计算书一三二

目录工程概况·················································································02材料选用及剪力墙截面尺寸的确定·····································02剪力墙的类型判别及刚度计算·············································03重力荷载计算·········································································06风荷载计算·············································································08水平地震作用计算·································································09结构水平位移验算·································································13刚重比验算·············································································14剪重比验算·············································································15水平地震作用下结构内力计算·············································15风荷载作用下结构内力计算·············································17竖向荷载作用下结构内力设计值计算·····························26内力组合·············································································29截面设计·············································································34参考文献····························································································47致谢····························································································471.工程概况笼狗鹿1耐1类层高层住宅楼住，采用现浇钢宅筋混凝土剪力拒墙结构。主体吓高度活为盒31.8条m畏，层高党为燕2.8铸m厅，突出屋面电震梯机房层高们为盗3.9处m宏，结构总高抗为住35.7朋m寨。邻毁控本工程抗震设为防烈度番为俗8震度，场地类别晌为遭Ⅱ纵类，设计地震弟分组为第一组剧，基本风压疗为康0.55kN跪/m错2得，地面粗糙类鄙别贡为哪B哈类，基本雪娱压淋s婶0种=0.25k他N/m长2洋。总图蜘一怜冲标准层平面图魔2梳.耕材料选用及剪热力墙截面尺寸普的确定详时燕剪力墙结构的赵混凝土强度等稿级贱为健C2员5女（地下室及基坏础采序用毛C3驴0阿）；钢筋采酱用奔HPB23灾5节级和努HRB40法0勤级。剪力墙的右厚度，按二级项抗震等级设计龟时不应小于楼觉层高度株的边1/2星0承且不应小交于搬160m擦m标，本工程剪力枪墙采用双排配役筋，剪力墙截筑面厚度取摸为尺200m镰m圣，地下室外墙社厚劝250m谷m栏。渠3结.设剪力墙的类型筒判别及刚度计垦算堪蜡鹅根据抗震设计腾的一般原则，级对结构的两个尽主轴方向均应丰进行抗震计算脱，本次只对纵迁向墙体计算。糖为简化计算，研本工程不考虑果纵横墙的共同汁工作。匙诚扎（僵1弊）剪力墙的类胜型判别改外Y徒方向各片剪力胳墙的平面尺寸鼓如下色图份2旅所示。图2老再丧由荒图吗1活可知萄，寺Y-爸3希，坝Y-泼8梯，灵Y-煎9穿均为整截面墙猾。外墙门窗洞降口的高度均心为昌2300m渣m鬼（其中洞口高膜度框为榨1500mm怎剂，窗台高度养为柱800m拆m厘，由空心砖砌绣筑填充），则毛外墙门窗洞口预处的连梁高度馆均介为腊500m军m姨；内墙门洞口稠的高度均茄为裕2100m恒m坚，则内墙门洞屋口处的连梁高狡度召为套700m纱m浩，由此可以计阵算得到：肃外墙连梁截面校面积和惯性矩题为：糕A织bj帆=0.2×0这.5=0.1垂m芝2蛮衡亿I水bj0驴=潮×0.2×0顿.5息3导=2.083惠×10那-3照m割4导内墙连梁截面砖面积和惯性矩爱为：困堡A右bj汁=0.2×0司.7=0.1轮4m横2哥座援I罪bj0爬=跌×0.2×0助.7耐3枣=5.717楼×10渣-3杰m赛4堡并径各片剪力墙的拖截面特征列于迁表母1花。各片剪力墙轿连梁的折算惯旱性矩分别见走表稀2叠。其中截面剪其应力不均匀系升数膏μ衫=1.宣2安。连梁的计算驰跨度和折算惯再性矩分别悄按弯欲：臣l弃bj直=l霉bj0蒜+h旗bj畜/靠2墨，蹄I萝bj激=孔计算。根据兄表井1略、笼表民2垄的计算结果，瞎由公式：慧（联肢墙绣）筛障著（双肢墙）正可求得各片剪呢力墙的整体工熊作系数亚，再根据课及墙肢惯性矩骂比迹I勉n澡/著I挎与阁的关系，可进控行各片剪力墙辉类型的判定，搜计算结果见乓表秒3尸。脏表事1炒渔各片剪力墙的吃截面特征饱报慰聋宫惨箭庄滋扮墙号那各墙肢截面面格积孙各墙肢截面章惯性矩退形心轴反组合惯性矩突A馋1历A封2婚A载3峡Σ牲A获j芬I荷1拣I魔2浩I爷3粘Σ灰I败j浙Y1息1.14晨0.34晋0.2浙1.48怠3.0866汉0.0819题0.0167峡3.1852测5.380仆18.033泡Y2庙1.18偶0.08扒0.56停1.82企3.4230骤0.0011秀0.3659魂3.79肆5.179舞20.89改Y4婚0.85谎0.1骤0.95稀1.279骂0.002顷1.281守2.4697班2.24坟Y5丑1.14耀0.12祝0.13箩1.39枣3.0866园0.0036触0.0046锤3.0948锻4.061笋12.363岛Y6公1.14巷0.76卡1.9关3.0866脉0.9145豪4.0011党5.35于21.81宰Y7必1.14汪0.46微0.27脚1.87顶3.0866撒0.203痛0.041家3.331婆5.591徐26.44绒表键2挎炊各片剪力墙连虑梁的折算惯性急矩钱墙号社洞口番l潜bj0育h叔b贞h旬bj舞A爬bj货I冬bj0豆I僚bj针a浙j继Y纱1锅a张0.9昼0.5惧1.15兴0.1奶0.0020塞83训0.0013搂29罢4.6循00衫0.0184郊94材b页2.1迟0.5亿2.35辨0.1胸0.0020叶83板0.0018棕3脚4抛3.45暂0耕0.0016北82忠0.0201麻76东Y海2扔a准1屿0.2鼓1.1指0.04勤0.0001布33末0.0001礼21耻4.15唱0肾0.0015牢66恒b懒0.9食0.7碌1.25旱0.14芽0.0057拿17描0.0029负4弱6开2.5醉00洁0.0094续2颜6径0.0109卧9出2药Y怕4渔a洲0.9绳0.7邻1.25往0.14花0.0057萌17已0.0029睡4网6弊3.275擦0.0161秋7吸6励0.0161别76梯Y起5适a痕2.05限0.2炎2.15意0.04阳0.0001踩33蚂0.0001湖30招5.2玩00鸽0.0003耀52其b自2慌0.7铅2.35亏0.14辰0.0057抗17孩0.0045缸15育2.625喘0.0023龙97绪0.0027休50炸Y铸6壁a胖1.5灾0.2宫1.6羞0.04域0.0001微33事0.0001历27销6.25竞0误0.0035左6聚0.00抚356跳Y装7究a破2.05鞠0.2烫2.15货0.04卫0.0001呜33麦0.0001直30茅6.05察0唤0.0004虏77族b孙0.8变0.7阿1.15顺0.14少0.0057锁17旦0.0027药07挠2.625坐0.0122智6炭7宗0.0127呼44障表喉3萄扫各片剪力墙类圣型的判别似墙号钞∑事I熊j串I碎I管n企τ御α鄙In/I钳类型言Y估1戒3.1852型18.033轰14.84聪8率0.0201桑76殿0.8球5.673<氧10县0.823犁联肢墙敞Y训2拒3.79详00信20.89回0必17.1缓00蚊0.0109腾92会0.8鸭3.839<近10登0.818汇联肢墙睡Y绣4哲1.281不0腾2.24驶0诵0.959吨0.0161隐76种10.951部>10死0.428厌整体小开口药Y烂5锈3.0948钢12.363袭9.268栋0.0027往5颂0剑0.8刃2.125<涂10抽0.749专联肢墙垂Y促6通4.0011危21.81仆0俗17.80轮9允0.0035捆6框2.104少<10汉0.816筐双肢墙绘Y脾7日3.3306盐26.44名0悄23.109敏0.0127罗44莲0.8喷4.41<1珍0描0.874蚕联肢墙认甜富（疾2铅）剪力墙刚度呀计算壁熄表道4Y顾3拆，槐Y娘8宫，腐Y袖9寒（整截面墙披）照皂筹丈矛屠您剪餐墙号临H杂b×烤h乞A扮w沿I告w饰μ由E产c疼E早c省I约eq绕Y3把3肃1临.8像0.2×5.受5铺1.1居2.7729储2苹1.2由2.8蝶7.5475呢60需Y劲8呢3锡1豪.8货0.2×11钱.4车2.28牌24.692遥4算0损1.2瑞2.8径61.549练8炎40燕Y飘9欲3饶1饥.8司0.2×5.乒85弓1.17词3.3366起9球1.2合2.8报9.0489涝43蚊表方5Y4元(飘整体小开口赌墙以)职剖猾罚牛考恨芹贪春窗墙号匠H烘A译I主μ听E显c揭E赖c谦I买eq浆Y铃4涉3圆1荷.8测0.95炭2.24侦1.2持2.8尝4.887踏饿表适6Y矩1污，以Y唯2宇，弟Y摩5骄，挨Y猜6订，获Y脱7肢（联肢墙）罩竞躲姜筋刮甚岸墙号材∑缎D缴j榜∑剩I回j示α驳2膜τ彼Ф麦a捷∑仓A辅j险γ管2惜E臣c嘱I际eq混α医1耳2阀Y矛1沸0.0403洁5款3.1磁9迅32.18量0.800谎0.084拒9蚂1.48蛛0.0068网1巧30.490橡25.753茎Y朗2辜0.0219廉8熄3.79骆14.74端0.严800锹0.161浇3领1.82充0.0065澡9纯30.05宜9斜11.791深Y束5孕0.0055汇0翁3.09剑4.5应2层0.狗800怖0.371痕5舟1.39载0.0070播4炮16.574钞3.61共3虏Y6喊0.0071启2摇4.0011妻4.427局0.817闯0.3760微1.90灌0.0066配6钟21.780设3.617门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欢15.556普总剪力墙刚孟度昏季Σ帅E遭c顺I源eq唱=266.4为396×10用7思kN来m察2信4司.洲重力荷载计算1屋面荷载屋面恒载辆叫3保0纠厚勺C2对0配细石混凝土保行护嫌层盗新员室厕0.03×2游0=0.60袍0kN/m愧2聚芒戒兰三毡四油防水寺层必光拒完恐截耍冬0.400拜kN/m孕2叠命2纲0穿厚水泥沙浆找因平咐校翼刻洲锋0.02护×20=0.掘400kN环/m体2握此废8协0袄厚挤塑聚苯乙仗烯泡沫塑料板僚冈夕分犁0.08×0鸽.5=0.0阻4鄙0kN/m箱2丽港澡1:少8琴水泥膨胀珍珠它岩蚀找俭2符%向坡最薄床处系20艰mm梯鹊预0.02×1长2=0.24戚0kN/m饿2带脸筐2编0士厚浅1:你3在水泥砂浆找平骑库邮碰性罚0.02×2遗0=0.4吵00kN/m吊2艳订12伙0疑厚钢筋混凝土保板诵籍绒五柴浇0.12×坛25=3.0养00kN/恋m盾2移续1已0光厚水泥石灰膏谅砂浆打衬底乘稍爹找湾0.01送×14=0.蹲140kN价/m尿2到悼担宝管搂消笋木鸡转洒奉Σ爬5.410常kN/m涛2勺荡榆暑屋面活荷蔽载鲁跟辰酱汽搬窝穴爽0.5k业N/m紧2适坏泛双屋面雪荷盟载往夺镰赤美魂眉喇漠0.25k判N/m遗2拣2巧可楼面荷去载想楼面恒载建西1芝0绿厚地如砖密杜享美润东钞0.01定×19.8=晶0.198歇kN/m浪2菊朋2紫0领厚凤1英：扇4槽硬性水泥砂曾浆怕趴悬加咱0.0娃2×20=0渗.400k跑N/m题2静术5甲0延厚即C1娱5途细石混凝土垫群层党菠输期末0.05径×20=1.兰000kN沸/m光2篇逃11卖0农厚钢筋混凝土骤板场浸土押企穿0.11×愤25=2.7急50kN/抱m肚2辈浊粘魂喝弯雄教餐康都担假Σ鞠4.348可kN/m筑2利皇罪烛楼面活荷注载迫棵盯蚊塘暗皆枯光2.0k伶N/m桃2苍3楚诸墙体自重重力盲荷载呼色外墙豪8河0柜厚聚苯板外墙圾保温身层临刮太分普0.虎08×0.5浑=0.04枝kN/m窑2单伸20沉0销厚钢筋混凝土势墙拉阳济虽受坝0.2×漏25=5.0复00kN/风m奸2召环2暖0都厚水泥砂浆找毯平介对需鹅胞把0.02×笔20=0.4阻00kN/嗓m江2婚专犬技死抓锡掌么蜘众斩户载Σ显5.44k奉N/m弟2内墙钻鹅泪5新厚水泥石灰膏爬砂浆罩协面兔刷妄偏御0.005×肺14×2=0闲.14kN遵/m堤2屑完1奇3禽厚水泥石灰膏牢砂浆打踢底也火买您0.范013×14久×2=0.3仁64kN/史m坊2抓20被0团厚钢筋混凝土牢墙烈牵够屯障锄0.2×风25=5.0王00kN/禾m累2菊也肌为耀条擦Σ贿5.50k尤N/m悲2役20蔽0班厚空心砖墙（气窗台）字6虚厚水泥砂浆罩寸面畅愚宋届偷在0.00惰6×20=0滤.120k总N/m线2津倾1评2术厚水泥砂慨浆控僚花愤浓损片0.012×衫20=0.2捡40kN/m昆2传俘19喷0增厚空心砖门墙南梦漫君越翻0旱.19×14夕=2.660取kN/m术2以裤1律3升厚水泥石灰膏占砂浆打区底残酒晓桌聋0.013锅×14=0.捆182kN燃/m听2脸化辱骄索悉病尺弦唱绸奋客投Σ毁3.30kN立/m慨2趁隔色基桨隔印墙量10脱0榜厚轻质条形墙拒板祝球盼谱磁钩侮0墓.45kN毒/m插2这撇女儿墙法庸驴6冈厚水泥砂浆罩项面障末跨靠站采0.00赖6×20=0扮.120k群N/m称2源们1突2伴厚水泥砂副浆晴昼蛙感情撕0闯.012×2叔0=0.24谷0kN/m观2揉资20秘0虑厚钢筋混凝土避墙况它高资洞伟0.挖1×25=2厌.5kN/渠m念2培本2冤0穴厚水泥砂浆找惭平洞摩朗馋详细0.02萝×20=0.办400kN学/m锣2优吧岂僵辟园饿绞暖耽碎塞梳施行Σ棚3.36诚kN/m征2买闲摔惹门窗雕归式挪策班塑钢滔窗建泰醒妹油暮舟叶结0.蚁45kN/宽m摸2基扬班多炊防火伍门解撞保命寸婚恶确输0.焦45kN/咱m退2商笑僻去唇拼肌设备自重重力醉荷载磨菌雅中电梯轿箱及设得备重康量歉票仁黑述剂万2猾00kN测5仿.拆风荷载计算侍纷虑垂直作用在建旱筑物表面上的砌风荷载标准值伟按绩式掘w三k彩=女计算，基本风沾压叶0.55kN品/m撇2嫁风载体型系梅数仍μ钻s窑可近似按下蛋图偷3疗规定采用。图3朗波死由于本结构计梢算高杨度筹H=31.8斤m>30酒m剂，序H/B=31锅.8/12.宰4=2.56狮>1.毅5佣，因此考虑风诞压脉动的影响损。风振系灾数霜β嚷z杯由洪β荣z谅=1+壳确定。结构的迅基本周期：舅损坝看T盈1载=0.05n坑=0.05×颠11=0.5狱5s认喜浅勿W庆0调=0.55×创0.55肌2绸=0.166肾kN竖s狂2到/m并2斑查表得脉动增五大系数猾=1.26碌3币。浇由炼H/B=31稼.8/13.天8=2.3涝0备查表抚=0.4眨7橡则：查思舱饱今鲜β卫z盒=1+刊在风荷载作用甜下，沿房屋高辛度分布风荷载灵标准值，魄即川:肚q蔑(z)=0.清55×(0.何8+0.52岸2)×21.黎9厅=15.92爹对于突出屋面科的机房，风载民体型系数号近似缺取捷1.埋3侵，机房的风振煤系数近似取高纲度和H=31.8乎m间处的值，即可砌求得科=1.40耽9吓，则么：寸串涝按油商炸恩芦傍浪算眉泰外垄册离q(z)=0腔.55×1.袭3×2.3×裕1.39咱=2.286港展依按上述方法确值定的各楼层标妖高处的风荷载袄标准值见揪表垃7朝。松表虑7吨昂各楼层风荷载圈计算吗层次赢H双i眠H店i躺/H重q(z)托F普i挣F遥i零H狠i嗽机房芹35.7升1.49序1.409习2.320阴6.960售248.47将2日11住31.8榴1.000拉1.45执1.409组32.534洲91.096嘉2896.8尤52额10尚29.0碎0.912处1.40少1.387蛮30.906晕86.537他2509.5水81轿9快26.2米0.824私1.36饲1.360仿29.437味82.424期2159.5箱18盒8灶23.4汇0.736鹅1.31陈1.333熟27.809咬77.866蛛1822.0发57厉7病20.6狂0.648合1.26镇1.305喝26.181扰73.307弯1510.1窃24无6顷17.8傻0.560郑1.20持1.277呆24.394鼻68.303却1215.7罢86济5葡15.0督0.472宿1.14燕1.246份22.606涨63.298淘949.47筑2锈4延12.2欠0.384滚1.06笋1.215愿20.501厅57.402放700.30炼6艇3降9.4英0.296念1.00反1.175瑞18.713烧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枪330.44增8馒1拖3.8谁0.119永1.00怨1.071曲17.049订47.738乳181.40法4耍合计减757.39托7侧15016.潮560先将沿房屋高度历的风荷载折算呈为倒三角形分迅布荷载和均布大荷载幻。桨惹施诚糕V艇0慕=航Σ拼F蹲i垦=757.3吨97kN拘献耳M冷0下=然Σ势F靠i授H搬i逮=15016挤.560kN创m变剥恳q晃max泛=痛-铃=35.29翻1kN/m悠期贴帖遇备需q=势-若=6.172杠kN/m东6溉.启水平地震作用府计算头槽1蜻.真重力荷载代表岂值计算租辟露结构地震反应脂分析的计算简茫图如歪图叫4散，集中于各质捎点的重力荷更载唇G使i阔为计算单元范孙围内各楼层楼魂面上的重力荷箱载代表值及上留下各半层的墙报，柱等重力荷肺载。计算结果犬见惭表励8~1季0掩。图4访表枝8沃钢重力荷载代表顽值猛G炭12嘉项目疏单位面积重量讨面积亦单位长度重量韵长度刚重量痕电梯间外墙马5.44汇37.94垦206.39疾36博电梯间门窗看0.45滥2.82撤1.269状电梯间屋面板叔4.348价23桂100.00调4匆合计进307.67蜻表帖9酷团重力荷载代表律值币G遇11凑项目崇单位面积重量慕面积汗单位长度重量其长度离重量抚1并1轻层外墙锯410熄1蕉1弊层内墙门426隔1帝1葬层隔墙喊11赤1摧1唉层门窗匹14绝屋面板渐5.41烫250.47柳1355.0传427示楼梯箱间孕讨电梯间肢5.218亩21.37边111.50常866夜女儿墙佛3.36蛇71禽238.56丛电梯间外墙娃5.44裳37.94袍206.39姐36编电梯门窗室0.45艘2.82竭1.269皇雪荷载羡0.25现250.47凝62.617睡5爷楼梯屿间雀覆电梯间楼面活江荷载烂2旬21.37充42.74咏电梯设备重量去200成合计（每扣命除滔0.5极倍屑活荷载洽和奥雪荷载吩）狮3004.5赠8云表懂10异甘重力荷载代表帜值爽G小1千~G竞10昂项目塑单位面积重恩量识数面积圣单位长度重量设长度姜重量贿外墙汽5.44拳150.8油820.35设2仪内墙崇5.504怖154.9令852.56吨96齐隔墙递0.45摔46.4农20.88摸木门亦0.2登20.79武4.158少塑钢门窗馅，输防火门动0.45埋51.06庆22.977煤楼板战4.348羡250.47鸟1089.0梳4356糕楼梯怪间饭财电梯间烫5.218谜21.37峰111.50椅866途楼面活荷载芒2晋271.84闻543.68似合计（紧扣拉除稻0.5仰*匠活荷载钟）承3193.3挑3佩2叙.晕结构基本自振眼周期拿欧望因屋面带有突街出间，按照主译体结构顶点位近移相等的原则途，将电梯间的耐重力荷载代表掩值折算到主体趴结构顶层，并保将各质点的重要力荷载转化为俩均布荷载。故拴携戒Ge=拔G拾12雾(惑1+闸)=349.悟63kN鼠槐q=晚=(3193奖.33*10宜+3004.慌58)/31症.8=109馒8.68kN拼/m喇将泼q族，贤G含e.守λ奇，涌E商c荡I牵eq区分别代入公式袄求得均布荷载析作用下和集中副荷载作用下结黎构顶点的位移森为：帝诉u闷T伯=乔=0.057闯4惧取运Ф脆T=爪1神乌可求得结构基口本自振周期为六：窜坚T末1稼=1.祥7艳Ф摄T踪=0.407套s阳3盼.碍水平地震作用凝计算其羞持该房屋主体结贱构不超唤过哭40费m直，且质量和刚倍度沿高度分布孤比较均匀，故溜可使用底部剪挨力法计算水平庆地震作用。结佛构的等效总重鸟力荷载为：表凳G减eq茧=0.85节=0.85雄×诚(杏3193.3宿3缠×首10+300然4.58+3录07.67)咬=29958秋.72kN道雁骑本结构的设防屯烈度轰为忧8趣度，设计地震仁分组为第一组怠，场地类别易为梁Ⅱ盗类，查得特征表周芳期归T串g果=0.35仇s房，因一般建筑翅结构的阻尼比买为光0.0额5歇，故采用底部淋剪力法计算结题构的总水平地抱震作用标准值猴，即话：冶牲F滴Ek射=况=饺×候0.16索×菜29958.边72=0.8宴73米×拐0.16求×兔29958.愈72=418器4.63kN崇因钻为日T错1往=0.407彩s<1.4*镇0.35=0导.49躁s夸，所以不考虑裤顶部附加水平崭地震作用。质兆点嗓i崭的水平地震衫作示用中F锐=厅，计算结果如辅下芦表玩1产1加：谣表亚11吗航各质点水平地皮震作用计算月层次吨H晋i牲G厘i识G背i笼H钞i住F慢i御F鹰i玩H己i堪12剥35.7秀307.67古10983.型82损0.0174护72.93沉2603.6忙1进11说31.8注3004.5藏8捉95545.孝64睛0.1516朗634.40通20174.吧01约10梢29度3193.3杀3含92606.后57功0.1469达614.89兴17831.取75担9盆26.2师3193.3负3迅83665.码25润0.1328枣555.52侨14554.够61摄8就23.4嘱3193.3饲3慧74723.告92侵0.1186妨496.15鸽11609.听93扔7晓20.6效3193.3款3场65782.殖59虑0.1044年436.78企8997.7仙2士6玻17.8霸3193.3痰3虚56841.薯27侦0.0902裙377.41专6717.9巧7酷5烂15跟3193.3歉3征47899.鲁95改0.0760抚318.05抖4770.6位8趁4维12.2贿3193.3像3您38958.扛63淋0.0618洽258.68扮3155.8旺6紧3追9.4结3193.3吧3学30017.版30端0.0476变199.31姥1873.5繁0起2家6.6却3193.3步3恼21075.锈98诸0.0334微139.94傲923.60泥1猾3.8腥3193.3胀3炒12134.雹65坚0.0193既80.57泛306.17错合计靠35245.吧55缸630235富.58降4184.6缓3库93519.宝41锅顿言剪力墙结构分迅析时，可按照酱将各质点的水慨平地震作用折赢算为倒三角形业分布荷套载先q脊max遗和顶点集中荷山载视F应。茅盆跪F只e叶=72.93棋kN猜穷汉M谣1誉=72.93耐×辰3.9=28饱4.43kN膛M豆鄙稼V挤0孕=扔=4111.缎70kN独智狐拦M半0音=柔=90915薯.8kN.m浇将以上数据代湖入公式得：廊q林max揪=6(V木0责H-M狭0倦-M删1宫)/H止2症=234.6估7kN挎m皮F=3屡×璃(隔M屿0伤+M芒1反)/H+F择e作-2V棕0钢=453.3纵3kN效7杆.瞧结构水平位移担验算梅按竖向悬臂墙浸计算水平荷载絮作用下各楼层炎标高处的侧供移饿u(参)工。贿1挥.换水平地震作用慰下的位移验算粱闪精在倒三角形荷再载作用下：u()=拣止邮顶点集中荷载医作用下：u()=库（式中高，瞎E姐c宅I够w泽G完c委A野w替分别为剪力墙书截面弯曲刚度击和剪切刚度）帖计算结果见雀表刺1无2预。览表忠12班权水平地震作用凉下结构的位移叠计算依层次泻H待i挑ε缠倒三角形荷载志顶点集中荷载唯总位移消层间位移角让11施31.8宰1.000蛙8.111恶1.771订9.883搬1/2443您10缩29变0.912技7.194积1.542采8.737乒1/2433在9碑26.2烤0.824蚀6.269竟1.317较7.586馆1/2448肌8备23.4蛛0.736备5.344作1.098沟6.442贫1/2496河7毅20.6歌0.648伙4.431产0.889赤5.320初1/2590偷6傻17.8钩0.560灵3.545异0.694汉4.239扛1/2750神5药15抄0.472赌2.705慈0.516抛3.221侍1/3017冠4践12.2京0.384钢1.934孕0.359蜻2.293熔1/3448过3楼9.4油0.296者1.254提0.226竖1.481奉1/4198膨2贵6.6公0.208织0.694后0.121楚0.814怜1/5726辨1优3.8抄0.119觉0.279矩0.046乘0.325航1/8615丙由蛾表骡1锋2截可知，在水平刃地震作用下位架移验算满足要捧求，即：膜=1/243袖3<[赛]=1/10都0聚0震（满足要求）膜2春.加风荷载作用下干的位移验算坡策倦计算结果见宪表剑13卧表照13好骑风荷载作用下境结构的位移计药算漂层次翅H桃i凯ε去倒三角形荷载门均布荷载槐总位移企层间位移角阀11桑31.8击1.000初1.220忠0.313翅1.533申1/1647专1雕10始29衰0.912锋1.081捕0.281凝1.363佳1/1627全9馅9昂26.2蝴0.824班0.943疼0.248齐1.191般1/1627撤9纷8纷23.4设0.736库0.804奥0.215蝴1.019栋1/1637袭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帅17.8辰0.560辽0.533塘0.149铸0.682靠1/1772心2诚5抢15恋0.472崇0.407户0.117词0.524厕1/1772洪2猫4城12.2藏0.384月0.291底0.087淘0.378丰1/1917位8猎3亦9.4昌0.296绪0.189云0.060喇0.248蒙1/2592下6搞2在6.6乘0.208绘0.104翠0.036游0.140胆1/3414喜6钉1杨3.8楚0.119晃0.042抱0.016糟0.058先1/4827闹6嗽泉犹由傲表五1评3晨可知，在风荷信载作用下位移守验算满足要求饲，即：史=1/闪16279钓<[推]=1/10辞0费0足（满足要求）岸8揉.预刚重比验算佳地震作用的倒丽三角分布荷载布的最大值为鸽：结q减MAX土=234.6淋7kN凶m蠢,艳此倒三角荷载芳作用下结构的碗顶点质心的弹缓性水平位移傍为办u=0.00戏811纪m最。兄结构一个主轴羡方向的弹性等贤效侧向刚度，箭可按倒三角分臣布荷载作用下率结构顶点位移蹦相等的原则，但将结构的侧向巾刚度这算为竖端向悬臂受弯构遍件的等效侧向污刚度，按下式滩计算：kNm2城>2.7辫