計算書一三二

目錄工程概況·················································································02材料選用及剪力墻截面尺寸的確定·····································02剪力墻的類型判別及剛度計算·············································03重力荷載計算·········································································06風(fēng)荷載計算·············································································08水平地震作用計算·································································09結(jié)構(gòu)水平位移驗算·································································13剛重比驗算·············································································14剪重比驗算·············································································15水平地震作用下結(jié)構(gòu)內(nèi)力計算·············································15風(fēng)荷載作用下結(jié)構(gòu)內(nèi)力計算·············································17豎向荷載作用下結(jié)構(gòu)內(nèi)力設(shè)計值計算·····························26內(nèi)力組合·············································································29截面設(shè)計·············································································34參考文獻(xiàn)····························································································47致謝····························································································471.工程概況籠狗鹿1耐1類層高層住宅樓住，采用現(xiàn)澆鋼宅筋混凝土剪力拒墻結(jié)構(gòu)。主體嚇高度活為盒31.8條m畏，層高黨為燕2.8鑄m廳，突出屋面電震梯機房層高們?yōu)楸I3.9處m宏，結(jié)構(gòu)總高抗為住35.7朋m寨。鄰毀控本工程抗震設(shè)為防烈度番為俗8震度，場地類別晌為遭Ⅱ縱類，設(shè)計地震弟分組為第一組劇，基本風(fēng)壓療為康0.55kN跪/m錯2得，地面粗糙類鄙別貢為哪B哈類，基本雪娛壓淋s嬸0種=0.25k他N/m長2洋?？倛D蜘一憐沖標(biāo)準(zhǔn)層平面圖魔2梳.耕材料選用及剪熱力墻截面尺寸普的確定詳時燕剪力墻結(jié)構(gòu)的趙混凝土強度等稿級賤為健C2員5女（地下室及基壞礎(chǔ)采序用毛C3驢0阿）；鋼筋采醬用奔HPB23災(zāi)5節(jié)級和努HRB40法0勤級。剪力墻的右厚度，按二級項抗震等級設(shè)計龜時不應(yīng)小于樓覺層高度株的邊1/2星0承且不應(yīng)小交于搬160m擦m標(biāo)，本工程剪力槍墻采用雙排配役筋，剪力墻截筑面厚度取摸為尺200m鐮m圣，地下室外墻社厚勸250m谷m欄。渠3結(jié).設(shè)剪力墻的類型筒判別及剛度計墾算堪蠟鵝根據(jù)抗震設(shè)計騰的一般原則，級對結(jié)構(gòu)的兩個盡主軸方向均應(yīng)豐進(jìn)行抗震計算脫，本次只對縱遷向墻體計算。糖為簡化計算，研本工程不考慮果縱橫墻的共同汁工作。匙誠扎（僵1弊）剪力墻的類勝型判別改外Y徒方向各片剪力胳墻的平面尺寸鼓如下色圖份2旅所示。圖2老再喪由荒圖嗎1活可知萄，寺Y-爸3希，壩Y-潑8梯，靈Y-煎9穿均為整截面墻猾。外墻門窗洞降口的高度均心為昌2300m渣m鬼（其中洞口高膜度框為榨1500mm怎劑，窗臺高度養(yǎng)為柱800m拆m厘，由空心磚砌繡筑填充），則毛外墻門窗洞口預(yù)處的連梁高度館均介為臘500m軍m姨；內(nèi)墻門洞口稠的高度均茄為裕2100m恒m堅，則內(nèi)墻門洞屋口處的連梁高狡度召為套700m紗m浩，由此可以計陣算得到：肅外墻連梁截面校面積和慣性矩題為：糕A織bj帆=0.2×0這.5=0.1垂m芝2蠻衡億I水bj0驢=潮×0.2×0頓.5息3導(dǎo)=2.083惠×10那-3照m割4導(dǎo)內(nèi)墻連梁截面磚面積和慣性矩愛為：困堡A右bj汁=0.2×0司.7=0.1輪4m橫2哥座援I罪bj0爬=跌×0.2×0助.7耐3棗=5.717樓×10渣-3杰m賽4堡并徑各片剪力墻的拖截面特征列于遷表母1花。各片剪力墻轎連梁的折算慣旱性矩分別見走表稀2疊。其中截面剪其應(yīng)力不均勻系升數(shù)膏μ衫=1.宣2安。連梁的計算馳跨度和折算慣再性矩分別悄按彎欲：臣l棄bj直=l霉bj0蒜+h旗bj畜/靠2墨，蹄I蘿bj激=孔計算。根據(jù)兄表井1略、籠表民2壟的計算結(jié)果，瞎由公式：慧（聯(lián)肢墻繡）篩障著（雙肢墻）正可求得各片剪呢力墻的整體工熊作系數(shù)亞，再根據(jù)課及墻肢慣性矩罵比跡I勉n澡/著I挎與閣的關(guān)系，可進(jìn)控行各片剪力墻輝類型的判定，搜計算結(jié)果見乓表秒3尸。臟表事1炒漁各片剪力墻的吃截面特征飽報慰聾宮慘箭莊滋扮墻號那各墻肢截面面格積孫各墻肢截面章慣性矩退形心軸反組合慣性矩突A饞1歷A封2婚A載3峽Σ牲A獲j芬I荷1揀I魔2浩I爺3粘Σ灰I敗j浙Y1息1.14晨0.34晉0.2浙1.48怠3.0866漢0.0819題0.0167峽3.1852測5.380仆18.033泡Y2廟1.18偶0.08扒0.56停1.82企3.4230驟0.0011秀0.3659魂3.79肆5.179舞20.89改Y4婚0.85謊0.1驟0.95稀1.279罵0.002頃1.281守2.4697班2.24墳Y5丑1.14耀0.12祝0.13籮1.39棗3.0866園0.0036觸0.0046錘3.0948鍛4.061筍12.363島Y6公1.14巷0.76卡1.9關(guān)3.0866脈0.9145豪4.0011黨5.35于21.81宰Y7必1.14汪0.46微0.27腳1.87頂3.0866撒0.203痛0.041家3.331婆5.591徐26.44絨表鍵2挎炊各片剪力墻連慮梁的折算慣性急矩錢墻號社洞口番l潛bj0育h叔b貞h旬bj舞A爬bj貨I冬bj0豆I僚bj針a浙j繼Y紗1鍋a張0.9晝0.5懼1.15興0.1奶0.0020塞83訓(xùn)0.0013摟29罷4.6循00衫0.0184郊94材b頁2.1遲0.5億2.35辨0.1胸0.0020葉83板0.0018棕3腳4拋3.45暫0耕0.0016北82忠0.0201麻76東Y海2扔a準(zhǔn)1嶼0.2鼓1.1指0.04勤0.0001布33末0.0001禮21恥4.15唱0腎0.0015牢66恒b懶0.9食0.7碌1.25旱0.14芽0.0057拿17描0.0029負(fù)4弱6開2.5醉00潔0.0094續(xù)2顏6徑0.0109臥9出2藥Y怕4漁a洲0.9繩0.7鄰1.25往0.14花0.0057萌17已0.0029睡4網(wǎng)6弊3.275擦0.0161秋7吸6勵0.0161別76梯Y起5適a痕2.05限0.2炎2.15意0.04陽0.0001踩33螞0.0001湖30招5.2玩00鴿0.0003耀52其b自2慌0.7鉛2.35虧0.14辰0.0057抗17孩0.0045缸15育2.625喘0.0023龍97緒0.0027休50炸Y鑄6壁a胖1.5災(zāi)0.2宮1.6羞0.04域0.0001微33事0.0001歷27銷6.25競0誤0.0035左6聚0.00撫356跳Y裝7究a破2.05鞠0.2燙2.15貨0.04衛(wèi)0.0001嗚33麥0.0001直30茅6.05察0喚0.0004虜77族b孫0.8變0.7阿1.15順0.14少0.0057鎖17旦0.0027藥07撓2.625坐0.0122智6炭7宗0.0127呼44障表喉3萄掃各片剪力墻類圣型的判別似墻號鈔∑事I熊j串I碎I管n企τ御α鄙In/I鉗類型言Y估1戒3.1852型18.033轟14.84聰8率0.0201桑76殿0.8球5.673<氧10縣0.823犁聯(lián)肢墻敞Y訓(xùn)2拒3.79詳00信20.89回0必17.1緩00蚊0.0109騰92會0.8鴨3.839<近10登0.818匯聯(lián)肢墻睡Y繡4哲1.281不0騰2.24駛0誦0.959噸0.0161隱76種10.951部>10死0.428厭整體小開口藥Y爛5銹3.0948鋼12.363襲9.268棟0.0027往5頌0劍0.8刃2.125<涂10抽0.749專聯(lián)肢墻垂Y促6通4.0011危21.81仆0俗17.80輪9允0.0035捆6框2.104少<10漢0.816筐雙肢墻繪Y脾7日3.3306鹽26.44名0悄23.109敏0.0127羅44蓮0.8噴4.41<1珍0描0.874蠶聯(lián)肢墻認(rèn)甜富（疾2鉛）剪力墻剛度呀計算壁熄表道4Y顧3拆，槐Y娘8宮，腐Y袖9寒（整截面墻披）照皂籌丈矛屠您剪餐墻號臨H雜b×烤h乞A扮w沿I告w飾μ由E產(chǎn)c疼E早c省I約eq繞Y3把3肅1臨.8像0.2×5.受5鋪1.1居2.7729儲2蘋1.2由2.8蝶7.5475呢60需Y勁8呢3錫1豪.8貨0.2×11錢.4車2.28牌24.692遙4算0損1.2瑞2.8徑61.549練8炎40燕Y飄9欲3饒1饑.8司0.2×5.乒85弓1.17詞3.3366起9球1.2合2.8報9.0489澇43蚊表方5Y4元(飄整體小開口賭墻以)職剖猾罰?？己耷圬澊捍皦μ柦矵烘A譯I主μ聽E顯c揭E賴c謙I買eq漿Y鈴4涉3圓1荷.8測0.95炭2.24偵1.2持2.8嘗4.887踏餓表適6Y矩1污，以Y唯2宇，弟Y摩5驕，挨Y猜6訂，獲Y脫7肢（聯(lián)肢墻）罩競躲姜筋刮甚岸墻號材∑緞D繳j榜∑剩I回j示α駁2膜τ彼Ф麥a捷∑倉A輔j險γ管2惜E臣c囑I際eq混α醫(yī)1耳2閥Y矛1沸0.0403潔5款3.1磁9迅32.18量0.800謊0.084拒9螞1.48蛛0.0068網(wǎng)1巧30.490橡25.753莖Y朗2辜0.0219廉8熄3.79駱14.74端0.嚴(yán)800鍬0.161澆3領(lǐng)1.82充0.0065澡9純30.05宜9斜11.791深Y束5孕0.0055匯0翁3.09劍4.5應(yīng)2層0.狗800怖0.371痕5舟1.39載0.0070播4炮16.574鈔3.61共3虜Y6喊0.0071啟2搖4.0011妻4.427局0.817闖0.3760微1.90灌0.0066配6鐘21.780設(shè)3.617門Y棉7群0.0254往9牙3.33河19.4呆5橡0.梯800拘0.1292念1.87侵0.0056善3咽28.784歡15.556普總剪力墻剛孟度昏季Σ帥E遭c順I(yè)源eq唱=266.4為396×10用7思kN來m察2信4司.洲重力荷載計算1屋面荷載屋面恒載輛叫3保0糾厚勺C2對0配細(xì)石混凝土保行護(hù)嫌層盜新員室?guī)?.03×2游0=0.60袍0kN/m愧2聚芒戒蘭三氈四油防水寺層必光拒完恐截耍冬0.400拜kN/m孕2疊命2綱0穿厚水泥沙漿找因平咐校翼刻洲鋒0.02護(hù)×20=0.掘400kN環(huán)/m體2握此廢8協(xié)0襖厚擠塑聚苯乙仗烯泡沫塑料板僚岡夕分犁0.08×0鴿.5=0.0阻4鄙0kN/m箱2麗港澡1:少8琴水泥膨脹珍珠它巖蝕找儉2符%向坡最薄床處系20艱mm梯鵲預(yù)0.02×1長2=0.24戚0kN/m餓2帶臉筐2編0士厚淺1:你3在水泥砂漿找平騎庫郵碰性罰0.02×2遺0=0.4吵00kN/m吊2艷訂12伙0疑厚鋼筋混凝土保板誦籍絨五柴澆0.12×壇25=3.0養(yǎng)00kN/戀m盾2移續(xù)1已0光厚水泥石灰膏諒砂漿打襯底乘稍爹找灣0.01送×14=0.蹲140kN價/m尿2到悼擔(dān)寶管摟消筍木雞轉(zhuǎn)灑奉Σ爬5.410常kN/m濤2勺蕩榆暑屋面活荷蔽載魯跟辰醬汽搬窩穴爽0.5k業(yè)N/m緊2適壞泛雙屋面雪荷盟載往奪鐮赤美魂眉喇漠0.25k判N/m遺2揀2巧可樓面荷去載想樓面恒載建西1芝0綠厚地如磚密杜享美潤東鈔0.01定×19.8=晶0.198歇kN/m浪2菊朋2紫0領(lǐng)厚鳳1英：扇4槽硬性水泥砂曾漿怕趴懸加咱0.0娃2×20=0滲.400k跑N/m題2靜術(shù)5甲0延厚即C1娛5途細(xì)石混凝土墊群層黨菠輸期末0.05徑×20=1.蘭000kN沸/m光2篇逃11賣0農(nóng)厚鋼筋混凝土驟板場浸土押企穿0.11×憤25=2.7急50kN/抱m肚2輩濁粘魂喝彎雄教餐康都擔(dān)假Σ鞠4.348可kN/m筑2利皇罪燭樓面活荷注載迫棵盯蚊塘暗皆枯光2.0k伶N/m桃2蒼3楚諸墻體自重重力盲荷載呼色外墻豪8河0柜厚聚苯板外墻圾保溫身層臨刮太分普0.虎08×0.5渾=0.04枝kN/m窯2單伸20沉0銷厚鋼筋混凝土勢墻拉陽濟雖受壩0.2×漏25=5.0復(fù)00kN/風(fēng)m奸2召環(huán)2暖0都厚水泥砂漿找毯平介對需鵝胞把0.02×筆20=0.4阻00kN/嗓m江2婚專犬技死抓錫掌么蜘眾斬戶載Σ顯5.44k奉N/m弟2內(nèi)墻鉆鵝淚5新厚水泥石灰膏爬砂漿罩協(xié)面兔刷妄偏御0.005×肺14×2=0閑.14kN遵/m堤2屑完1奇3禽厚水泥石灰膏牢砂漿打踢底也火買您0.范013×14久×2=0.3仁64kN/史m坊2抓20被0團(tuán)厚鋼筋混凝土牢墻烈牽夠屯障鋤0.2×風(fēng)25=5.0王00kN/禾m累2菊也肌為耀條擦Σ賄5.50k尤N/m悲2役20蔽0班厚空心磚墻（氣窗臺）字6虛厚水泥砂漿罩寸面暢愚宋屆偷在0.00惰6×20=0濾.120k總N/m線2津傾1評2術(shù)厚水泥砂慨漿控僚花憤濃損片0.012×衫20=0.2撿40kN/m昆2傳俘19噴0增厚空心磚門墻南夢漫君越翻0旱.19×14夕=2.660取kN/m術(shù)2以褲1律3升厚水泥石灰膏占砂漿打區(qū)底殘酒曉桌聾0.013鍋×14=0.捆182kN燃/m聽2臉化辱驕索悉病尺弦唱綢奮客投Σ毀3.30kN立/m慨2趁隔色基槳隔印墻量10脫0榜厚輕質(zhì)條形墻拒板祝球盼譜磁鉤侮0墓.45kN毒/m插2這撇女兒墻法庸驢6岡厚水泥砂漿罩項面障末跨靠站采0.00賴6×20=0扮.120k群N/m稱2源們1突2伴厚水泥砂副漿晴晝蛙感情撕0闖.012×2叔0=0.24谷0kN/m觀2揉資20秘0慮厚鋼筋混凝土避墻況它高資洞偉0.挖1×25=2厭.5kN/渠m念2培本2冤0穴厚水泥砂漿找慚平洞摩朗饞詳細(xì)0.02蘿×20=0.辦400kN學(xué)/m鑼2優(yōu)吧豈僵辟園餓絞暖耽碎塞梳施行Σ棚3.36誠kN/m征2買閑摔惹門窗雕歸式挪策班塑鋼滔窗建泰醒妹油暮舟葉結(jié)0.蟻45kN/寬m摸2基揚班多炊防火伍門解撞保命寸婚惡確輸0.焦45kN/咱m退2商笑僻去唇拼肌設(shè)備自重重力醉荷載磨菌雅中電梯轎箱及設(shè)得備重康量歉票仁黑述劑萬2猾00kN測5仿.拆風(fēng)荷載計算侍紛慮垂直作用在建旱筑物表面上的砌風(fēng)荷載標(biāo)準(zhǔn)值偉按績式掘w三k彩=女計算，基本風(fēng)沾壓葉0.55kN品/m撇2嫁風(fēng)載體型系梅數(shù)仍μ鉆s窯可近似按下蛋圖偷3療規(guī)定采用。圖3朗波死由于本結(jié)構(gòu)計梢算高楊度籌H=31.8斤m>30酒m劑，序H/B=31鍋.8/12.宰4=2.56獅>1.毅5傭，因此考慮風(fēng)誕壓脈動的影響損。風(fēng)振系災(zāi)數(shù)霜β嚷z杯由洪β榮z諒=1+殼確定。結(jié)構(gòu)的迅基本周期：舅損壩看T盈1載=0.05n坑=0.05×顛11=0.5獄5s認(rèn)喜淺勿W慶0調(diào)=0.55×創(chuàng)0.55肌2綢=0.166腎kN豎s狂2到/m并2斑查表得脈動增五大系數(shù)猾=1.26碌3幣。澆由煉H/B=31稼.8/13.天8=2.3澇0備查表撫=0.4眨7橡則：查思艙飽今鮮β衛(wèi)z盒=1+刊在風(fēng)荷載作用甜下，沿房屋高辛度分布風(fēng)荷載靈標(biāo)準(zhǔn)值，魄即川:肚q蔑(z)=0.清55×(0.何8+0.52岸2)×21.黎9廳=15.92爹對于突出屋面科的機房，風(fēng)載民體型系數(shù)號近似缺取捷1.埋3侵，機房的風(fēng)振煤系數(shù)近似取高綱度和H=31.8乎m間處的值，即可砌求得科=1.40耽9嚇，則么：寸串澇按油商炸恩蘆傍浪算眉泰外壟冊離q(z)=0腔.55×1.襲3×2.3×裕1.39咱=2.286港展依按上述方法確值定的各樓層標(biāo)妖高處的風(fēng)荷載襖標(biāo)準(zhǔn)值見揪表垃7朝。松表慮7噸昂各樓層風(fēng)荷載圈計算嗎層次贏H雙i眠H店i躺/H重q(z)托F普i掙F遙i零H狠i嗽機房芹35.7升1.49序1.409習(xí)2.320陰6.960售248.47將2日11住31.8榴1.000拉1.45執(zhí)1.409組32.534洲91.096嘉2896.8尤52額10尚29.0碎0.912處1.40少1.387蠻30.906暈86.537他2509.5水81轎9快26.2米0.824私1.36飼1.360仿29.437味82.424期2159.5箱18盒8灶23.4匯0.736鵝1.31陳1.333熟27.809咬77.866蛛1822.0發(fā)57厲7病20.6狂0.648合1.26鎮(zhèn)1.305喝26.181擾73.307彎1510.1竊24無6頃17.8傻0.560鄭1.20持1.277呆24.394鼻68.303卻1215.7罷86濟5葡15.0督0.472宿1.14燕1.246份22.606漲63.298淘949.47筑2銹4延12.2欠0.384滾1.06筍1.215愿20.501廳57.402放700.30煉6艇3降9.4英0.296念1.00反1.175瑞18.713燒52.398秘492.53范9躲2抵6.6疏0.208蓄1.00矮1.123盛17.881粗50.068槍330.44增8饅1拖3.8誰0.119永1.00怨1.071曲17.049訂47.738乳181.40法4耍合計減757.39托7側(cè)15016.潮560先將沿房屋高度歷的風(fēng)荷載折算呈為倒三角形分迅布荷載和均布大荷載幻。槳惹施誠糕V艇0慕=航Σ拼F蹲i墾=757.3噸97kN拘獻(xiàn)耳M冷0下=然Σ勢F靠i授H搬i逮=15016擠.560kN創(chuàng)m變剝懇q晃max泛=痛-鈴=35.29翻1kN/m悠期貼帖遇備需q=勢-若=6.172杠kN/m東6溉.啟水平地震作用府計算頭槽1蜻.真重力荷載代表豈值計算租辟露結(jié)構(gòu)地震反應(yīng)脂分析的計算簡茫圖如歪圖叫4散，集中于各質(zhì)捎點的重力荷更載唇G使i闊為計算單元范孫圍內(nèi)各樓層樓魂面上的重力荷箱載代表值及上留下各半層的墻報，柱等重力荷肺載。計算結(jié)果犬見慚表勵8~1季0掩。圖4訪表枝8沃鋼重力荷載代表頑值猛G炭12嘉項目疏單位面積重量討面積亦單位長度重量韻長度剛重量痕電梯間外墻馬5.44匯37.94墾206.39疾36博電梯間門窗看0.45濫2.82撤1.269狀電梯間屋面板叔4.348價23桂100.00調(diào)4匆合計進(jìn)307.67蜻表帖9酷團(tuán)重力荷載代表律值幣G遇11湊項目崇單位面積重量慕面積汗單位長度重量其長度離重量撫1并1輕層外墻鋸410熄1蕉1弊層內(nèi)墻門426隔1帝1葬層隔墻喊11赤1摧1唉層門窗匹14絕屋面板漸5.41燙250.47柳1355.0傳427示樓梯箱間孕討電梯間肢5.218畝21.37邊111.50常866夜女兒墻佛3.36蛇71禽238.56叢電梯間外墻娃5.44裳37.94袍206.39姐36編電梯門窗室0.45艘2.82竭1.269皇雪荷載羨0.25現(xiàn)250.47凝62.617睡5爺樓梯嶼間雀覆電梯間樓面活江荷載爛2旬21.37充42.74詠電梯設(shè)備重量去200成合計（每扣命除滔0.5極倍屑活荷載洽和奧雪荷載吩）獅3004.5贈8云表懂10異甘重力荷載代表幟值爽G小1千~G競10昂項目塑單位面積重恩量識數(shù)面積圣單位長度重量設(shè)長度姜重量賄外墻汽5.44拳150.8油820.35設(shè)2儀內(nèi)墻崇5.504怖154.9令852.56噸96齊隔墻遞0.45摔46.4農(nóng)20.88摸木門亦0.2登20.79武4.158少塑鋼門窗餡，輸防火門動0.45埋51.06慶22.977煤樓板戰(zhàn)4.348羨250.47鳥1089.0梳4356糕樓梯怪間飯財電梯間燙5.218謎21.37峰111.50椅866途樓面活荷載芒2晉271.84聞543.68似合計（緊扣拉除稻0.5仰*匠活荷載鐘）承3193.3挑3佩2敘.暈結(jié)構(gòu)基本自振眼周期拿歐望因屋面帶有突街出間，按照主譯體結(jié)構(gòu)頂點位近移相等的原則途，將電梯間的耐重力荷載代表掩值折算到主體趴結(jié)構(gòu)頂層，并保將各質(zhì)點的重要力荷載轉(zhuǎn)化為倆均布荷載。故拴攜戒Ge=拔G拾12霧(惑1+閘)=349.悟63kN鼠槐q=晚=(3193獎.33*10宜+3004.慌58)/31癥.8=109饅8.68kN拼/m喇將潑q族，賢G含e.守λ奇，涌E商c蕩I牽eq區(qū)分別代入公式襖求得均布荷載析作用下和集中副荷載作用下結(jié)黎構(gòu)頂點的位移森為：帝訴u悶T伯=喬=0.057闖4懼取運Ф脆T=爪1神烏可求得結(jié)構(gòu)基口本自振周期為六：竄堅T末1稼=1.祥7艷Ф攝T蹤=0.407套s陽3盼.礙水平地震作用凝計算其羞持該房屋主體結(jié)賤構(gòu)不超喚過哭40費m直，且質(zhì)量和剛倍度沿高度分布孤比較均勻，故溜可使用底部剪挨力法計算水平慶地震作用。結(jié)佛構(gòu)的等效總重鳥力荷載為：表凳G減eq繭=0.85節(jié)=0.85雄×誠(杏3193.3宿3纏×首10+300然4.58+3錄07.67)咬=29958秋.72kN道雁騎本結(jié)構(gòu)的設(shè)防屯烈度轟為憂8趣度，設(shè)計地震仁分組為第一組怠，場地類別易為梁Ⅱ盜類，查得特征表周芳期歸T串g果=0.35仇s房，因一般建筑翅結(jié)構(gòu)的阻尼比買為光0.0額5歇，故采用底部淋剪力法計算結(jié)題構(gòu)的總水平地抱震作用標(biāo)準(zhǔn)值猴，即話：冶牲F滴Ek射=況=餃×候0.16索×菜29958.邊72=0.8宴73米×拐0.16求×兔29958.愈72=418器4.63kN崇因鉆為日T錯1往=0.407彩s<1.4*鎮(zhèn)0.35=0導(dǎo).49躁s夸，所以不考慮褲頂部附加水平嶄地震作用。質(zhì)兆點嗓i嶄的水平地震衫作示用中F銳=廳，計算結(jié)果如輔下蘆表玩1產(chǎn)1加：謠表亞11嗎航各質(zhì)點水平地皮震作用計算月層次噸H晉i牲G厘i識G背i籠H鈔i住F慢i御F鷹i玩H己i堪12剝35.7秀307.67古10983.型82損0.0174護(hù)72.93沉2603.6忙1進(jìn)11說31.8注3004.5藏8捉95545.孝64睛0.1516朗634.40通20174.吧01約10梢29度3193.3殺3含92606.后57功0.1469達(dá)614.89興17831.取75擔(dān)9盆26.2師3193.3負(fù)3迅83665.碼25潤0.1328棗555.52僑14554.夠61攝8就23.4囑3193.3飼3慧74723.告92侵0.1186妨496.15鴿11609.聽93扔7曉20.6效3193.3款3場65782.殖59慮0.1044年436.78企8997.7仙2士6玻17.8霸3193.3痰3虛56841.薯27偵0.0902裙377.41專6717.9巧7酷5爛15跟3193.3歉3征47899.魯95改0.0760撫318.05抖4770.6位8趁4維12.2賄3193.3像3您38958.扛63淋0.0618洽258.68扮3155.8旺6緊3追9.4結(jié)3193.3吧3學(xué)30017.版30端0.0476變199.31姥1873.5繁0起2家6.6卻3193.3步3惱21075.銹98諸0.0334微139.94傲923.60泥1猾3.8腥3193.3脹3炒12134.雹65堅0.0193既80.57泛306.17錯合計靠35245.吧55缸630235富.58降4184.6緩3庫93519.寶41鍋頓言剪力墻結(jié)構(gòu)分迅析時，可按照醬將各質(zhì)點的水慨平地震作用折贏算為倒三角形業(yè)分布荷套載先q脊max遺和頂點集中荷山載視F應(yīng)。茅盆跪F只e葉=72.93棋kN猜窮漢M謠1譽=72.93耐×辰3.9=28飽4.43kN膛M豆鄙稼V擠0孕=扔=4111.緞70kN獨智狐攔M半0音=柔=90915薯.8kN.m澆將以上數(shù)據(jù)代湖入公式得：廊q林max揪=6(V木0責(zé)H-M狹0倦-M刪1宮)/H止2癥=234.6估7kN挎m皮F=3屢×璃(隔M嶼0傷+M芒1反)/H+F擇e作-2V棕0鋼=453.3縱3kN效7桿.瞧結(jié)構(gòu)水平位移擔(dān)驗算梅按豎向懸臂墻浸計算水平荷載絮作用下各樓層炎標(biāo)高處的側(cè)供移餓u(參)工。賄1揮.換水平地震作用慰下的位移驗算粱閃精在倒三角形荷再載作用下：u()=揀止郵頂點集中荷載醫(yī)作用下：u()=庫（式中高，瞎E姐c宅I夠w澤G完c委A野w替分別為剪力墻書截面彎曲剛度擊和剪切剛度）帖計算結(jié)果見雀表刺1無2預(yù)。覽表忠12班權(quán)水平地震作用涼下結(jié)構(gòu)的位移疊計算依層次瀉H待i挑ε纏倒三角形荷載志頂點集中荷載唯總位移消層間位移角讓11施31.8宰1.000蛙8.111惡1.771訂9.883搬1/2443您10縮29變0.912技7.194積1.542采8.737乒1/2433在9碑26.2烤0.824蝕6.269竟1.317較7.586館1/2448肌8備23.4蛛0.736備5.344作1.098溝6.442貧1/2496河7毅20.6歌0.648伙4.431產(chǎn)0.889赤5.320初1/2590偷6傻17.8鉤0.560靈3.545異0.694漢4.239扛1/2750神5藥15抄0.472賭2.705慈0.516拋3.221侍1/3017冠4踐12.2京0.384鋼1.934孕0.359蜻2.293熔1/3448過3樓9.4油0.296者1.254提0.226豎1.481奉1/4198膨2貴6.6公0.208織0.694后0.121楚0.814憐1/5726辨1優(yōu)3.8抄0.119覺0.279矩0.046乘0.325航1/8615丙由蛾表騾1鋒2截可知，在水平刃地震作用下位架移驗算滿足要捧求，即：膜=1/243袖3<[賽]=1/10都0聚0震（滿足要求）膜2春.加風(fēng)荷載作用下干的位移驗算坡策倦計算結(jié)果見憲表劍13臥表照13好騎風(fēng)荷載作用下境結(jié)構(gòu)的位移計藥算漂層次翅H桃i凱ε去倒三角形荷載門均布荷載槐總位移企層間位移角閥11桑31.8擊1.000初1.220忠0.313翅1.533申1/1647專1雕10始29衰0.912鋒1.081捕0.281凝1.363佳1/1627全9餡9昂26.2蝴0.824班0.943疼0.248齊1.191般1/1627撤9紛8紛23.4設(shè)0.736庫0.804奧0.215蝴1.019棟1/1637襲4草7智20.6瞎0.648侍0.666知0.182睛0.848然1/1686追7影6帥17.8辰0.560遼0.533塘0.149鑄0.682靠1/1772心2誠5搶15戀0.472崇0.407戶0.117詞0.524廁1/1772洪2貓4城12.2藏0.384月0.291底0.087淘0.378豐1/1917位8獵3亦9.4昌0.296緒0.189云0.060喇0.248蒙1/2592下6搞2在6.6乘0.208繪0.104翠0.036游0.140膽1/3414喜6釘1楊3.8楚0.119晃0.042抱0.016糟0.058先1/4827鬧6嗽泉猶由傲表五1評3晨可知，在風(fēng)荷信載作用下位移守驗算滿足要求飼，即：史=1/閃16279釣<[推]=1/10辭0費0足（滿足要求）岸8揉.預(yù)剛重比驗算佳地震作用的倒麗三角分布荷載布的最大值為鴿：結(jié)q減MAX土=234.6淋7kN兇m蠢,艷此倒三角荷載芳作用下結(jié)構(gòu)的碗頂點質(zhì)心的彈緩性水平位移傍為辦u=0.00戲811紀(jì)m最。兄結(jié)構(gòu)一個主軸羨方向的彈性等賢效側(cè)向剛度，箭可按倒三角分臣布荷載作用下率結(jié)構(gòu)頂點位移蹦相等的原則，但將結(jié)構(gòu)的側(cè)向巾剛度這算為豎端向懸臂受彎構(gòu)遍件的等效側(cè)向污剛度，按下式灘計算：kNm2城>2.7辮