，可考慮結(jié)構(gòu)處于彈塑性變形影響的剛度折減系數(shù)，折減系數(shù)不小于0.5，本例取0.6。4重力荷載及水平荷載計(jì)算4.1重力荷載4.1.1屋面荷載恒載：輕質(zhì)隔熱板40mm厚C20級細(xì)石混凝土防水層（內(nèi)配雙向鋼筋網(wǎng)）縱橫每6米分縫，分縫處鋼筋網(wǎng)斷開并用防水油膏填縫10mm厚紙筋灰隔離層（紙筋石灰泥）20mm厚1：3水泥石漿找平120mm厚鋼筋混凝土板15mm厚混合粉刷恒荷載合計(jì)活載：(上人屋面)4.1.2樓面荷載標(biāo)準(zhǔn)層樓面恒載：板面裝修100mm現(xiàn)澆混凝土樓板15mm白灰砂漿天花抹灰恒載合計(jì)：活載：儲藏室：，陽臺：，其余：4.1.3樓梯間樓面荷載樓梯耐磨面磚（7～8mm）3～4mm厚水泥膠結(jié)合層20mm厚水泥沙漿找平素水泥漿結(jié)合層一道100mm現(xiàn)澆混凝土樓板15mm白灰砂漿天花抹灰恒載合計(jì)：活載：屋面、各層樓面取建筑總面積計(jì)算恒載，取樓板凈面積計(jì)算活荷載，計(jì)算如下表。表4.1樓面重力荷載計(jì)算表序號2～11層樓面恒荷載計(jì)算算位置面積（㎡）面荷載（kN/㎡㎡）總荷載（kN）1一般樓面543.23.92118.482樓梯間38.43.4×1.2156.673總荷（kN）2275.15序號2～11層樓面活荷載計(jì)算算位置面積（㎡）面荷載（kN/㎡㎡）總荷載（kN）1一般樓面415.0772.0830.152樓梯間34.9422.596.003儲藏室7.55.037.504陽臺65.0562.5162.645總荷（kN）1126.29表4.2屋面重力荷載計(jì)算表序號屋面恒荷載計(jì)算位置面積（㎡）面荷載（kN/㎡㎡）總荷載（kN）1屋面526.25.52894.162樓梯間22.045.5121.223總荷（kN）3015.38序號屋面活荷載計(jì)算位置面積（㎡）面荷載（kN/㎡㎡）總荷載（kN）1屋面493.822.0不考慮2樓梯間34.942.587.363總荷（kN）87.364.1.4梁、柱、墻及門窗重力荷載梁的自重由構(gòu)件的幾何尺寸和材料單位體積的自重計(jì)算。梁構(gòu)件表面粉刷層重平均為。梁高應(yīng)由梁截面高度中減去板厚。表4.3橫向框架梁重力荷載計(jì)算表（每一層）類別層號N/根數(shù)AB、EF跨110.25×0.4433.1184.75010148.1056～100.25×0.4453.2634.750461.9970.25×0.4453.2634.750+0..9506113.5521～50.25×0.4453.2634.650460.6920.25×0.4453.2634.650+0..9006108.658BC、DE跨110.25×0.4433.1184.15014181.1566～100.25×0.4453.2634.15014189.5801～50.25×0.4453.2634.05014185.012CD跨110.25×0.4433.1185.500351.447380.7086～100.25×0.4453.2635.500353.840418.9691～50.25×0.4453.2635.400352.861407.222表4.4縱向框架梁重力荷載計(jì)算表（每一層）類別層號N/根數(shù)①～②②～③⑤～⑥⑥～⑦110.20×0.3331.983.70020146.526～100.20×0.3352.103.70020155.41～50.20×0.3352.103.60020151.2③～④④～⑤110.20×0.3331.984.000863.36253.040.20×0.3331.9810.900243.166～100.20×0.3352.104.000867.2268.380.20×0.3352.1010.900245.781～50.20×0.3352.103.900865.52261.240.20×0.3352.1010.600244.52表4.5次梁重力荷載計(jì)算表（每一層）類別層號N/根數(shù)橫向次梁1～100.20×0.2281.681.00046.7200.20×0.3331.983.100424.5520.20×0.3331.985.800445.9360.20×0.3301.801.00047.2000.20×0.3352.103.100426.0400.20×0.3352.105.800448.720縱向次梁1～100.20×0.3331.9816.450465.142250.0130.20×0.3331.983.9501293.8520.20×0.3331.982.325313.8110.20×0.3352.1016.450269.090265.2380.20×0.3352.103.9501299.5400.20×0.3352.102.325314.6480.20×0.3352.104.250217.850上面表中、分別表示梁截面凈高度和凈跨長，g表示單位長度梁重力荷載。為了簡化計(jì)算，計(jì)算柱重力荷載時(shí)近似取1.1倍柱自重以考慮柱面粉刷層的重力荷載，柱凈高取層高減去樓板厚。柱重力荷載計(jì)算結(jié)構(gòu)見下表：表4.6柱重力荷載計(jì)算表類別層號N/根數(shù)全部列柱110.5×0.56.252.8842831.611546.53356～100.5×0.56.252.942837.3752～50.6×0.69.02.9421205.8210.6×0.69.04.1421704.78內(nèi)外墻、門窗及鋼筋混凝土剪力墻單位面積上的重力荷載如下。外圍護(hù)墻（每單位面積自重）：75mm×75mm外墻面瓷磚、聚合物水泥漿溝縫5mm厚聚合物水泥漿粘貼20mm厚聚合物物水泥砂漿找找平掃聚合物水泥漿一一道180mm厚漿砌砌普通磚15mm厚1：11：6水泥石灰漿漿打底5mm厚1：1：：3水泥石灰漿漿過面掃乳膠漆合計(jì)180mm內(nèi)隔墻墻（每單位面面積自重）：：180mm厚漿砌砌普通磚15mm厚1：11：6水泥石灰漿漿打底5mm厚1：1：：3水泥石灰漿漿過面掃乳膠漆合計(jì)120mm內(nèi)隔墻墻（每單位面面積自重）：：120mm厚漿砌砌普通磚15mm厚1：11：6水泥石灰漿漿打底5mm厚1：1：：3水泥石灰漿漿過面掃乳膠漆合計(jì)鋼筋混凝土墻（每每單位面積自自重）：粉刷層200mm厚的鋼鋼筋混凝土墻墻合計(jì)表4.7砌體體墻、剪力墻墻重力荷載計(jì)計(jì)算表層號說明及位置總長度(m）高度(m）門面積（㎡）窗面積（㎡）墻總面積（㎡）面荷載（kN/㎡㎡）1200mm厚剪力力墻28.0004.20117.6006.40752.640縱向外圍護(hù)墻7.8002.5519.8904.3486.323橫向外圍護(hù)墻28.2002.451.867.2904.34292.039180mm內(nèi)隔墻墻24.0352.555.8855.4094.24234.935120mm內(nèi)隔墻墻4.6652.901.890.910.7393.1633.93412mm玻璃墻7.8002.557.5612.3303.07237.878合計(jì)1437.74882～5200mm厚剪力力墻27.4002.9079.4606.40508.545橫向外圍護(hù)墻1、3、5、7軸處45.6002.455.4106.3204.34461.429陽臺處3.8402.459.4084.3440.831縱向外圍護(hù)墻A/C/D/F處處58.8002.557.5632.4109.9804.34477.313陽臺處17.2801.220.7363.1665.526180mm厚內(nèi)隔隔墻分戶墻19.2002.4547.0404.24199.450樓梯間5.8202.552.1012.7414.2454.022電梯隔墻12.9752.553.7829.3064.24124.259120mm厚內(nèi)隔隔墻全體157.122.5564.687.2328.7763.161038.9322合計(jì)2999.36226～11200mm厚剪力力墻28.0002.9081.2006.40519.680橫向外圍護(hù)墻1、3、5、7軸處46.6002.455.4108.7704.34472.062陽臺處4.0402.459.8984.3442.957縱向外圍護(hù)墻A/C/D/F處處60.4002.557.5632.4114.0604.34495.020陽臺處17.2801.220.7363.1665.526180mm厚內(nèi)隔隔墻分戶墻19.8002.4548.5104.24205.682樓梯間5.8202.552.1012.7414.2454.022電梯隔墻12.9752.553.7829.3064.24124.259120mm厚內(nèi)隔隔墻全體159.5202.5564.687.2334.8963.161058.2711合計(jì)3066.9199女兒墻124．81.2149.763.16473.24門窗（每單位面積積自重）：鋁合金玻璃門窗::；木門:。表4.8門窗窗重力荷載計(jì)計(jì)算表層號門、窗恒載標(biāo)準(zhǔn)值值1位置及說明門面積（㎡）窗面積（㎡）門面荷載（kN/㎡）窗面荷載（kN/㎡）總荷載（kN）鋼化玻璃門7.560.43.024鋁合金玻璃窗2.700.41.08電梯門3.780.41.512木門6.090.21.218合計(jì)6.8342～11鋼化玻璃門16.80.46.72鋁合金玻璃窗43.20.417.28電梯門3.780.41.512木門59.220.211.84合計(jì)37.3524.1.5重力荷荷載代表值計(jì)計(jì)算按各樓面包括梁及及上下各半層層墻柱恒載的的100%，樓面活荷荷載的50%相加算得各各樓層重力荷荷載代表值，屋屋面活載不計(jì)計(jì)入，計(jì)算如如表4.9。4.2橫向風(fēng)荷載載垂直作用于建筑物物表面單位面面積上的風(fēng)荷荷載標(biāo)準(zhǔn)值按按計(jì)算。（1）基本風(fēng)壓，地面面粗糙度為C類。本結(jié)構(gòu)構(gòu)不考慮提高高基本風(fēng)壓。（2）本結(jié)構(gòu)簡化為矩矩形平面考慮慮，，風(fēng)荷載載體型系數(shù)取取。（3）按C類粗糙度查得風(fēng)壓壓高度變化系系數(shù)見表4.10。（4）風(fēng)振系數(shù)按計(jì)算算。本結(jié)構(gòu)基本自振周周期，脈動(dòng)增增大系數(shù)按C類地區(qū)查表表時(shí)，應(yīng)將當(dāng)當(dāng)?shù)鼗撅L(fēng)壓壓乘以0.62：，查表得。據(jù),C類粗糙度，總高度度，查得脈動(dòng)動(dòng)影響系數(shù)振型系數(shù)近似按計(jì)計(jì)算。于是故風(fēng)荷載標(biāo)準(zhǔn)值表4.9重力力荷載代表值值匯總表（kN）序號說明及位置G1G2G3G4G5G6G7G8G9G10G11G121樓板恒載227522752275227522752275227522752275227530643072樓板活載1126112611261126112611261126112611261126873柱下170512061206120612068378378378378321681684上12061206120612068378378378378371685梁8848848848848849539539539539539341036剪力墻下7195095095095095205205205205207上50950950950952052052052052008墻下6852462246224622462251825182518251825186926929上24622462246224622518251825182518251869210門、窗73737373737373737373711女兒墻重47312合計(jì)7373793679367936778577037703770377037703686885413總重力荷載代表值值852054.2.1風(fēng)荷載載的計(jì)算作用于結(jié)構(gòu)表面高高度z處的風(fēng)荷載載是沿高度變變化的分布荷荷載。在框剪剪結(jié)構(gòu)協(xié)同工工作分析中，應(yīng)應(yīng)將沿房屋高高度的分布風(fēng)風(fēng)荷載折算成成倒三角形分分布荷載和均均布荷載，為為此，將分布布荷載標(biāo)準(zhǔn)值值按靜力等效效原理折算節(jié)節(jié)點(diǎn)荷載，，式中，B為結(jié)構(gòu)迎風(fēng)風(fēng)面寬度，分分別表示第i層樓面上下下層高，計(jì)算算頂層是，取取女兒墻高度度。表4.8橫向向風(fēng)荷載計(jì)算算表層號1238.41.111.089.53.030.751180.861134.21.051.0326.32.978.332679.031031.21.020.9826.33.077.112405.90928.20.970.9126.33.072.162035.00825.20.920.8526.33.067.211693.80722.20.880.8026.33.062.781393.67619.20.820.7326.33.057.321100.47516.20.760.6626.43.052.05843.23413.20.740.6126.43.048.63641.89310.20.740.5826.43.046.23471.5927.20.740.5526.43.043.84315.6514.20.740.5226.44.258.03243.71總計(jì)694.4515004.799將風(fēng)荷載按彎矩等等效的原則間間化為倒三角角形荷載。作用于出屋面的小小塔樓的風(fēng)荷荷載傳至主體體結(jié)構(gòu)上，按按集中力計(jì)算算。倒三角形最大荷載載集度按下式式計(jì)算：。其中均布荷載取第第二層樓面處處的風(fēng)荷載集集度：。風(fēng)荷載轉(zhuǎn)換圖見下下。4.3橫向水平地地震作用4.3.1結(jié)構(gòu)基基本自振周期期假想把集中在各層層樓面處的重重力荷載視作作水平荷載來來計(jì)算結(jié)構(gòu)的的頂點(diǎn)側(cè)移，然然后按計(jì)算結(jié)結(jié)構(gòu)基本自振振周期。為了了方便計(jì)算，可可以把重力荷荷載簡化為水水平均布荷載載及頂點(diǎn)集中中力F，如圖所示。均布荷載：集中荷載：在均布荷載作用下下，由總剪力力墻單獨(dú)承受受荷載時(shí)的頂頂點(diǎn)位移為：：在集中荷載F作用用下，頂點(diǎn)位位移為：用（不考慮連梁剛度度折減），查查高層建筑結(jié)結(jié)構(gòu)設(shè)計(jì)教材材中相應(yīng)的計(jì)計(jì)算圖表，可可得框架剪力力墻結(jié)構(gòu)在均均布荷載及頂頂點(diǎn)集中荷載載作用下的頂頂點(diǎn)位移系數(shù)數(shù)分別為：，框架剪力墻結(jié)構(gòu)的的假想頂點(diǎn)位位移：根據(jù)《高規(guī)》規(guī)定定：框架－剪剪力墻結(jié)構(gòu)自自振周期折減減系數(shù)取0.7～0.8。這里里取。故：4.3.2水平地地震作用本設(shè)計(jì)建筑高度334.72mm<40m，且樓層質(zhì)質(zhì)量和剛度沿沿高度分布比比較均勻，故故可用底部剪剪力法計(jì)算水水平地震作用用。結(jié)構(gòu)等效效總重力荷載載為。根據(jù)場地類別Ⅱ類類，設(shè)計(jì)地震震分組為第一一組，由《高高規(guī)》表3.3.77-2查得特征周周期值，一般般建筑結(jié)構(gòu)的的阻尼比應(yīng)取取0.05，阻尼調(diào)整整系數(shù)為，按7度設(shè)防烈度度由《高規(guī)》表3.3.7-1查得水平地震影響系數(shù)最大值。因?yàn)椋?。主體結(jié)構(gòu)橫向底部部剪力標(biāo)準(zhǔn)值值，所以應(yīng)考慮頂部部附加水平地地震作用。頂部附加地震作用用系數(shù)故質(zhì)點(diǎn)的水平地震震作用標(biāo)準(zhǔn)值值可按表4.9橫向向水平地震作作用計(jì)算表層次1238.4854327940.0206524881134.268682348860.143464158681031.277032403340.14747514812928.277032172250.13342912101825.277031941160.1183839663722.277031710070.1043387499619.277031478980.0902925609516.277851261170.0772494036413.279361047550.0642072731310.27936809470.049160163127.27936571390.03511381314.27372309620.01961257合計(jì)∑1638178323677508如風(fēng)荷載，框剪結(jié)結(jié)構(gòu)協(xié)同工作作分析時(shí)，可可將各質(zhì)點(diǎn)的的水平地震作作用折算為倒倒三角形分布布荷載和頂點(diǎn)點(diǎn)集中荷載。其其中和F可按下面計(jì)計(jì)算：水平地震作用和產(chǎn)產(chǎn)生的基地彎彎矩和剪力分分別為：4.4結(jié)構(gòu)剛重重比和剪重比比的驗(yàn)算4.4.1剪重重比的驗(yàn)算《高規(guī)》規(guī)定：水水平地震作用用計(jì)算時(shí)，結(jié)結(jié)構(gòu)各樓層對對應(yīng)于地震作作用標(biāo)準(zhǔn)值的的剪力應(yīng)符合合下式要求：：，本結(jié)構(gòu)基本自振周周期小于3.5s，7度地區(qū)，查查表得水平地地震剪力系數(shù)數(shù)。對于一般高層建筑筑而言,結(jié)構(gòu)剪重比比底層為最小小,頂層最大,故實(shí)際工程程中,結(jié)構(gòu)剪重比比由底層控制制，現(xiàn)驗(yàn)算層層剪重比：地震作用下底部的的總剪力標(biāo)準(zhǔn)準(zhǔn)值為重力代表值：剪重比：故剪重比滿足規(guī)范范要求。4.4.2剛重重比的驗(yàn)算《高規(guī)》規(guī)定：高高層框剪結(jié)構(gòu)構(gòu)的穩(wěn)定性應(yīng)應(yīng)符合，其中中，為結(jié)構(gòu)的的彈性等效側(cè)側(cè)向剛度，可可近似按倒三三角形分布荷荷載作用下結(jié)結(jié)構(gòu)頂點(diǎn)位移移相等的原則則，將結(jié)構(gòu)的的側(cè)向剛度折折算為豎向懸懸臂受彎構(gòu)件件的等效側(cè)向向剛度。假定定倒三角形分分布荷載的最最大值為，在在該荷載作用用下結(jié)構(gòu)頂點(diǎn)點(diǎn)質(zhì)心的彈性性水平位移為為u，房屋高度度為H。結(jié)構(gòu)的彈性等效側(cè)側(cè)向剛度：重力荷載設(shè)計(jì)值：：，故滿足整體穩(wěn)定定性要求?！陡咭?guī)》規(guī)定：高高層框剪結(jié)構(gòu)構(gòu)滿足時(shí)，重重力二階效應(yīng)應(yīng)的影響可忽忽略不計(jì)。，故可以不考慮重重力二階效應(yīng)應(yīng)。5水平荷載作用下框框架－剪力墻墻結(jié)構(gòu)內(nèi)力和和位移計(jì)算5.1地震作用效效應(yīng)下的位移移計(jì)算與驗(yàn)算算相對地震作用，風(fēng)風(fēng)荷載值很小小，故只需進(jìn)進(jìn)行水平地震震作用下的位位移驗(yàn)算。計(jì)計(jì)算水平地震震作用下的側(cè)側(cè)移時(shí)，應(yīng)取取倒三角形分分布荷載與頂頂點(diǎn)集中荷載載產(chǎn)生的側(cè)移移之和，相應(yīng)應(yīng)的側(cè)移分別別用下式計(jì)算算：表5.1橫向向水平地震作作用下結(jié)構(gòu)側(cè)側(cè)移計(jì)算表層號1134.21.0003.011.413.9915.41.61/18691031.20.9123.010.303.5013.81.61/1864928.20.8253.09.183.0212.21.71/1809825.20.7373.07.992.5410.51.71/1785722.20.6493.06.772.088.91.71/1785619.20.5613.05.531.647.21.61/1846516.20.4743.04.311.245.51.61/1924413.20.3863.03.120.874.01.41/2124310.20.2983.02.030.552.61.21/254527.20.2113.01.110.291.40.91/339414.20.1234.20.410.110.50.51/8161《高規(guī)》規(guī)定：按按彈性方法計(jì)計(jì)算的樓層層層面最大位移移與層高之比比，框剪結(jié)構(gòu)構(gòu)不宜大于1/800，由上表看看出，滿足要要求。該建筑筑不用驗(yàn)算彈彈塑性變形。5.2總框架、總總剪力墻和總總連梁內(nèi)力計(jì)計(jì)算5.2.1橫向風(fēng)風(fēng)荷載作用下下計(jì)算風(fēng)荷載作用下下框架－剪力力墻結(jié)構(gòu)內(nèi)力力時(shí)，結(jié)構(gòu)剛剛度特征值應(yīng)應(yīng)取。在三種典型型水平荷載作作用下，總剪剪力墻的計(jì)算算公式如下。倒三角形荷載作用下下：集中荷載作用下：：均布荷載作用下：：表5.2風(fēng)荷荷載作用下總總剪力墻彎矩矩MW(ξ)計(jì)算表層號倒三角形分布荷載載均布荷載頂點(diǎn)集中荷載1134.21.0000.000.000.000.001031.20.912-198.30-254.9421.19-432.05928.20.825-280.31-393.4342.90-630.84825.20.737-262.68-423.6766.40-619.95722.20.649-155.06-344.5392.31-407.29619.20.56134.55-153.14121.562.97516.20.474297.69153.20154.81605.70413.20.386638.21592.66194.021424.89310.20.2981053.971178.34240.262472.5727.20.2111542.081921.86294.533758.4714.20.1232119.722867.31360.045347.08000.0003086.294581.08474.098141.46表5.3風(fēng)荷荷載作用下剛剛結(jié)體系計(jì)算算表層號倒三角形分布荷載載均布荷載頂點(diǎn)集中荷載1134.21.000-87.13-104.807.00-184.941031.20.912-45.69-65.137.13-103.70928.20.825-10.24-28.237.51-30.97825.20.73721.348.088.1637.57722.20.64949.7444.689.11103.52619.20.56175.9982.9010.39169.28516.20.474100.77123.6312.02236.42413.20.386125.54169.2914.11308.95310.20.298150.92221.0916.71388.7227.20.211177.50280.1619.88477.5414.20.123206.86350.0223.79580.67000.000254.11469.5730.75754.42對剛結(jié)體系，上面面所求不是總總剪力墻的總總剪力，而是是總剪力墻的的總剪力與連連梁分布約束束彎矩的代數(shù)數(shù)和，總剪力力墻的實(shí)際總總剪力總連梁分布約束彎彎矩總框架的總剪力其中，為任意高度度處結(jié)構(gòu)在外外荷載作用下下的總剪力，；，稱為總框架的廣義剪力。表5.4風(fēng)荷荷載作用下、和計(jì)算表層號1134.21.00030.75-198.39215.6950.91164.77-134.021031.20.912114.83-119.78218.5251.58166.94-52.11928.20.825194.08-52.98225.0453.12171.9222.16825.20.737270.336.98232.7654.94177.8192.52722.20.649342.6463.42239.1256.45182.68159.97619.20.561411.02119.90241.7557.07184.68226.34516.20.474474.76179.69238.3356.26182.07292.68413.20.386535.31247.01226.3653.43172.93362.38310.20.298591.93325.85203.2147.97155.24436.6927.20.211644.03420.73166.4939.30127.19516.8414.20.123692.82538.25112.1526.4785.67607.15000.000754.42754.420.000.000.00754.42注：風(fēng)荷載引起的的總框架的總總剪力不需要要調(diào)整。5.2.2框架梁梁、柱內(nèi)力以①軸一榀橫向邊框架架梁、柱及②②-D柱內(nèi)力計(jì)算算為例，其余余榀框架類似似。先按計(jì)算算各柱的剪力力，然后按分分別計(jì)算柱上上下端的彎矩矩。表5.5風(fēng)荷荷載作用下框框架柱剪力分分配計(jì)算表層號①軸②軸①軸②軸D軸E軸F軸D軸D軸E軸F軸D軸11779.33717.33126.29515.06921.355164.773.695.603.214.5410779.33717.33126.29515.06921.355166.943.775.723.284.649779.33717.33126.29515.06921.355171.923.895.903.384.798779.33717.33126.29515.06921.355177.814.016.083.494.947779.33717.33126.29515.06921.355182.684.086.203.555.036779.33717.33126.29515.06921.355184.683.946.223.404.935960.54719.91232.73116.98325.344182.073.686.053.144.684960.54719.91232.73116.98325.344172.933.405.592.904.333960.54719.91232.73116.98325.344155.242.934.812.503.732960.54719.91232.73116.98325.344127.192.423.492.172.871793.02220.31324.57019.29922.15785.671.101.331.041.20柱反彎點(diǎn)高度比計(jì)計(jì)算，為方便便計(jì)算，反彎彎點(diǎn)高度取倒倒三角形荷載載的反彎點(diǎn)高高度比。根據(jù)據(jù)梁柱線剛度度比，總層數(shù)數(shù)n進(jìn)行計(jì)算，由由《高層建筑筑結(jié)構(gòu)設(shè)計(jì)規(guī)規(guī)范》依次查查出得，現(xiàn)以①-D柱為例，計(jì)計(jì)算結(jié)果見下下表。其它各各柱計(jì)算過程程略，祥見下下表。表5.6①--D柱反彎點(diǎn)高度度系數(shù)計(jì)算表表層號110.6671-10.300-00.30100.6671110.400000.4090.6671110.430000.4380.6671110.450000.4570.6671110.450000.4560.6671110.450000.4550.3211110.450000.4540.3211110.500000.5030.3211110.500000.5020.321111.40.5900-0.050.5410.45-0.714-0.78--0.02-0.76各柱反彎點(diǎn)y值匯匯總?cè)缦卤?。?.7①--E、①-F、②-D反彎點(diǎn)高高度y值匯總表層號①-D①-E①-F②-D110.300.370.280.35100.400.450.380.4090.430.470.400.4580.450.470.450.4570.450.500.450.4560.450.500.450.5050.450.490.450.4540.500.500.500.5030.500.500.520.5020.540.500.570.5010.760.670.810.73表5.8風(fēng)荷荷載作用下梁梁、柱彎矩計(jì)計(jì)算表層次①-D①-E①-F②-D左梁右梁左梁右梁左梁11上7.757.755.7710.584.816.936.938.868.86下3.3210.108.536.217.118.792.6913.134.7710上6.789.436.098.36下4.5211.179.337.727.779.823.7313.485.579上6.659.386.097.91下5.0211.639.818.328.189.814.0614.626.478上6.619.675.758.15下5.4112.159.758.578.1210.574.7014.976.677上6.749.305.868.30下5.5112.0210.169.308.4610.404.7914.196.796上6.509.335.607.40下5.3211.3910.149.338.459.764.5815.137.405上6.079.255.187.73下4.9710.079.428.897.858.594.2412.826.324上5.108.394.356.49下5.109.498.518.397.097.954.3512.086.493上4.397.223.605.59下4.397.726.807.225.666.693.899.905.592上3.335.242.804.31下3.915.023.865.243.224.543.715.674.311上1.111.840.831.36下3.503.733.553.67梁端彎矩按計(jì)算，然然后由梁自身身的平衡條件件確定梁端剪剪力，再由節(jié)節(jié)點(diǎn)兩側(cè)梁端端剪力計(jì)算軸軸力，計(jì)算過過程見下表。表5.9風(fēng)荷荷載作用下梁梁端彎矩、剪剪力及柱軸力力計(jì)算表層次①軸DE跨梁①軸EF跨梁柱軸力/（kN）①-D柱①-E柱①-F柱117.755.774.5-3.004.816.935.4-2.17-3.000.832.171010.18.534.5-4.147.118.795.4-2.94-7.142.035.12911.179.334.5-4.567.779.825.4-3.26-11.703.328.38811.639.814.5-4.768.189.815.4-3.33-16.464.7611.71712.159.754.5-4.878.1210.575.4-3.46-21.336.1615.17612.0210.164.5-4.938.4610.45.4-3.49-26.267.6018.66511.3910.144.5-4.788.459.765.4-3.37-31.049.0122.03410.079.424.5-4.337.858.595.4-3.04-35.3810.3025.0839.498.514.5-4.007.097.955.4-2.79-39.3811.5127.8627.726.84.5-3.235.666.695.4-2.29-42.6012.4530.1515.023.864.5-1.973.224.545.4-1.44-44.5812.9931.59PAGE5.2.3連梁內(nèi)內(nèi)力連梁(KL3)剛結(jié)端端彎矩計(jì)算如如下。計(jì)算所用公式：，其中1～5層：：；6～11層：連梁設(shè)計(jì)剪力：，其其中表5.10風(fēng)荷荷載作用下②②軸連梁KL-3內(nèi)力與剪力力墻軸力計(jì)算算層號113.01398.450.91349.612.7319.098.228.223.793.79103.01398.451.58349.612.9038.6916.6616.667.6911.4893.01398.453.12349.613.2839.8417.1617.167.9219.4083.01398.454.94349.613.7441.2117.7517.758.1927.5973.01398.456.45349.614.1142.3418.2318.238.4136.0063.01398.457.07349.614.2742.8018.4318.438.5044.5053.01398.456.26349.614.0742.2018.4718.478.4352.9343.01398.453.43349.613.3640.0817.5517.558.0060.9333.01398.447.97349.611.9935.9815.7515.757.1868.1223.01398.439.30349.69.8329.4812.9112.915.8974.0014.21398.426.47349.66.6223.8310.4310.434.7678.765.2.4剪力墻內(nèi)內(nèi)力JW-1彎矩、剪剪力計(jì)算結(jié)果果見表。彎矩、剪力分配公公式：JW3-1為整體截截面剪力墻，考慮一端兩端與連梁相連，對第片剪力墻第層樓蓋上、下方的剪力墻截面彎矩按下式計(jì)算：表5.11風(fēng)荷載作用用下JW-1剪力墻彎矩矩和剪力計(jì)算算表層次1134.20.00-184.940.2290.0019.0919.0919.09-42.291031.2-432.05-103.700.229-98.8038.69-79.45-118.14-23.71928.2-630.84-30.970.229-144.2639.84-124.34-164.18-7.08825.2-619.9537.570.229-141.7741.21-121.16-162.378.59722.2-407.29103.520.229-93.1442.34-71.97-114.3123.67619.22.97169.280.2290.6842.8022.08-20.7238.71516.2605.70236.420.274165.7842.20186.87144.6864.71413.21424.89308.950.274389.9840.08410.02369.9484.56310.22472.57388.720.274676.7235.98694.71658.73106.3927.23758.47477.540.2741028.6629.481043.401013.92130.7014.25347.08580.670.2741463.4523.831475.361451.53158.93008141.46754.420.2742228.250.002228.252228.25206.485.3橫向水平地地震作用下構(gòu)構(gòu)件內(nèi)力計(jì)算算5.3.1橫向水水平地震作用用下結(jié)構(gòu)內(nèi)力力計(jì)算計(jì)算水平地震作用用下框架－剪剪力墻結(jié)構(gòu)內(nèi)內(nèi)力時(shí)，結(jié)構(gòu)構(gòu)剛度特征值值應(yīng)取，應(yīng)分分別計(jì)算倒三三角形分布荷荷載（）和頂頂點(diǎn)集中荷載載（）作用下下的內(nèi)力，與與風(fēng)荷載類似似。倒三角形荷載作用下下：集中荷載作用下：：表5.12水平平地震作用下下總剪力墻彎彎矩MW(ξ)計(jì)算表層號倒三角形分布荷載載頂點(diǎn)集中荷載1134.21.0000.000.000.001031.20.912-2270.122521.02-1749.100928.20.825-3209.0441054.62-2154.433825.20.737-3007.1771632.42-1374.744722.20.649-1775.2002269.38494.18619.20.561395.482988.583384.07516.20.4743408.043805.977214.01413.20.3867306.384770.0112076.399310.20.29812066.0885906.9117973.00027.20.21117654.0667241.1524895.21114.20.12324266.9558851.8433118.799000.00035332.38811655.78846988.166表5.13橫橫向水平地震震作用下剛結(jié)體體系計(jì)算表層號倒三角形分布荷載載頂點(diǎn)集中荷載1134.21.000-997.52172.08-825.441031.20.912-523.11175.20-347.91928.20.825-117.21184.5267.32825.20.737244.26200.60444.87722.20.649569.39223.95793.34619.20.561869.96255.421125.38516.20.4741153.64295.621449.26413.20.3861437.26346.951784.20310.20.2981727.77410.842138.6127.20.2112032.06488.642520.7014.20.1232368.19584.952953.13000.0002909.05756.003665.05表5.14橫橫向水平地震震作用下、和計(jì)算表層號1134.21.000756.00-825.441581.44373.311208.13-452.131031.20.9121245.47-347.911593.37376.131217.2428.22928.20.8251685.0867.321617.76381.891235.87449.20825.20.7372084.95444.871640.08387.161252.92832.02722.20.6492439.76793.341646.41388.651257.761181.99619.20.5612749.511125.381624.13383.391240.741508.77516.20.4743011.461449.261562.19368.771193.421818.03413.20.3863231.611784.201447.41341.671105.742125.88310.20.2983406.722138.611268.11299.35968.762437.9627.20.2113535.542520.701014.84239.56775.272760.2614.20.1233621.042953.13667.91157.67510.243110.80000.0003665.053665.050.000.000.003665.05在橫向水平地震作作用下，總剪剪力墻的彎矩矩、剪力、總總框架的剪力力以及總連梁梁的約束彎矩矩沿房屋高度度的分布規(guī)律律如圖：圖5.1水平平地震下總剪剪力墻彎矩隨隨高度變化圖圖圖5.2水平平地震下總剪剪力墻剪力隨隨高度變化圖圖圖5.3水平平地震下總框框架剪力隨高高度變化圖圖5.4水平平地震下總連連梁彎矩隨高高度變化圖5.3.2框架梁梁、柱內(nèi)力《高規(guī)》8.1..4規(guī)定：抗震震設(shè)計(jì)時(shí)，框框剪結(jié)構(gòu)對應(yīng)應(yīng)于地震作用用標(biāo)準(zhǔn)值的各各層框架總剪剪力應(yīng)符合下下列規(guī)定：滿滿足要求的樓樓層，其框架架總剪力不用用調(diào)整，不滿滿足要求的樓樓層，其框架架總剪力應(yīng)按按和中較小值采采用。結(jié)構(gòu)底部總剪力，,故底層框架架總剪力值需需要要調(diào)整。又又，所以該樓樓層調(diào)整后框框架總剪力取取?？偧袅φ{(diào)整后，按按調(diào)整前后總總剪力的比值值調(diào)整柱和梁梁的剪力及端端部彎矩，柱柱的軸力不必必調(diào)整。框架架梁柱內(nèi)力計(jì)計(jì)算過程如風(fēng)風(fēng)荷載作用下下的相同，計(jì)計(jì)算結(jié)構(gòu)見下下表：以①軸一榀橫向框架梁梁、柱及②-D柱內(nèi)力計(jì)算算為例，其余余榀框架類似似。先按計(jì)算各柱剪力力，然后按計(jì)計(jì)算柱上下端端彎矩。表5.15框框架柱剪力分分配表層號①軸②軸①軸②軸D軸E軸F軸D軸D軸E軸F軸D軸11779.33717.33126.29515.06921.3551208.1326.9740.9223.4533.2310779.33717.33126.29515.06921.3551217.2427.2841.3823.7233.619779.33717.33126.29515.06921.3551235.8727.6741.9924.0634.108779.33717.33126.29515.06921.3551252.9227.9242.3624.2734.407779.33717.33126.29515.06921.3551257.7627.7842.1524.1634.236779.33717.33126.29515.06921.3551240.7426.1741.2622.5532.745960.54719.91232.73116.98325.3441193.4223.8339.1720.3330.334960.54719.91232.73116.98325.3441105.7421.5035.3418.3427.373960.54719.91232.73116.98325.344968.7618.0829.7115.4223.012960.54719.91232.73116.98325.344775.2714.5721.1113.0617.361793.02220.31324.57019.29922.157510.246.537.906.217.13732.959.3911.358.9210.24表5.16梁梁、柱端彎矩矩計(jì)算表層次①-D①-E①-F②-D左梁右梁左梁右梁左梁11上56.6356.6342.1877.3335.1550.6550.6564.8064.80下24.2773.3762.0245.4251.6863.8119.7095.3934.8910上49.1068.2844.1160.50下32.7380.0566.8955.8755.7470.3527.0496.5940.339上47.3266.7643.3156.26下35.7081.7669.0359.2057.5268.9228.87102.7946.038上46.0667.3540.0556.76下37.6983.5367.0759.7255.8872.6232.77102.9246.447上45.8463.2339.8656.48下37.5080.6868.2563.2356.8769.8132.6195.3346.216上43.1761.9037.2049.12下35.3274.6466.4661.9055.3763.9730.4499.1649.125上39.3259.9333.5450.05下32.1764.4260.3357.5850.2754.9527.4482.0040.954上32.2553.0227.5141.05下32.2559.3753.2353.0244.3649.7127.5175.5641.053上27.1244.5722.2034.51下27.1247.2241.5944.5734.6540.9024.0560.5534.512上20.1131.6716.8526.03下23.6030.19（33.07）23.25（25.86）31.6719.37（21.55）27.29（29.45）22.3434.12（37.65）26.031上6.59（9.47）10.96（15.74）4.95（7.12）8.08(11.61)下20.86（29.97）22.24（31.95）21.12（30.34）21.85(31.39)梁端彎矩按計(jì)算，然然后由梁自身身的平衡條件件確定梁端剪剪力，再由節(jié)節(jié)點(diǎn)兩側(cè)梁端端剪力計(jì)算軸軸力，計(jì)算過過程見下表。表5.17橫橫向水平地震震作用下梁端端彎矩、剪力力及柱軸力計(jì)計(jì)算表層次①軸DE跨梁①軸EF跨梁柱軸力/（kN）①-D柱①-E柱①-F柱1156.6342.184.5-21.9635.1550.655.4-15.89-21.966.0715.891073.3762.024.5-30.0951.6863.815.4-21.39-52.0414.7737.28980.0566.894.5-32.6555.7470.355.4-23.35-84.7024.0760.63881.7669.034.5-33.5157.5268.925.4-23.41-118.2134.1784.04783.5367.074.5-33.4755.8872.625.4-23.80-151.6743.84107.84680.6868.254.5-33.1056.8769.815.4-23.46-184.7753.47131.30574.6466.464.5-31.3655.3763.975.4-22.10-216.1262.73153.40464.4260.334.5-27.7250.2754.955.4-19.49-243.8570.97172.88359.3753.234.5-25.0244.3649.715.4-17.42-268.8778.57190.30247.2241.594.5-19.7434.6540.95.4-13.99-288.6084.31204.29130.1923.254.5-11.8819.3727.295.4-8.64-300.4887.55212.9333.0725.86-13.1021.5529.45-9.44PAGE5.3.2連梁內(nèi)力橫向水平地震作用用下連梁(KL3)內(nèi)力計(jì)算與與風(fēng)荷載類似似，計(jì)算如下下表。表5.18橫橫向水平地震震作用下②軸連梁KL-3內(nèi)力與剪力力墻軸力計(jì)算算層號113.01398.4373.31349.693.33139.9960.2860.2827.8227.82103.01398.4376.13349.694.03282.10121.48121.4856.0583.8793.01398.4381.89349.695.47286.41123.33123.3356.91140.7883.01398.4387.16349.696.79290.37125.04125.0457.69198.4773.01398.4388.65349.697.16291.49125.52125.5257.92256.3963.01398.4383.39349.695.85287.54123.82123.8257.13313.5253.01398.4368.77349.692.19276.58121.09121.0955.23368.7643.01398.4341.67349.685.42256.26112.19112.1951.17419.9333.01398.4299.35349.674.84224.5198.2998.2944.83464.7623.01398.4239.56349.659.89179.6778.6678.6635.88500.6414.21398.4157.67349.639.42141.9062.1362.1328.34528.985.3.3剪力墻內(nèi)力JW-1彎矩、剪剪力計(jì)算結(jié)果果見表。彎矩、剪力分配公公式：JW-1為整體截面剪剪力墻，由于于兩端有連梁梁與其相連，這這對第片剪力力墻第層樓蓋蓋上、下方的的剪力墻截面面彎矩按下試試進(jìn)行：表5.19橫橫向水平地震震作用下JW-1剪力墻彎矩矩和剪力計(jì)算算表層次1134.20.00-825.440.2290.00139.99139.99139.99-188.761031.2-1749.100-347.910.229-399.98282.10-258.93-541.03-79.56928.2-2154.43367.320.229-492.67286.41-349.46-635.8715.39825.2-1374.744444.870.229-314.37290.37-169.19-459.55101.73722.2494.18793.340.229113.01291.49258.75-32.74181.42619.23384.071125.380.229773.86287.54917.63630.08257.35516.27214.011449.260.2741974.41276.582112.701836.12396.65413.212076.3991784.200.2743305.20256.263433.333177.07488.32310.217973.0002138.610.2744919.05224.515031.314806.80585.3227.224895.2112520.700.2746813.60179.676903.436723.76689.8914.233118.7992953.130.2749064.32141.909135.278993.37808.250046988.1663665.050.27412860.2440.0012860.24412860.2441003.096豎向荷載作用下框框架－剪力墻墻結(jié)構(gòu)內(nèi)力計(jì)計(jì)算6.1計(jì)算單元取①軸橫向邊框架和②②軸線橫向剪剪力墻為例進(jìn)進(jìn)行計(jì)算。為為簡化計(jì)算，近近似取兩軸線線中線之間的的長度為計(jì)算算單元寬度，如如下圖所示：：圖6.1豎向向荷載作用下下①軸框架、剪剪力墻JW-1、連梁KL-3計(jì)算單元及及荷載傳遞圖圖示6.2荷載計(jì)算（1）2～11層梁的受荷計(jì)算1）DE跨梁恒載計(jì)算墻傳來均布荷載：：梁自重荷載：板傳來三角形荷載載:峰值板傳來三角形荷載載:峰值縱向次梁集中力：：活載計(jì)算板傳來三角形荷載載:峰值板傳來三角形荷載載:峰值縱向次梁傳來集中中力：2）EF跨梁恒載計(jì)算墻傳來均布荷載：：梁自重荷載：板傳來梯形荷載::峰值轉(zhuǎn)化為均布荷載：：活載計(jì)算板傳來梯形荷載::峰值轉(zhuǎn)化為均布荷載：：（2）屋面梁的受荷計(jì)計(jì)算1）DE跨梁恒載計(jì)算女兒墻傳來均布荷荷載：梁自重荷載：板傳來梯形荷載::峰值轉(zhuǎn)化為均布荷載：：活載計(jì)算板傳來梯形荷載::峰值轉(zhuǎn)化為均布荷載：：3）EF跨梁恒載計(jì)算梁自重荷載：女兒墻傳來均布荷荷載：板傳來梯形荷載::峰值轉(zhuǎn)化為均布荷載：：活載計(jì)算板傳來梯形荷載::峰值轉(zhuǎn)化為均布荷載：：（3）連梁KL-3的的受荷計(jì)算2～11層恒載計(jì)算墻傳來均布荷載：：梁自重荷載：板傳來三角形荷載載:峰值板傳來三角形荷載載:峰值板傳來梯形荷載::峰值轉(zhuǎn)化為均布荷載：：縱向次梁集中力：：活載計(jì)算板傳來三角形荷載載:峰值板傳來三角形荷載載:峰值板傳來梯形荷載::峰值轉(zhuǎn)化為均布荷載：：縱向次梁傳來集中中力：頂層恒載計(jì)算梁自重荷載：板傳來梯形荷載::峰值轉(zhuǎn)化為均布荷載：：活載計(jì)算板傳來梯形荷載::峰值轉(zhuǎn)化為均布荷載：：（4）①-D、E、F各柱頂點(diǎn)縱向傳來的的恒、活集中力①-D柱2～11層恒載計(jì)算縱梁自重傳來的恒恒載：縱墻自重傳來：板傳來集中荷載：：縱向傳來總的頂點(diǎn)點(diǎn)恒載集中力力：活荷計(jì)算板傳來的集中荷載載：頂層恒載計(jì)算縱梁自重傳來的恒恒載：縱向女兒墻自重傳來來：板傳來的三形荷載載：縱向傳來總的頂點(diǎn)點(diǎn)恒載集中力力：活載計(jì)算板傳來的三角形及及矩形荷載：：①-E柱2～11層恒載計(jì)算縱梁自重傳來的恒恒載：縱墻自重傳來：其它部分傳來集中中荷載：縱向傳來總的頂點(diǎn)點(diǎn)恒載集中力力：活荷計(jì)算板傳來的集中荷載載：頂層恒載計(jì)算縱梁自重傳來的恒恒載：板傳來的集中荷載載：縱向傳來總的頂點(diǎn)點(diǎn)恒載集中力力：活載計(jì)算板傳來的集中荷載載：①-F柱2～11層恒載計(jì)算縱梁自重傳來的恒恒載：縱墻自重傳來：板傳來集中荷載：：縱向傳來總的頂點(diǎn)點(diǎn)恒載集中力力：活荷計(jì)算板傳來的集中荷載載：頂層恒載計(jì)算縱梁自重傳來的恒恒載：縱向女兒墻自重傳傳來：板傳來的三形荷載載：縱向傳來總的頂點(diǎn)點(diǎn)恒載集中力力：活載計(jì)算板傳來的三角形及及矩形荷載：：（5）剪力墻JW-11受荷計(jì)算底層墻肢自重荷載：2～10層恒載計(jì)算墻肢自重荷載：板傳來三角形荷載載:峰值轉(zhuǎn)化為均布荷載：：板傳來梯形荷載::峰值轉(zhuǎn)化為均布荷載：：縱向次梁集中力：：活載計(jì)算板傳來三角形荷載載:峰值板傳來梯形荷載::峰值縱向次梁傳來集中中力：頂層恒載計(jì)算墻肢自重荷載：板傳來梯形荷載::峰值轉(zhuǎn)化為均布荷載：：活載計(jì)算板傳來梯形荷載::峰值（6）剪力墻JW-11端柱頂點(diǎn)縱向向傳來的恒、活集中力②-E柱：2～10層恒載計(jì)算縱梁自重傳來的恒恒載：其他部分傳來集中中荷載：縱向傳來總的頂點(diǎn)點(diǎn)恒載集中力力：活荷計(jì)算板傳來的集中荷載載：頂層恒載計(jì)算縱梁自重傳來的恒恒載：板傳來的三形荷載載：縱向傳來總的頂點(diǎn)點(diǎn)恒載集中力力：活載計(jì)算板傳來的三角形及及矩形荷載：：②-F柱：2～10層恒載計(jì)算縱梁自重傳來的恒恒載：墻自重傳來的：其他部分傳來集中中荷載：縱向傳來總的頂點(diǎn)點(diǎn)恒載集中力力：活荷計(jì)算板傳來的集中荷載載：頂層恒載計(jì)算縱梁自重傳來的恒恒載：縱向女兒墻自重傳傳來的：板傳來的三形荷載載：縱向傳來總的頂點(diǎn)點(diǎn)恒載集中力力：活載計(jì)算板傳來的三角形及及矩形荷載：：6.3內(nèi)力計(jì)算6.3.1框架內(nèi)內(nèi)力計(jì)算本內(nèi)力計(jì)算采用分分層法進(jìn)行計(jì)計(jì)算，分層時(shí)視除除底層的下端端固定端，其其余各層的柱柱端均有轉(zhuǎn)角角產(chǎn)生，為彈彈性支撐。所所以，為減少少誤差，把除除底層柱以外外的其他各層層柱的線剛度度均乘以修正正系數(shù)0.9。向遠(yuǎn)端傳傳遞的彎矩底底層柱和各層層梁的傳遞系系數(shù)按遠(yuǎn)端固固定端取1/2，其他柱的的傳遞系數(shù)考考慮遠(yuǎn)端為彈彈性支撐取1/3?？蚣苡?jì)算簡圖如圖圖所示。（1）梁、柱線剛度①軸DE跨梁：①軸EF跨梁：柱線剛度見下表：：表6.1柱線線剛度表類別層