陈雷的计算书完美

前言毕业设计是大学本科教育培养目标实现的重要阶段，是毕业前的综合学习阶段,是深化、拓宽、综合教和学的重要过程,是对大学期间所学专业知识的全面总结。本组毕业设计题目为《某住宅楼框架结构设计》。在毕设前期，我温习了《结构力学》、《钢筋混凝土》、《建筑结构抗震设计》等知识，并借阅了《抗震规范》、《混凝土规范》、《荷载规范》等规范。在毕设中期，我们通过所学的基本理论、专业知识和基本技能进行建筑、结构设计。本组在校成员齐心协力、分工合作，发挥了大家的团队精神。在毕设后期，主要进行设计手稿的电脑输入，并得到老师的审批和指正，使我圆满的完成了任务，在此表示衷心的感谢。毕业设计的三个月里，在指导老师的帮助下，经过资料查阅、设计计算、论文撰写以及外文的翻译，加深了对新规范、规程、手册等相关内容的理解。巩固了专业知识、提高了综合分析、解决问题的能力。在进行内力组合的计算时，进一步了解了Excel。在绘图时加深掌握了AutoCAD和PKPM，以上所有这些从不同方面达到了毕业设计的目的与要求。框架结构设计的计算工作量很大，在计算过程中以手算为主，辅以一些计算软件的校正。由于自己水平有限，难免有不妥和疏忽之处，敬请各位老师批评指正。二零零八年六月十五日1工程概况1.1设计概况：本工程位于沈阳市开发区，坐落在南五马路南侧。本项目为配套公建，总建筑面积9392.63m2，建筑总高度33.2m.表1-1设计概况Table1-1designsurvey设计使用年限建筑结构安全等级建筑物耐火等级结构体系基础性质50年二级二级钢筋砼框架类别设计等级桩基安全等级天然地基丙级无1.2建设项目名称：沈阳龙在人间住宅楼1.3建设地点：沈阳市1.4设计资料：地质水文资料：根据工程地质勘测报告，拟建场地地势平坦，表面为平均厚度0.5m左右的杂填土，以下为1.0m左右的淤泥质粘土，承载力的特征值为80kN/m2，再下面为较厚的垂直及水平分布比较均匀的粉质粘土层，其承载力的特征值为180kN/m2，可作为天然地基持力层。地下水位距地表最低为-10m,地下水对混凝土及结构中的钢筋均无腐蚀性。地下水位距地表最低为-10m,地下水对混凝土及结构中的钢筋均无腐蚀性。场地抗震设防烈度为7度，建筑场地类别为2类，场地特征周期为0.3s，地面粗糙度为C类，基本风压为0.55kN/m2,基本雪压0.5kN/m21.5气象资料：冬季室外平均温度：-15℃延逐复此夏季室外烦平均温度右：弟2究5欲℃斜冬季最低用温度及：哗-2最8茅℃脖降雨量：利年总卧量辆850m欲m爪，小时最午大范量逐80mm课场地冻结练深度涛：稠1.2m瓶1.6族青设计依据澡恋1慨.盘政府职能胃部门就本苏工程的相哈关批复文唐件还匠2.点《建筑设浊计资料集格》珠1恼集崭、奏4惠集嚷3.宇《高层民柔用建筑设水计防火规贫范》服（截GB50阁045-笋9宋5抽）于4倾.辜建筑结构魔荷载规范丢（职GB50隶0009亩-200蛮1患）兵2订票结构计算窑书萌2.1喝燥结构承重快方案选择序控仔根据建筑窗功能要求起以及建筑矛施工的布友置图，本挤工程确定颤采用框架始承重方案社，框架梁充、柱布置些参见结构贞平面图。驻图铃2-东1缴框架结构指平面图净Figu健re2彻-1p绘orta套lfr素ame否cons哀truc职tion洗hor练izon跪tal矛plan怜2.傲2溉主要构件定选型及尺欧寸初步估桐算牛.2.悦2.1默忘主要构件废选型掩（１）闭梁可﹑财板眨﹑玩柱结构形类式：现浇演钢筋混凝姐土结构崖（２）墙策体采用：授粉煤灰轻盈质砌块胜（３）墙挺体厚度：增外瑞墙背:370塌m始m讲，内敬墙香:240焦mm会（４）基铁础采用：概柱下独立卧基础饲2.3抓此梁回﹑扶柱截面尺宴寸估算锹主要承重燥框惭架穴:思因为梁的江跨度较接讲近考（塌5100麦m浆m抵﹑刃5400悬m浇m源）窗,慢可取跨度史较大者进缸行计丧算乎.返取确L=54淹00mm铲h拢=(1/致8~1/穿12)L河=675削mm~4姿50mm慎羞铁取融h=52飞5mm.段厅L叉n/h=识5160才/525厅=9.8谦3>4翅伏262.短5mm~铅175m晌m川趋取雕b=25蚀0mm枝点满绝足核b>20梦0m罚m樱且颠b财500途/2=2寿50mm疮故主要框赛架梁初选粥截面尺寸恭为妖：肥b×h=旗250m国m×52奏5mm扰次要承重钻框架：筝矩叨取尼L=33载00mm阁h永=(1/背12~1科/15)孔L=27订5mm~革220m伪m泡韵取省h=30话0mm葬L双n/h3衣060/彻300=闷10.2插>4鄙岗150m后m~10恨0mm约饰街取缓b=20武0mm迷故次要框疲架梁初选内截面尺寸厨为耕：典b×h=迁200m厦m×30筒0mm泼图2.4湖拉框架于柱去:伟×280够0=18馒6.7m扯m~14奥0mm厦b=(谅1~2/途3)h车丘均取亩b=h=1\*GB3富①恰达按轴力估感算产E策列前柱别:No厌=16.疑83×1拥1×(1谜2~15出)KN/范m泄2玩=222掌1.56搜KN~2继776.宋95KN轿谋麻碗畅B便列泪柱胸:No声=17.损82×1颤1×(1徐2~15训)KN/春m帆2冲=235末2.24秒KN~2盆940.询3KN=2\*GB3震②钱摇按轴压比冬验董算踢:没此建筑抗暴震等级为牺二级，停=0.8镰钟选声C3慰0自型混凝借土晚污=14.椒3章N=(像1.2~备1.4)业No驴柄牙谦追E啦列柱情：绩恳断港俩化B也列柱别：板A>=侍2822坟.69×联1000津/0.8塑×14.戚3=24隙673=骡497×斧497在真故初选柱巡截面尺寸编为：内李柱提600×徐600辱台外伤柱创500×铜500挥梢循启图放2-扔2腐框架结构荣简图薄Figu饿re2辉-2f府rame疑str烘uctu舅red牛iagr片am续3暖别重力荷载偿代表值的竖计算则3.汪1拣资料准备旨：押查《荷载紫规范》可已取：苗屋面永久分荷载标准耐值（上人且）协绿晶臂喊偷克闻猴饿雪贪喂坟盘22×0摸.03妥=型0.66塔KN/m寻2悼三毡四油颈防水层菊0.4跃KN/m霉2允2拜0巷厚水泥砂保浆找平婆层动贩具胸竟表寒20×埋0.0稼2朴=粱0.4铸KN/尘m召2绢10龙0贱厚阻燃型欣苯乙烯泡模抹塑料保辆温闲板抬0.5×蹲0.1识=裳0.05绵KN/秒m恨2坟1狸0抢0俊厚钢筋混逢凝土子板预般挡代种巡藏25予×率0.1利0漠=宗2.5荷KN/着m庭2杨1眉0田厚混合砂舟浆刮大径白疏桑怒呜漫赚龄17×继0.蛙01缝=胞0.17坑KN/叔m私2巡合姑计盈4.18食KN/虾m者2贼1-常10眉层楼面：劝1安0以厚枯1臂：嫁1忠水泥砂胁浆佣相20×挡0.01坐=0.2歇KN/间m掏2驳2缴0樱厚大理屋石缓2识8×0.敬02=0堪.56派KN/吴m谷2桃2抛0加厚壁1刊：唐3汗水泥砂浆厉找平句层昌2张0×0.赏02=0掌.4悼KN/m兽2渡1纲0赚0棕厚钢筋混剧凝土灯板沉垫25没×伶0.1董0绘=争2.5锈KN/m翼2纤2详0大厚穗1忠：恋3峰水泥砂浆素找平顿层狡2笨0×0.厌02=0间.4蝇KN/m麻2铁1律0阻厚混合砂荣浆刮大氏白驰1鱼7×凭0.化01妙=寻0.17祖KN/肃m但2迈合嫌计非4.2绵3危KN/起m脏2布屋面及楼律面可变荷糖载标准值聋：闷上人屋面删均布活荷视载标准值箩2.载0KN盯/m庙2猎楼面活荷连载标准值吩2.舞0KN兄/m扎2示屋面雪荷饶载标准值浴S报K池=u刊r器S蝶0们=1.0弄×佣0.史35旧=0.洞35典KN/掌m大2厚铸蛛（式中静u寺r化为屋面积挠雪分布系绕数）应梁柱密度爷25K欺N/m逼2架蒸压粉煤隆灰加气混赵凝土砌块茂5径.5KN掉/m询3助3.2慈健重力荷载钳代表值的垦计算：闷3.2.妙1碑第一层：公表杜3-1槐较梁购Tabl丰e3-独1胸beam类别净跨（mm）截面（mm）密度（KN/m3）体积（m3）数量(根)单重（KN）总重（KN）横梁5400250×525250.712417.754263000250×525250.3989.7578纵梁3300200×300250.19284.75133用表氧3-2阶智柱完Tabl世e3-娃2co警lumn类别计算高度（mm）截面（mm）密度（KN/m3）体积（m3）数量（根）单重（KN）总重（KN）柱2800600×600251.011925.25479.752800500×500250.72417.5420轿3.2.饭2剥管内外填充白墙重的计劲算：艘外墙重量外：墙轻厚混37毫0mm脱单跨纵横娇墙体积：鸭0.运37×1哀5×2.啊8针=践15.5窃4漫m栋3案0.港37×4在.5×2盐.8拢=放4.7堤m举3桨单跨重量演：刚15.5翅4×茂5.5=津85.4颤7绝KN获4骨.7×再5.5=于25.6乞KN点厕总重贵：怎85.4昆7×2+刻25.6彻×2限==统222.祖14洪KN济内墙重量赔：墙境厚晓240元mm踪，计算长免度伍1866陡00恭mm鹿，亿单跨体积吊：甘0.览24×1远86胜.额6×2.环8益=霉125.钳4酿m慰3浙总重叼：杂5.5×趴125.毫4妙=腰689.游67壳KN葵3.2.鸭3久顿窗户计算甘：瓣惹损表剃3-3篮丹窗户计算罗表页Tabl潮e3-音3wi化ndow寄com纹puta奥tion畜cha换rt编号型号数量面积总重量C13300×1800125.9428.5KNC23000×180025.44.32KNC32400×180024.323.46KNC53900×180027.025.62KNC6900×180021.621.3KNC71500×140022.11.68KN春总重量合旗计宫：驶44.8袍8霸KN帮3.2.碰4袋门重计算扒：熊自丸重骗0.15坦KN/巷m狸2料M1义9和00×2复100演1.材89相20钱测5.6凶7貌M2世1奖000×台2100涛贯2.辨1警4术1.许26语M6虫3死300×宰2100体避6.僚93屡6丑6.挨24粱子母狱门慕1胜800×野2000物锈3.6晴2私1.08亏M3催鸽150耀0×21里00沈3.逆15书朵20.办95哑M4球据180繁0×21贩00史3.辜78幅茅21.糖13昏合计总重点量声：明16.3言3醒KN唉3.2.盗5箩楼板恒载条、活载计舱算（楼梯伴间按楼板剂计算）：盒面积亡：故43.8扶×10.血5+4.夺5×14期.1+4活.5×1瞧1.7堆=盈57烂6将（屠m个2秧）筛恒载椒：膜4.23手×576束=惩2436做.48寸KN务活载：麻2.0隔×576满=巴1152惰KN搜由以上计守算可知，猪一层重力呆荷载代表平值秩为信G持1钞=G壤恒再+0.5柳×缓G幸活蛙=董（套426忘+看7费8歼）著×但1.05丢+郊133×盯1.05佛+品(需479.劝75+4价20)×经1.05针+滋222.悄14削+绣689.翠67却+授44.8蚕8信+写16.3架3倦+恰1152贪×精0.5=何3162队.608坑KN很注：梁柱仰剩上粉刷淹层重力荷遵载而对其引重力荷载虹的增大系寻数砖1.05篇。盼3.2.蹈6肌乳第二～十袄层：枕表丈3-4杏延梁恳Tabl董e3-邪4be延am类别净跨（mm）截面（mm）密度（KN/m3）体积（m3）数量(根)单重（KN）总重（KN）横梁5400250×525250.712417.754263000250×525250.3989.7578纵梁3300200×300250.19284.75133诉表鸦3-5此尘柱翠Tabl那e3-已5佣col房umn类别计算高度截面密度体积数量单重总重2800600×600251.011925.25479.75柱2800500×500250.72417.5420踏3.2.队7侄检内外填充恳墙重的计源算同首层非：婶3.2.拔8冲瓜门窗计算汇：开窗：总重疲量终：凳44.8贱8+0.拢9×旦0.4折×3狂=懒45.9义6梳KN同门：总重咱量陡：续16.3久3-1.文08=1拐5.25宏KN散由以上计现算可知，免二～十层少重力荷载哨代表值纵为摧G要2箭=G正恒更+0.5公×旨G惠活尿=肯（章426叛+舞7暖8彼）给×桑1.05钓+略133×型1.05早+灾（挎479.踢758+崖42辩0乎）某×创1.05梦+宪222.卖14趣+巾689.方67炎+烛45.9作6榜+霸15.2蛇5票+闭1152妇×扎0.5=峡3162芒.608挤KN行注：梁柱毫剩上粉刷使层重力荷袍载而对其夕重力荷载矛的增大系恩数蚊1.05某。肾3.2.砖9怀第谷11差层重力荷触载代表值市的计算：搅柱、梁、同同标准层肠楼板恒载姥、活载计躲算（楼梯婶间按楼板去计算）：骄面积功：怀43.8爽×10.榆5+4.看5隔×假（京14.1许+11.贿7详）叮=交57扎6失（档m昼2完）础恒载课：惯4.18葡×576亲+0.9榨×0.2免4×11泡7.6遍=傲2433析.08衡KN姓活载：素2.0纺×576苹=韵1152波KN愚雪载范：汪0.35描×576叼=院201.转6耽KN菜由以上计葡算可知，平1闲1楚层重力荷笑载代表值匪为让G傲2各=G跃恒映+0.5竭×换G拨活赌=藏（授426包+粒7腰8毫）顷×丸1.05植+韵133×坚1.05维+钉（勤479.慌75+4府2担0由）源×躲1.05桑+竿222.悔14改+晨689.染67勉+烂45.9流6解+巾15.2偷5崖+肠（诊1152亦+201将.装6壁）晓×漫0.5=调3263忌.408悄KN奶注：梁柱疾剩上粉刷阴层重力荷慧载而对其疗重力荷载堆的增大系拖数薄1.05扔。雪图勿3-6鞭锅各层的重霸力荷载代链表值篇Fig.羞3惹-1Gr闭avit部ylo司adr奶epre蚁sent增ativ子eval项ueo卧fev刑ery胜laye滥r循4愚勉框架侧移蹄刚度的计妈算奏4烟．笑1悦解横梁线刚纠度高i绳b僚的计算：君表丰4-1赠横梁线刚意度计算肃Tabl维et.4席-1Th捉eli戒near香rig动idit厨yca神lcul码atio糕nof杏cro燥ssb比eam类别Ec（N/mm2）b×h（mm×mm）I0（mm4）l（mm）EcI0/l（N·mm）1.5EcI0/l（N·mm）2EcI0/l（N·mm）中间跨3.0×104250×5253.015×10951001.675×10102.51×10103.35×1010边跨3.0×104250×5253.015×10930003.015×10104.52×10106.03×1010落4挥．士2睡成柱线刚搁度苍i幼c诊的计算艺：啊I=bh帆3警/12赤表仅4-2君柱线刚度闹计算咽Tabl幻et.4院-绍2辆The叨line躺arr胶igid坟ity猪calc浴ulat混ion辞of射colu匠mn层次hc（mm）Ec（N/mm2）b×h（mm×mm）Ic（mm4）EcIc/hc（N·mm）外柱28003.0×104600×6001.08×101011.57×1010内柱28003.0×104500×5000.52×10105.57×1010何4.3节粱各层横向绣侧移刚度督计算：道(俘D臭值励法臣)磨4.3.鸣1摄底层外跨：毒K=鞭4.52革/循11.5肢9塔=0.粮39京α乳c询=(0.枕5+K)预/(2+蛾K)=门0.37葡Di6=宫α拢c姿×毯12桥×枕i迷c屯/h茄2康=0.3盯7×刮12喉×11.贴57×策10偷10相/垄28扰00践2袭=655阳20内跨：按K=甲（闲2.51给+6.0别3鸦）般/络5.57戴=罩1.53陡α谷c磁=(0.窃5+K)鉴/(2+奇K)=趴0.58末Di6=证α辩c羞×辰12无×钻i声c耻/h柏2关=0.5无8×具12粉×5.5苹7×灰10悦10尘/匀28浑00讲2打=494方50素∑肚D嫂1奶=655输20×2替+494做50×2竿=229糖940蒜4.3.他2颠第二伟～椅1集1活层：外跨：举K=进4.52牌×2妙/匹（液11.5委7×汤2负）羞=榜0.39淡1怨α沫c知=K/(旷2+K)珠=0.塑164土Di1=徐α晴c垫×碗12揉×眨i妙c奶/h县2惜=0.1特64×遣12置×11.恰57×它10钻10雁/歼28伙00追2固=29杏040内跨：欣K=巷（沉2.51干+6.0侄3驱）塞/方5.57柿=掘1.53师α卵c除=K/(辩2+K)够=旁0.43迟Di6=反α环c趣×喇12淹×液i饲c脱/h惹2偏=0.4亡3×值12罗×5.5饿7×浆10姜10痛/邪28踪00训2列=366躺60丽∑体D贯2幕=290糕40×2森+366银60×2息=113该484摸∑臭D岁1斤/彻∑巾D蓬2着=229急940/腹1314与00=1榆.7>0炭.刚7骑，故该框僻架为规则茎框架。夏5策详横向水平伯荷载作用竭下框架结借构的内力甩和侧移计乞算膝5.义1巨横向自振执周期的计融算：侦正多横向自振息周期的计鉴算采用结币构顶点的氧假想位移南法。舌基本自振臣周汁期激T俗1彩（易s揭）可按下回式计算：骄T撤1窃=1.右7改ψ站T丧瑞（朽u件T绞）莫1/2远注但：拦u勤T蚁假想把集架中在各层器楼面处的询重力荷载京代表艘值吩G判i诵作为水平跟荷载而算蹄得的结构粒顶点位移狡。闸ψ肝T唤结构基本溉自振周期塌考虑非承鸦重砖墙影突响的折减焦系数，咸取患0.挂6绪。幼u狸T昼按以下公载式计算：樱V嫂Gi采=历∑疼G筑k斧（义△翻u烧）啊i速=V延Gi绩/向∑搏D副ij专u盆T阶=萍∑务（励△宁u纺）他k孝注袜：型∑码D雾ij腔为第耗i辨层的层间描侧移刚度崭。忙听置（爸△引u初）塘i粗为智第鸣i跳层的层间诉侧移。鲁跨粪（撒△银u罩）类k否为贵第刃k秃层的层间特侧移。完精晃s愚为同层内卫框架柱的步总数。第结构顶点揉的假想侧避移计后算呆:赔表舍5-败1追结构顶点馆的假想侧剑移计算殃Tabl角et.5飘-1怠Imag堡inar胶ylat轰eral祖dis斜plac本emen阁tof搅stru爱ctur筝eac衰me层次Gi（KN）VGi（KN）∑Di（N/mm）△ui（mm）ui（mm）113263.413263.4122994014.11025.1103162.616426.0222994027.9101193162.619588.6322994041.7983.183162.6112751.2422994055.5941.473162.6115877.8522994069.1885.963162.6119040.4622994082.8816.853162.6122203.0722994096.673443162.6125365.68229940110.3637.433162.6128528.29229940124.1527.123162.6131690.9229940137.840313162.6134853.51131400265.2265.2渡T级1只=1.浆7仔ψ考T梦避（船u捕T洋）三1/2尸=1.7纵×碧0.俭7×价(鹿0.渔9115狠)恼1/2趣=符1.13丹(困s)牙5.铃2妹水平地震害作用及楼栗层地震剪忆力的计算帆：止本结构高关度不超更过坦40黄m蹦，质量和船刚度沿高急度分布比记较均匀，剂变形以剪凉切型为主腐，故可用导底部剪力叙法计算水吹平地震作泉用，即：惯5.2.茧1箭结构等效仍总重力荷丑载代表润值意G晕eq蛙G闪eq疤=0.8喘5屋∑口G沉i茅=0.8旨5昨×形（驶3162洞.61×效10+3温263.惹4摄1贱）膝=296崭56.0郊8呼（乱K宋N遇）跌5.2.恰2繁计算水平昼地震影响煮系斑数蹈а井1虫查表得二走类场地近棉震特征周宏期糖值临T统g概=0.4叮0患s窑。件查表得设似防烈度吴为影7夸度瓜的凤а不max意=0.0溪8最а灯1舞=帮（祥T袄g倒/T零1打）南0.9扬а便max省露=傅（若0.4/恰1.1浪3售）寒0.9帐×0.0矩8吼=0.虫031渔5.2.顾3席结构总的恳水平地震旗作用标准攀值节F剩Ek械F跌Ek途=桥а私1病G侄eq怀=0轮.031徒×296贯56.0瑞81技=9握19.3沫4K它N黎）茂因蛙1.4T耀g特=1.4徐×0.4跑=0.5乱6s<T欢1辨=1.1五3任s软，所以不誓考虑顶部房附加水平思地震作用例。蒜丛乱各质点横爆向水平地摄震作用按肃下式计算项：意F穿i刷=G罢i杠H界i扎F渣Ek庄（乒1译-盒δ投n扇）睁/宋（摇∑托G货k金H思k谦）除地震作用授下各楼层音水平地震蝴层间剪垦力爱V猾i花为签V炉i存=费∑截F圾k誉（棍i=糊1终，埋2健，床…影n董）环剥表涛5-斑2凭各质点横剂向水平地贼震作用及先楼层地震部剪力计算票表峰Tabl洽et.5叉-2T超able政of奴floo乡r博eart煤hqua捆kesh情earc架alcu岗lati鞋on层次HiGiGiHiGiHi/GjHjFiVi1130.83263.41100513.030.1711321321028.03162.6188553.080.151116.6248.6925.23162.6179697.770.136105353.6822.43162.6170842.460.12193.4447719.63162.6161987.160.10681.8528.8616.83162.6153131.850.0969.5598.3514.03162.6144276.540.7557.9656.2411.23162.6135421.230.0646.3702.538.43162.6126565.920.04534.7737.225.63162.6117710.620.0323.2760.412.83162.618855.310.01511.6772骑各质点横覆向水平地狡震作用及骂楼层地震披剪力沿房萍屋高度的认分布见下闸面：义图庄5-1泛暮各质点水铸平地震作殿用及楼层膜地震剪力演沿房屋高番度的分布祥Fig.奥5-1债Each线par汤ticl拆e优seis企mic玻scti捷ona画nd驰d诵istr训ibut继ion母of僵eart王hqua洁kesh尘ear却alon若gth内ebu泼ildi衣ngh射eigh劲tdi铁rect妙ion.波5.砖3姑多遇水平旗地震作用减下的位移鼓验算斥：唱水平地震秃作用下框景架结构的吹层间位移舒（墓△粒u咸）刮i乱和顶点位躁移涨u阅i投分别按下激列公式计芹算：宰（攻△最u悼）贯i鞠=V某i夺/热∑竿D撑ij素u错i希=浮∑染（叼△践u没）有k招各层的层缘间弹性位挎移棕角早θ溉e雹=捕（最△盐u拼）蒸i雄/h聚i垮，根据《艺抗震规范检》，考虑藏砖填充墙舟抗侧力作拘用的框架润，层间弹宰性位移角甲限老值茅[挎θ编e览]<1/误55呈0篇。列表竖5-吧3斜横向水平黄地震作用榨下的位移壁验算弯Tabl叉et.疾5-3阻D拨ispl教acem羞ent广oftr光ansv识erse赏hor兼izon露tal齐s繁eism扩ics悄ctio坊n层次Vi总Di△uiUiHiθe111322299400.5728.3328001/491210248.62299401.0827.7628001/25939353.62299401.5326.6828001/183084472299401.9425.1528001/14437528.82299402.323.2128001/12176598.32299402.620.9128001/10775656.22299402.8518.3128001/9824702.52299403.0615.4628001/9153737.22299403.2112.428001/8722760.42299403.319.1928001/84617721314005.085.0828001/551阶5.累4悲水平地震它作用下框桥架内力计强算：详5.4.团1醋框架柱端校剪力及弯翁矩分别按男下列公式辈计算：敞V编ij宋=D绑ij母V陈i宁/甜∑额D派ij聪M艰b屯ij签=V浅ij进*yh剥M床u验ij愉=V疾ij久（烟1-熔y然）觉h盘y=y帆n窜+y劝1侍+y馒2阵+y稳3块注树：姿y于n壳框架柱的薯标准反弯娘点高度比虾。铅y葵1诵为上下层援梁线刚度膛变化时反泰弯点高度悲比的修正爆值。味y娘2捷、只y机3扰为上下层畏层高变化陷时反弯点嫌高度比的裂修正值。虾y咐框架柱的岩反弯点高论度比。冰底层柱需砍考虑修正残值丛y泻2缴，第二层抚柱需考虑随修正绣值笑y祥1枝和朵y址3难，其它柱袭均无修正馅。宝计算过程质如下表：舟各层柱端舌弯矩、剪恶力及轴力拆计算：瓶表说5-沉4础各层柱端软弯矩及剪狮力计算（陷边柱）偿Tabl苍et.5彻-4En榴dco芦lumn负mom察ents挣and依she怠are沉ach赖floo允r(亭side楼col外umn抬)DilVilkyMbMu2904016.60.3910.418.5927.892904031.40.3910.543.9643.962904044.660.3910.562.5262.522904056.450.3910.579.0379.032904066.780.3910.55102.8484.142904075.560.3910.55116.3695.212904082.870.3910.6139.2292.812904088.720.3910.6149.0599.372904093.10.3910.65169.4491.242904096.030.3910.65174.7794.112904097.50.390.7191.181.9牛表趟5-筛5亦各层柱端抚弯矩及剪坝力计算（糠内柱）懂Tabl亏et.5倘-多5晌End瓦colu触mnm扛omen奶tsa姓nds切hear扔eac征hfl淹oor(番

匙in土side洞col热umn塑)DilVilkyMbMu3666021.051.530.317.6841.233666039.641.530.4549.9561.053666056.381.530.4571.0486.833666071.271.530.4589.8109.763666084.311.530.45106.23129.843666095.391.530.5135.55135.5536660104.621.530.5146.47146.47366601121.530.5156.8156.836660117.531.530.5164.54164.5436660121.231.530.5169.72169.7236660123.081.530.55189.54155.08忘5.4.沿2吩梁端弯矩锻、剪力及泊柱轴力的金计算：则表饼5-轻6松梁端弯矩石、剪力及晌柱轴力的胳计算筐Tabl绒et.5贝-秘6踏Calc装ulat必ing年ofe钥ndb孙eam穴mome绞nts雀,sh姥ear塌and汽colu英mna哪xial候for装ceMlMrlVb27.8926.53318.1462.5550.62337.72106.4887.95364.81141.55116.25385.93163.17141.233101.47198.05155.463117.84209.17181.343130.17238.591953144.53240.29206.623148.97263.55214.933159.49256.67208.853155.17中MlMrlVb14.7314.735.15.7828.1128.115.111.0248.8348.835.119.1564.5564.555.125.3178.4178.415.130.7586.3286.325.133.85100.68100.685.139.98108.27108.275.142.46114.72114.725.144.99119.33119.335.146.8115.95115.955.145.47边柱N中柱N-18.14-12.36-55.86-39.06-120.67-84.72-206.6-145.34-308.07-216.06-425.91-300.74-556.08-390.74-700.61-492.81-849.58-596.79-1009.07-709.48-1164.24-819.18尘图论5-建7顾横向框架闲弯矩图涝（钩KN*M浸）篮：忌Tabl焦et.5希-7按T替rans像vers邻efra退memo犹ment灾diag黎ram摘（班KN*M猛）附：叠图改5-柱8畜横框架剪赌力图各（乱N绳）够：胶Figu凭re5估-结8岸cros终swis菊efr氏ame湖shea西rdi伞agra名m(N雀):奋5.5油姥载作用下筋框架结构农内力侧移哲的计算：患5.5.贩1晴风荷载标吊准值：坛风荷载标悟准值按式驾ω粥k=保β服z足μ述s姿μ蜻z污ω惰0坟基本风压符：至0.55老KN/m惠2遍由《荷载萄规范》查锄得尽μ暂s=0.拍8暖（迎风面冠）和岛μ凑s=-0佣.邪5催（背风面系）茎.鲁B估类地况区土H/B=疗2.0歪5樱。由表得扫：萝V=0.性4菊8河，岭T1=0融.554撕s,wo泽T1=0劝.1醒7汗查表得脉尚动增大系逆数璃ξ撕=1.2英3面，松β召z=1舌+皮ξ丽v员ψ固z幻/池μ犯=1+1鼻.23×绕0.48啄/叫μ英×Hi/导H.稠取扮图滚1叼0拜轴线横向姓框架，其恳负载宽捧度蛙5.4温m译，沿房屋旧高度分布那风荷载标叼准值探：火q(z)歪=5.4尺×0.5酒5买β赢z祖μ游s袍μ浸z=2.腊97地β激z因μ瓶s奶μ团z假根据各楼胜层标高处章的高幕度傲H触i可，查表取添μ笼z陆、抗q(z俱)狭沿房屋高袭度分布见饮表臣，明q(z全)青沿房屋高记度的分布织见图：纸表皆5-屡9床沿房屋高登度分布风琴荷载标准顺值洁Tabl占e5-柏9di授stri肤bute波sth蜘ewi汉ndl腰oad板norm丛alv贺alue宴hig倚hly替alon盐gth茎eho梯use层次HiHi/HμzβzQ1(z)Q2(z)1130.811.41.4224.732.95610280.9091.3891.3864.5742.859925.20.8181.3351.3624.322.7822.40.7271.2791.3364.062.537719.60.6361.2371.3043.8332.395616.80.5451.1611.2773.5232.2025140.4551.1381.2363.3422.089411.20.3641.0481.2053.0011.87538.40.27311.1612.7591.72425.60.18211.1072.631.64412.80.01911.0542.5041.565惕《荷载规匹定》对于屡高度大俯于泻30胜m斧，且高宽挖比大佣于逐1.士5雹的房屋结情构，应采倦用风振系侮数叠β眠z态来考虑风家压脉动的任影响，本崇例房屋高洁度续H=30婆.8>3搜0m妖,等且板H/B=句2.05等>1.5祸,稳由表可见架β邀z污沿房屋高为度掏在枯1.05月4~1.壮42才2德范围内变窄化狱,像即风压脉殃动的影响奋较端大华.患因向此却,陶该房屋应洋考虑风压晓脉动的影熔响央.瞒烧陡框架结构华分析蜘时培,严应按静力泰等效原理娇将下图的葬分布风荷塘载转化为堂节点集中将荷裕载岗,西如惧,此第梢6长层的集中托荷然载秧F虏6竖的计算过梁程如辩下臭:喂F6=驱3.23脾+2.2证02+3饲.342汗+2.0映89)×扔2.8×琴0.5+晚[(3.覆833-恼3.53那2)+(臣2.39裕5-2.蒙202)名]×2蛇.8×0俭.5×1陵/3+[启(3.5足23-3暗.342誓)+(2衣.202付-2.0朝89)]馅×2.滚8×0岂.5×2数/3=1附6.12光风荷载沿牌房屋高度鉴的分布如僻下图：恩图窄5-1伙0肯风荷载沿习房屋高度歼的分布如冠图秀Figu湿re5肿-10守wind驴loa学dal南ong详hous押ehi幻ghd狱istr疫ibut打ion锤foll哈owin氧gch痛art排喂苦图指5-1蚕1丘等效节点毁集中风荷梅载分布如顾图舍Figu辫re5绪-11植equi暖vale寺ntn套ode格cent丢rali嗓smw服ind路load牙dis敬trib腊utio健nli胳kec珠hart休5.5.瞒2律风荷载作柄用下的位脉移验算攻根据图示盼的水平荷乘载庆,奋计算层间循剪末力挨Vi披,汇求艇出哑1请0吵轴线框架村的层间侧纲移刚蜘度津,刷再计算各凉层的相对便侧移和绝挠对侧锣移瞒.采叶表网5-1血2伶风荷载作饺用下的框欺架层间剪背力及侧移屠计维算浅商表狠5-1织2糟风荷载作倾用下的框盟架层间剪市力及侧移绝计天算予奏Unde声rTa泡ble卖5-12纪win庸dlo苗adf包unct掉ion池fram剧ele料vel忘the处shea传ring舞for畜cea荷ndt酷hes叫ide着move秒the抽com溪puta磁tion层次FiVi总D△uiUi△ui/hi1121.4121.412299400.095.181/311111020.7342.142299400.185.091/15556919.6561.792299400.274.911/10370818.580.292299400.354.641/8000717.2797.562299400.424.291/6666616.12113.682299400.493.871/5741515.09128.772299400.563.381/5000415.02143.792299400.632.821/4444312.48156.272299400.682.191/4118211.97168.742299400.731.511/3835110.45178.692299400.780.781/3589队由上表可误知颜,桌风荷载作降用下框架庸的最大层拉间位移角叫为千1135欢89溜,竟远小则于筝1/55吴0菜,欠满足规范珍要蒙求倘.旗5.5.探3驾风荷载作模用下框架粘结构的内箭力计算混风荷载作祖用框架结撑构内力计事算过程与排水平地震醋作用下的洁相咱同声.1寺0尺轴线横向甩框架在风选荷作用下热的弯浇矩惹,主梁端剪力微及柱轴力血表禁5-1货3铁框架在风纯荷作用下柴的弯斯矩桌,齐梁端剪力点及柱轴力杰Tabl胜e5-稻13f创rame那und弓erw悠ind-概load之fun正ctio骡nbe狮ndin级gmo区ment誓,Li崭ang垃end级shea侧ran移dax尚iso敢fa帖cyli巾nder慧str蜂engt眨h盯边柱从上桥到下疑为胸1她1赚到背1待层皮:DilVilkyMbMu290402.580.3910.42.894.33290405.320.3910.57.457.45290407.80.3910.510.9210.922904010.140.3910.514.214.22904012.320.3910.5518.9715.522904014.360.3910.5522.1118.092904016.260.3910.627.3218.212904018.160.3910.630.5120.342904019.740.3910.6535.9319.352904021.250.3910.6538.6820.832904022.570.390.744.2418.96中柱:DilVilkyMbMu366603.251.530.32.736.37366606.721.530.458.4710.35366609.851.530.4512.4115.173666012.81.530.4516.1319.693666015.551.530.4519.5923.953666018.121.530.525.3725.373666020.531.530.528.7428.743666022.921.530.532.0932.093666024.911.530.534.8734.873666026.821.530.537.5537.553666028.491.530.5543.8735.9事表埋5-14航抬风荷载作孙用梁端弯合矩剪力及星柱轴力计应算点Tabl杆e5-僵14w拴ind澡load叮aff扩ects这the辟Lia抚nge来ndm衬omen摆tsh分eari握ngf授orce查and挣the嚼axi岸sof宫ac凯ylin另der赶stre捕ngth余com蛋puta该tion博边旱梁观:惕从上到下搏为挺1他1济到焦1煤层MlMrlVb4.334.132.8110.347.1235.8218.3715.2311.1925.1220.6315.2429.7225.77318.537.0628.91321.9940.3234.79325.0447.6639.11328.9249.8643.06330.9756.7646.57334.4457.6447.23334.96中梁:MlMrlVb2.272.275.10.893.963.965.11.558.448.445.13.3111.4611.465.14.4914.3114.315.15.6116.0516.055.16.2919.3219.325.17.5821.7221.725.18.5223.923.95.19.3725.8525.855.110.1426.2226.225.110.28柱轴力:边柱中柱-2.81-1.92-8.63-6.19-19.82-14.07-35.06-24.82-53.56-37.71-75.55-47.47-100.59-64.93-129.51-85.33-160.48-106.93-194.92-131.23-229.88-155.91衬框架弯矩客图如下：炭图逢5-1慨5斧框架弯矩汇图以Figu袖re5宝-15付fram董ebe玩ndin姓g-mo叙ment盈dia芒gram灿梁端剪力预及柱轴力识图如下：旅图意5-1携6钱梁端剪力地及柱轴力某Figu灿re5煌-16喉Lian辉gen检dsh烘ear秧and谦axis元of道acy之lind尚ers威tren客gth片6欲向荷载作泄用下框架规结构的内贷力计算挤（横向框长架内力计株算）送6.胡1敞计算单元散的选择确桑定：创取补1望0戒轴线横向绞框架进行熄计算，如畜下图所示踢：桐图咱6-彩1奶横向框架协计算单元她Figu锋re6硬-1c芬ross及wise份fra楼mec射ompu饲ting过ele盛ment境计算单元据宽度盟为胡9乔m辈，由于房球间内布置旺有次梁终（盗b×h=滋200m合m×30君0m挺m脑），境故直接传斗给该框架六的楼面荷碧载如图中辞的水平阴栋影所示。助计算单元堵范围内的级其余楼面钓荷载则通况过次梁和糟纵向框架延梁以集中烈力的形式劳传给横向隐框架，作下用于各节烫点上。由担于纵向框捕架梁的中手心线与柱励的中心线难不重合，尸所以在框待架节点上队还作用有鼓集中力矩过。场6.仅2近荷载计算开6.2.工1肚恒载作用饰下柱的内桨力计算：毁图疤6-唤2肃荷载分布鞋图卸Fig.丰6-2场Dist沾ribu拉tion健dia箱gram轿sof争loa郊d老（阴1品）、对于歼第喇1无1会层，剖q宾1衫、椒q窜1许，若代表横梁镰自重，为苦均布荷载摧形式。盾q踏1祝=0.贡25×村0.淡525×轮25=建3.3脆KN/m蝶q姥1园，逼=0.2序×退0.4湖×访25=2孙KN/m客q程2林、驰和架q前2删，狭分别为屋蛮面板和走腊道板传给音横梁的梯屯形荷载和毙三角形荷敌载。端q清2展=4.1睁8×3.葛3=13堆.79靠KN/m葵q归2貌，士=4.1赞8×3=忘12.5吩4KN锅/m兆P惕1燥、职P镇2两分别由边帝纵梁、中监纵梁直接让传给柱的造恒载，它巧包括主梁锄自重、次猴梁自重、汽楼板重等趟重力荷载窃，计算如圈下：剥P厉1廉=商[藏（仓3.3×但1.8/广2筋）选×2组+煌（艇1.8+扁5.情4欧）黑×1.8无/2]×稀5.35捐+5×9号+0.2追×0.4碍×25×鄙7.2=烟121.肤5KN鄙P鸦2铸=徒[散（骆3.3×禁1.8/您2工）喉×2映+版（咸1.8+远5.暮4驰）库×1.8债/2锈+浇（但2.7+式3.赠3剑）屿×2×1写.2默/2]焰×5+4赏.5×9雕+0.2誓×0.4刻×25×吉9=19牲2.6衡KN约集中力商矩赤M叨1掠=P乏1妖e屈1必=12扶1.5各×庸（羊0.65捐-0.简3眉）贼/2=2热1.26却KN·俱m胜=P辅2叛e苦2兆=19聪2.6峡×的（考0.65花-0.钓3折）控/2=3片3.71辛KN·围m大（捏2猾）、对瓶于饿2-1表0谎层，煌拳斜包括梁自档重和其上铸横墙自重庄，为均布攻荷载，其诱它荷载的峰计算方法降同希第腰6恭层。药魔q帐1螺=3.3风+0.2色4×3.铸0×5.垮5=7.恼26K唉N/m间q艳1举，视=0.2姓×炉0.4熔×正25=2严KN/m慨q浩2恒、隶和宇q干2划，奏分别为楼携面板和走雕道板传给值横梁的梯托形荷载和亲三角形荷隆载。揉q临2善=3.3跳×4.5坝=14.耗85K丹N/m谁q咐2手，奏=3.3荷×3=9惨.9KN株/m寒P毁1芹=换（榜4.5×挽1.8×示2瞧）撇×3.3粗+(4.鞋5+2.威9颗9响）的×7.2催+0.2城×0.4习×25×皂7.2=隐121.厦79K尖N电P陶2橡=拒（疯4.5×休1.8×艰2+6×找1.躁2趁）竿×3.3赛+(4.闭5+2.室99)×揭7.2+各0.15胞×0.3用×25×崭7.2=宪139.找25KN大集中力探矩桌M楼1猜=P置1学e良1钳=12银1.79敲×蜘（院0.65攻-0.哲3忌）棒/2=2厌1.31研KN·庭m搅摔M融2故=P姿2盖e赛2恐=1畜39.2图5曾×亚（酸0.65隆-0.拒3饮）罗/2=2剂4.37衫KN·恋m藏（罗3蚁）、对于请第浓1田层，至q正1否=3.3这+0.2毙4×3.唉0×5.批5=7.病26K械N/m扣q校1六，腊=0.2蔬×逮0.4孤×廉25=2姥KN/m仇q卡2炕、养和灰q沟2柔，假分别为楼付面板和走润道板传给冠横梁的梯捕形荷载和塘三角形荷冬载。该q夸2抛=14.螺85K们N/m值q曲2午，田=9.9喂KN/筛m宪P闪1蹦=手（键4.5×扫1.8×懒2帆）宜×3逃+彼（宪4.5+樱2.9匹9密）营×7.2氧+0.2泄×0.4杏×25×贩7.2摄=121虹.79商KN初P网2节=盐（株4.5×窄1.8+洗9×0.茶9+6.重3×1.斧2顾）撤×3.3责+摇（快4.5+管2.9居9奥）已×7.2押+0.2煮×0.4留×25×据7.2=猛148.提73K枝N舍集中力鼠矩罩M啊1端=P代1绿e馒1菊=12护1.79警×控（帜0.65护-0.次3剂）巧/2=2篇1.31窜KN·术m灿公M偷2净=P仗2顽e含2分=1储67.1稠3算×架（富0.65松-0.洽3宵）收/2=2惕6.03字KN·骡m脑6.2.礼2呆活载作用星下柱的内炊力计算恐慈活荷载作君用下各层纷框架梁上犹的荷载分犯布如下图表所示：陪图凯6-不3树荷载分布隙图办Fig.洪6-张3旁Dis拐trib讲utio翠ndi较agra贺mso抄flo菌ad掌怀（色1多）、对于喉第毒1袍1枕层，么q蕉2炕=4.5趁×2=9激KN/拆m纲q平2筑，俯=3.0填×2=6腾KN/皱m牛P棚1抬=砌（赚4.5×判1.8+树4.5×茧1.你8冤）求×2.0锤=32.趴4KN纲P桂2贿=稀（赚4.5×菜1.8×化2+96极.3×1创.展2卷）用×2.0蒸=47.阅52K遮N棉集中力想矩悼M柄1卸=P无1轻e即1挂=32迹.4净×脉（善0.65斜-0.誓3百）观/2且=5.誓67K倒N·m北誉M贞2抢=P隆2车e辫2栋=4鞠7.52回×零（浪0.65蒜-0.驳3字）经/2择=8寒.32挠KN·m悄同理，在幕屋面雪荷本载的作用泛下：负q旁2斜=0.3刺5×3.撞6=1.拜26K稼N/m铸q蛇2含，拖=0.2盾×1.8械=0.3设6KN贴/m占P蜜1养=继（携4.5×秀1.8+饮9×0.触9轿）姓×0.3陶5=5.除67K轰N腔P子2雅=肾（骆4.5×寻1.8+象9×0.喇9+6.供3×1.机2川）舰×0.3忧5=8.紧32KN秒集中力准矩梁M笛1羡=P购1稼e朗1宰=5.他67杏×掠（搭0.65近-0.站3称）联/2句=0.虚992奸KN·m截煎M论2重=P世2慎e傻2评=8敌.32去×耻（脊0.65拖-0.燥3年）卡/2访=1锋.456缎KN·缸m贼（楼2制）、对于凡第急2-1穴0城层，付q朱2漠=2.0市×4.5竿=9K民N/m龄q触2绪，歉=6K磁N/m漂P龙1救=接（丈4.5×灾1.8+棕9×0.或9绕）渡×2.0奥=32.症4KN仪P凤2获=喝（完4.5×拨1.8+芝9×0.丑9+6.昏3×1.植2润）胜×2.0忽=47.筛52K恩N技集中力倒矩单M缘1压=P悄1说e全1罩=5.易67K繁N·m见缝M庄2岩=P敏2脱e堪2叼=8.3保2KN勇·m温（委3先）、对于身第获1绳层，日q炼2纳=9K淋N/m栋q耳2械，没=6K凝N/m济P志1珠=32.犬4KN期P回2炒=47.哨52K擦N专集中力琴矩斧M岂1堪=P事1窄e卫1浅=5.小67K院N·m照M栽2蚂=P膨2享e毅2拘=栏8.32滚KN·m止将计算结界果汇总如溪下两表：井表筑6-卖1屿横向框架群恒载汇总础表影Tabl肝et.6团-1Ta伏ble邀of香tran蛇sver列sef钩rame线dead固loa响d急s层次q1KN/mq1，KN/mq2KN/mq2，KN/mP1KNP2KNM1KN·mM2KN·m113.32.013.7912.54121.5192.621.2633.712-107.262.014.859.9121.79139.2521.3124.3717.262.014.859.9121.79148.7321.3126.03索表皱6-拜2售横向框架掘活载汇总康表横Tabl升et.6亏-蓄2惭Tabl翁eof恰盟tran装sver熊sef雪rame记live毅loa淋ds层次q2KN/mq2，KN/mP1KNP2KNM1KN·mM2KN·m119（0.9）6（0.6）32.4（3.24）47.52（4.752）5.67（0.567）8.32（0.832）2-109632.447.525.678.3219632.447.525.678.32殿注：表中洲括号内数今值对应于阁屋面雪荷长载作用情工况。轧6.揪3窜内力计算为梁端、柱节端弯矩采谜用弯矩二将次分配法宗计算，由龄于结构和态荷载均对添称，故计慧算时可用方半框架，纽弯矩计算添如下图所煤示：紧表称6-唤3宗恒载弯矩棋二次分配炎法计算踪Tabl坏et.6腾-2Ca颠clua淡tion脸of醉mome陪nts自econ梢d霉dist坦ribu礼tion乓of纠dea淋dlo甲ad蜂表闲6-4晶膊活载弯矩搂二次分配胳法计算痕Tabl驰et.6校-2Ca朝clua英tion萌of吴mome宏nts遮econ脏d剪dist高ribu撤tion错of闷live贱loa挑d孙图决6-4公翼弯矩图普Tabl棕et.6腔-5农Bend华ing册mome亿ntd确iagr砖am弱6.概4喊梁端剪力喘和柱轴力教的计算：队6.4.上1挂腊恒载作用展下弦表供6-细5绒恒载作用冶下梁端剪盾力及柱轴春力乡（斤KN居）解Tabl城et.钱6-4半Shea谦ran榨dcol挺umn棕axia椒lfo迎rceo救fen澡dco捷lumn闪(渗dead漂loa长d)层次荷载引起的剪力柱轴力BE跨EG跨B柱E柱Vb=VeVe=VgN顶N底N顶N底1152.0825.87173.58198.78270.55295.751054.9521.12176.74201.94215.32240.52954.9521.12176.74201.94215.32240.52854.9521.12176.74201.94215.32240.52754.9521.12176.74201.94215.32240.52654.9521.12176.74201.94215.32240.52554.9521.12176.74201.94215.32240.52454.9521.12176.74201.94215.32240.52354.9521.12176.74201.94215.32240.52254.9521.12176.74201.94215.32240.52154.9521.12176.74201.94224.8250斧6.4.聚2礼活载作用鸦下哭表答6-须6虏活载作用挡下梁端剪网力及柱轴蛋力繁（藏KN初）阔Tabl榨et.奸6-须6笋Shea投ran浮dcol垦umn嘴axia萝lfo问rceo梅fen方dco淡lumn暂(呢live茶loa绪d)层次荷载引起的剪力柱轴力BE跨BG跨B柱E柱VB=VEVE=VGN顶=N底N顶=N底1124.310.856.782.621024.310.856.782.62924.310.856.782.62824.310.856.782.62724.310.856.782.62624.310.856.782.62524.310.856.782.62424.310.856.782.62324.310.856.782.62224.310.856.782.62124.310.856.782.62势6.仔5周框架梁的幻内力组合醋6.5.淹1币结构抗震柏等级奇根据《抗恼震规范》炸，本方案厕为二级抗颈震等级。排6.5.问2潮框架梁内揭力组合阁本方案考姜虑了三种震内力组合岗，使即款1.2S资Gk湿+1.4漏S定Qk灿，收1.35胀S蓄Gk纺+1.咬0S耐Qk分及担1.2S攀GE珍+1.3独S孤Ek赵。戒考虑到钢迹筋混凝土嫁结构具有锅塑性内力许重分布的通性质，在潜竖向荷载罢下可以适笼当降低梁什端弯矩，腐进行调幅牛（调幅系培数敬取胸0.则8海），以减些少负弯矩良钢筋的拥掌挤现象。穿η坡vb循梁端剪力义增大系数捡，二级仪取朋1.汤2半。乎表正6-彻7自各层梁的省内力组合围和梁端剪展力调整司Tabl畏et.6炸-晨7李Inte塔rnal姻for需cec辰ombi扰nati封onan脱dsh暴ear斗regu驳lati佛ono狸fbe粥ams层次截面位置内力SGk调幅后SQk调幅后SwkSEkγRe[1.2×（SGk+0.5SQk）+1.3SEk]γRe[1.2×（SGk+0.5SQk）+1.3SEk]1.35SGk+1.0SQk1.2SGk+1.4SQkV=γRe[ηvb（Mlb+Mrb）/ln+VGb]1212十一BM-51.03-19.78±46.11±205.34-28.06-144.26145.38-255.03-88.67-88.93149.32V54.9524.3-+34.96-+155.1752.51140.61-90.90211.6898.4899.96E左M-59.52-20.08±37.78±167.08-53.72-144.3100.3-225.51-100.43-99.54V54.9524.3-+34.96-+155.1752.51140.61-90.90211.6898.4899.96E右M-5.66-2.3±28.72±92.7626.5-45.8884.31-96.57-9.94-10.01292.31V21.1210.8-+10.28-+45.4724.6951.9-20.4768.239.3140.464BM-51.15-19.78±38.13±190.87-38.26-134.35131.16-241.03-88.83-89.07181.32V54.9524.3-+28.92-+144.5360.12133-80.53201.3198.4899.96E左M-59.36-20.08±31.29±156-57.11-135.9689.64-214.56-100.22-99.34V54.9524.3-+28.92-+144.5360.12133-80.53201.3198.4899.96E右M-5.66-2.3±22.99±86.6213.9-38.6669.01-99.9-9.94-10.01258.56V21.1210.8-+8.52-+42.4628.2249.69-17.5365.2739.3140.461BM-43.83-19.23±3.46±18.31-72.47-81.19-30.25-65.95-78.4-79.5278.83V52.0824.3-+2.81-+18.1489.5796.6540.1275.4994.6196.52E左M-39.54-18.17±3.28±21.22-66.99-75.26-23.35-64.73-72.17-73.75V52.0824.3-+2.81-+18.1489.5796.6540.1275.4994.6196.52E右M-10.76-4.53±1.82±11.78-16.33-20.91-0.237-23.21-19.06-19.2579.89V25.8710.8-+0.89-+5.7843.5345.7722.5133.7845.7246.16旧6.5.作3辟跨间最大贿弯矩的计凳算眉以第一振层掘A图B尖跨梁为例茧，说明计锐算方法和死过程。丢论：根据形梁端弯矩竞的组合值色及梁上荷态载设计值真，由平衡滨条件确定丧。蜂均布和梯聪形荷载下栏，如下图吃：纳图骄6-役8乎荷载分布杰图鬼Fig.芒6-姥8校Dis汤trib栏utio者ndi为agra蹲mso符flo糊ad宪V爪A着=金-踩（同M喷A踢+M妥B毁）总/l+q像1米l/2消+获（培1-竞a惕）岸lq筐2哭/2由若筒V纤A克-驴（叛2q外1领+q粪2项）详al/货2秧≤贸0酒，说两明阴x犯≤杯a陡l野，其弯中健x婶为最大正享弯矩截面挡至飞A贷支座的距哲离，薯则净x湿可由下式腹求解：绝V委A障-q朴1裂x-x扶2绞q宇2扔/敬（躺2a雕l崇）镇=0膜将求得洪的四x吓值代入下隐式即可得勿跨间最大要正弯矩值沫：厚M杀max话=M而A昌+V慨A淡x-q织1锅x怒2血/2-x过3适q放2登/此（墨6a治l饼）丈若素V孙A车-眉（脖2q孔1削+q伴2击）萍al/2伪>栏0浊，说究明核x>a炊l蕉，则恶x徒=篮（或V慕A汇+alq班2筝/漂2鸟）捆/舱（叶q术1殖+q均2病）扛可得跨间膜最大正弯送矩值：亚M转max音=M驻A偶+V稿A拥x嗓-陷（聪q葵1过+q暂2竞）笛x错2叶/2+a便lq营2碑（限x-al啦/教3掩）降/2踢若挨V挤A坐≤待0慰，汁则电M西max斩=M稼A叉2北）同理，裹三角形分扯布荷载和旅均布荷载由作用下，派如下图：垒图棚6-纽7蜡荷载分布务图尺耍Fig.耽6-板7件Dist镰ribu闸tion糊dia欢gram堂sof蕉loa区d部V匹A讯=束-唇（怜M鲁A眉+M奔B凭）坏/l+q撇1篮l/2+怪q骆2度l/4格从尿局解得坐：朱V方A捉=q统1烘x+x纤2吵q砌2怜/l漂可得跨间丛最大正弯轻矩值固：秩M痒max李=M潮A说+V催A团x-q币1宾x刮2检/2-x亦3待q收2晶/3l牌第凭1禾层梳B耽E随跨梁：叹攻历梁上荷载摩设计值君：灭q撇1部=1.3腊5×7.咏26=9糟.8K题N/m蛛q暑2项=1.3愉5取×球（浪14.8鸣5+0.拢5×侍9糕）家=26.性12K心N/m左震：小M沟max岸发生在左弄支座，弄M联max状=1.描3M泳Ek犹-1.0郊M眼GE希=1.3剥×256眨.67赞-俊（孝14.8尾5+0.彼5×断9呢）权=314记.32包KN·m匙γ裤Re尤M裳max回=0.7舱5×31成4.32悠=235脸.74往KN·m靠右震久：银仇M存max书=1.3川×208闯.85贪-筛（网74.4描+0.5序×剧9检）踩=192让.61貌KN·m志γ泥Re命M偏max跑=0.7狱5×19兄2.61类=144昏.45帝KN·m字6.往6严框架柱的对内力组合散取每层柱劲顶和柱底宽两个控制婶截面，组角合结果如家下表：壤横向框川架犁B青柱弯矩和完轴力组合子表绞6-机8染横向框码架泰B为弯矩和轴印力组合刷Ta出blet朱.6-8篇B改rame凤work架of盼hori神zont悉al-a麦xis伤mome促nta脆ndt庄hec茫ombi食nati置on层次截面内力SGk调幅后SQk调幅后SEk（1）SEk（2）γRe[1.2×（SGk+0.5SQk）+1.3SEk]1.35SGk+1.0SQk1.2SGk+1.4SQkMmaxNminNmax12NMM十一柱顶M26.5613.96-27.8927.892.9957.3855.451.4257.382.9955.4N173.5856.7-18.1418.14164.05199.42313.71287.68199.42164.05313.71柱底M-23.9-9.1818.59-18.59-7.65-43.72-45.12-41.53-43.72-7.65-45.12N198.7856.7-18.1418.14186.73222.1347.73317.92222.1186.73347.73十柱顶M23.98.79-43.9643.96-17.468.3344.5740.9968.33-17.444.57N176.7456.7-37.7237.72147.8221.36317.98291.47221.36147.8317.98柱底M-23.9-9.1843.96-43.9617.226-68.5-45.12-41.53-68.517.226-45.12N201.9456.7-37.7237.72170.48244.04352321.71244.04170.48352九柱顶M23.98.79-62.5262.52-35.4986.4344.5740.9986.43-35.4944.57N176.7456.7-64.8164.81121.39247.77317.98291.47247.77121.39317.98柱底M-23.9-9.1862.52-62.5235.32-86.6-45.12-41.53-86.635.32-45.12N201.9456.7-64.8164.81144.07270.45352321.17270.45144.07352八柱顶M23.98.79-79.0379.03-51.58102.5244.5740.99102.52-51.5844.57N176.7456.7-85.9385.93100.8268.36317.98291.47268.36100.8317.98柱底M-23.9-9.1879.03-79.0351.41-102.69-45.12-41.53-102.6951.41-45.12N201.9456.7-85.9385.93123.48291.04352321.71291.04123.48352七柱顶M23.98.79-84.1484.14-56.57107.5144.5740.99107.51-56.5744.57N176.7456.7-101.47101.4785.65283.51317.98291.47283.5185.65317.98柱底M-23.9-9.18102.84-102.8474.63-125.91-45.12-41.53-125.9174.63-45.12N201.9456.7-101.47101.47108.33306.19352321.71306.19108.333526柱顶M23.98.79-95.2195.21-67.36118.344.5740.99118.3-67.3644.57N176.7456.7-117.84117.8469.69299.47317.98291.47299.4769.69317.98柱底M-23.9-9.18116.36-116.3687.81-139.09-45.12-41.53-139.0987.81-45.12N201.9456.7-117.84117.8492.37322.25352321.71322.2592.373525柱顶M23.98.79-92.8192.81-65.02115.9644.5740.99115.96-65.0244.57N176.7456.7-130.17130.1757.66311.5317.98291.47311.557.66317.98柱底M-23.9-9.18139.22-139.22110.1-161.38-45.12-41.53-161.38110.1-45.12N201.9456.7-130.17130.1780.34334.18352321.71334.1880.343524柱顶M23.98.79-99.3799.37-71.42122.3644.5740.99122.36-71.4244.57N176.7456.7-144.53144.5343.66325.5317.98291.47325.543.66317.98柱底M-23.9-9.18149.05-149.05119.68-170.96-45.12-41.53-170.96119.68-45.12N201.9456.7-144.53144.5366.34348.18352321.71348.1866.343523柱顶M23.98.79-91.2491.24-63.49114.4344.5740.99114.43-63.4944.57N176.7456.7-148.97148.9739.33329.83317.98291.47329.8339.33317.98柱底M-23.9-9.18169.44-169.44139.56-190.84-45.12-41.53-190.84139.56-45.12N201.9456.7-148.97148.9762.01352.51352321.71352.5162.013522柱顶M23.98.79-94.1194.11-66.29117.2344.5740.99117.23-66.2944.57N176.7456.7-159.49159.4929.08340.08317.98291.47340.0829.08317.98柱底M-23.82-9.181