计算书一四一

目录TOC\o"1-5"\h\z\uHYPERLINK\l"_Toc177359685"摘要4HYPERLINK\l"_Toc177359686"ABSTRACT5HYPERLINK\l"_Toc177359687"结构计算书6HYPERLINK\l"_Toc177359688"1、结构布置方案及结构选型6HYPERLINK\l"_Toc177359689"1.1、结构承重方案选择6HYPERLINK\l"_Toc177359690"1.2、主要构件选型及尺寸初步估算6HYPERLINK\l"_Toc177359691"、主要构件选型6HYPERLINK\l"_Toc177359692"、梁、柱截面尺寸估算6HYPERLINK\l"_Toc177359693"1.3、框架结构计算简图8HYPERLINK\l"_Toc177359694"1.4、框架结构侧移刚度计算8HYPERLINK\l"_Toc177359695"、框架梁的线刚度计算：8HYPERLINK\l"_Toc177359696"2、板的配筋11HYPERLINK\l"_Toc177359697"2．1、荷载计算11HYPERLINK\l"_Toc177359698"2．2、弯矩计算12HYPERLINK\l"_Toc177359699"3、次梁的设计16HYPERLINK\l"_Toc177359700"3．1、计算跨度16HYPERLINK\l"_Toc177359701"3．2、荷载计算16HYPERLINK\l"_Toc177359702"3．3、内力及配筋计算17HYPERLINK\l"_Toc177359703"4、楼梯设计20HYPERLINK\l"_Toc177359704"4．1、梯段板设计20HYPERLINK\l"_Toc177359705"4．1．1、荷载计算21HYPERLINK\l"_Toc177359706"4．1．2、截面设计21HYPERLINK\l"_Toc177359707"4．2、平台板设计22HYPERLINK\l"_Toc177359708"4．2．1、荷载计算22HYPERLINK\l"_Toc177359709"4．2．2、截面设计22HYPERLINK\l"_Toc177359710"4．3、平台梁设计23HYPERLINK\l"_Toc177359711"4．3．1、荷载计算23HYPERLINK\l"_Toc177359712"4．3．2、截面设计23HYPERLINK\l"_Toc177359713"5、重力荷载代表值25HYPERLINK\l"_Toc177359714"5．1、屋面恒载：25HYPERLINK\l"_Toc177359715"5．2、屋面活载：25HYPERLINK\l"_Toc177359716"5．3、标准层楼面恒载：25HYPERLINK\l"_Toc177359717"5．4、标准层楼面活载：26HYPERLINK\l"_Toc177359718"5．5、楼板重：26HYPERLINK\l"_Toc177359719"5．6、梁自重：26HYPERLINK\l"_Toc177359720"5．7、柱自重：26HYPERLINK\l"_Toc177359721"5．8、墙自重27HYPERLINK\l"_Toc177359722"5．9、重力荷载代表值（KN）：30HYPERLINK\l"_Toc177359723"6、横向水平荷载作用下框架结构的内力和侧移计算31HYPERLINK\l"_Toc177359724"6.1、横向水平地震作用下框架结构的内力和侧移计算31HYPERLINK\l"_Toc177359725"、横向自振周期计算31HYPERLINK\l"_Toc177359726"、水平地震作用及楼层地震剪力计算（底部剪力法）32HYPERLINK\l"_Toc177359727"、水平地震作用下的位移验算33HYPERLINK\l"_Toc177359728"、水平地震作用下框架内力计算34HYPERLINK\l"_Toc177359729"6.2、横向风荷载作用下框架结构内力的侧移计算39HYPERLINK\l"_Toc177359730"6．2．1、风荷载标准值39HYPERLINK\l"_Toc177359731"、风荷载作用下得水平位移验算40HYPERLINK\l"_Toc177359732"、风荷载作用下的框架结构内力计算41HYPERLINK\l"_Toc177359733"7、竖向荷载作用下框架结构的内力计算45HYPERLINK\l"_Toc177359734"7．1、横向框架计算单元45HYPERLINK\l"_Toc177359735"7．2、荷载计算46HYPERLINK\l"_Toc177359736"7．2．1、恒载计算46HYPERLINK\l"_Toc177359737"7．3、内力计算49HYPERLINK\l"_Toc177359738"7．3．1、恒载作用下梁端弯矩、剪力计算49HYPERLINK\l"_Toc177359739"7．3．3、活载作用下梁端弯矩、剪力计算54HYPERLINK\l"_Toc177359740"8、内力组合58HYPERLINK\l"_Toc177359741"8．1、结构抗震等级58HYPERLINK\l"_Toc177359742"8．2、框架梁的内力组合58HYPERLINK\l"_Toc177359743"9、截面设计64HYPERLINK\l"_Toc177359744"9．1、框架梁64HYPERLINK\l"_Toc177359745"9．1．1、梁的正截面受弯承载力计算64HYPERLINK\l"_Toc177359746"9．1．2、梁的的斜截面受剪承载力计算66HYPERLINK\l"_Toc177359747"9．2、框架柱70HYPERLINK\l"_Toc177359748"9．2．1、框架柱截面设计70HYPERLINK\l"_Toc177359749"9．2．1．1、轴压比验算70HYPERLINK\l"_Toc177359750"9．2．2、正截面受弯承载力计算70HYPERLINK\l"_Toc177359751"9．2．3、柱的斜截面受剪承载力72HYPERLINK\l"_Toc177359752"9．3、框架梁柱节点核芯区截面抗震验算82HYPERLINK\l"_Toc177359753"10.基础设计83HYPERLINK\l"_Toc177359754"结束语85HYPERLINK\l"_Toc177359755"致谢86HYPERLINK\l"_Toc177359756"主要参考文献：87摘要本次毕业设计是办公楼，主要进行的是结构设计部分。结构设计简而言之就是用结构语言来表达工程师所要表达的东西。结构语言就是结构师从建筑及其它专业图纸中所提炼简化出来的结构元素，包括基础、墙、柱、梁、板、楼梯、大样细部图等等。然后用这些结构元素来构成建筑物或构筑物的结构体系，包括竖向和水平的承重及抗力体系，再把各种情况产生的荷载以最简洁的方式传递至基础。结构设计的阶段大体可以分为三个阶段：一结构方案阶段：根据建筑的重要性，建筑所在地的抗震设防烈度，工程地质勘查报告，建筑场地的类别及建筑的高度和层数来确定建筑的结构形式，本工程采用的是框架结构；二结构计算阶段：包括荷载计算、内力计算和构件计算；三施工图设计阶段：根据上述计算结果，来最终确定构件布置和构件配筋以及根据规范的要求来确定结构构件的构造措施。关键词：办公楼；结构设计；荷载计算；节点验算ABSTRACTThisgraduationprojectisanofficebuilding,itwassomeofstructuraldesignthatmainlycarriedon.Thestructuraldesignexpressesthethingthattheengineerwillexpressinstructurallanguageinbrief.Thestructurallanguageisstructuralelementssimplifiedoutrefinedfromthebuildingandotherspecializeddrawingsofstructuralengineer,includingfoundation,wall,column,roofbeam,board,stair,fullproofdetailpicture,etc..Thencometoformthestructuralsystemsofthebuildingorstructureswiththesestructuralelements,includingverticalityandbearingandresiststrengthsystemoflevel,andthenvariousloadthatsituationproduceinamostsuccinctwayfromtransmissiontofoundation.Thestageofthestructuraldesigncanbedividedintothreestagesonthewhole:1.Structuralschemestage:Accordingtotheimportanceofthebuilding,providingfortificationagainstearthquakesintheearthquakeintensity,thegeologicprospectreportoftheprojectofthebuildingsite,classificationandheightandstoreyofthebuildingofthebuildingfieldarecountedtoconfirmthestructuralformofarchitecture,whatthisprojectisadoptedisframestructure;2.Calculatestageinstructure:Includingloadingandcalculating,theinternalforceiscalculatedandcalculatedwiththecomponent;3.Constructiondrawingsdesignphase:Accordingtodescribedaboveresultofcalculation,come,confirmcomponentassignwithcomponentmixingmusclingandcoming,confirmingstructuralstructuremeasuringofcomponentaccordingtotherequestofnormfinally.Keyword:Commerce-residencebuildingStructuraldesign;Loadandcalculate;Nodalcheckingcomputations.结构计算书1、结构布置方案及结构选型1.1、结构承重方案选择根据建筑功能要求以及建筑施工的布置图，本工程确定采用框架承重方案。1.2、主要构件选型及尺寸初步估算1.2.1、主要构件选型（1）、梁、板、柱结构形式：现浇混凝土结构（2）、墙体采用：多孔砖，M5砂浆（3）、墙体厚度：外墙190mm，内墙也是190mm（4）、基础采用：独立基础1.2.2、梁、柱截面尺寸估算（1）、框架梁：因为框架梁的跨度最大值为6000mm取L=6000mmH=(1/8～1/12)L＝750~500取h＝600mm==8.674b=()h=300mm200mm取＝250mm要满足b≥250mm故次梁初步选截面尺寸为：（2）、次梁：因为次梁跨度的最大值为：6000mm取L=6000mmh=（）＝500mm～400mm取h=500mm==11.4>4b=取b=200mm故次梁初选截面尺寸为：（3）、框架柱：其中n为验算截面以上楼层层数，为折算在单位建筑面积上的重力荷载代表值。框架结构近似取14，F为按简支状态计算的柱负荷面，为考虑地震作用组合后柱轴压力增大系数，取＝1.3。按轴压比验算：此建筑抗震等级为二级，选C30型混凝土第1～4层：1.3、框架结结构计算简简图1.4、框架结结构侧移刚刚度计算因为室内外高差差为-0.445，基础顶顶面取-0.555柱混凝土土使用C30梁混凝土用C2251.4.1、框框架梁的线线刚度计算算：由于楼面板与框框架梁的混混凝土一起起浇筑，对对于中框架架梁取。左跨度：右跨度：1.4.2、柱柱子线刚度度计算：一层柱子：二~三层柱子：四层柱子：令则其余各杆件线线刚度为：线刚度计算表层次A轴B轴C轴D轴11.0520.50916088.00574.1950.75823976.77714.1950.75823976.77711.0520.50916088.005720.8100.28820024.11993.2300.61842901.99763.2300.61819538.77710.8100.28820024.119930.8100.28820024.11993.2300.61842901.99763.2300.61819538.77710.8100.28820024.119941.2090.3777747.15564.8210.70714533.66534.8210.70722360.77051.2090.3777747.552210248911.4511310248911.45114603951..573故该框架为规则则框架。2、板的配筋每一层的板的布布置图为一一个样，故故取第四层板配筋计计算第二层层板配筋计计算2．1、荷载计算B1与B9取板厚都取为为112100㎜B7取板厚为1400㎜其余的板厚度为为100㎜板的做法：大理石面层，水水泥砂浆擦擦缝30㎜厚1：3干硬性水泥砂浆浆，面上撒撒2㎜厚素混混凝土水泥砂浆结合层层一道结构层：1B1与B912000㎜厚现浇浇混凝土板板B91440㎜厚现浇浇混凝土板板其余的板1000㎜厚现浇浇混凝土板板抹灰层110㎜厚混合合砂浆B1与B9恒荷载标准值：：恒荷载设计值：活荷载标准值：：活荷载设计值：：荷载设计值：B7恒荷载标准值：：恒荷载设计值：：活荷载标准值：：活荷载设计值：：荷载设计值：其余的板恒荷载标准值：：恒荷载设计值：：活荷载标准值：：活荷载设计值：：荷载设计值：2．2、弯矩计算①计算各区格板跨跨内正弯矩矩，按恒荷荷载均布及及活荷载棋棋盘式布置置计算，则则取荷载B1与B9B7其余的板在作用下，各内支支座均可视视为固定，某某些区棋逢逢对手板跨跨内最大正正弯矩并不不在板中心心点处。在在作用下，各各区棋逢对对手板四边边均可视作作简支，跨跨内最大正正弯矩则在在中心点处处。计算时时，可近似似取二者这这和作为跨跨内最大正正弯矩值。②求各中间支座最最大负弯矩矩（绝对值值）按恒荷载及活荷荷载均布各各区格板计计算，则取取荷载B1与B9B7其余的各个板块块计算简图及计算算结果见下下表区格1区格2区格34区格跨内计算简图++++支座计算简图区格4区格5区格7区格跨内计算简图+++支座计算简图区格8区格9区格3区格跨内计算简图+++支座计算简图板的跨中配筋截面选配钢筋实配钢筋跨中15.663.6638*00.98010020684A8@18011502793353.391.5520*00.9709098189A8@18055027933521.6176××0.980924A8@1802790.8216776×0..9704453A8@180279433.294.444780216207A8@1802793.5522..7570255197A8@180279板的支座配筋截面选配钢筋实配钢筋支座10．245.565510080349514A10@15002005243933.7877．．5480100238378A10A8@220018803932797．725.565580100338749A10@20003932．6551.688380167106A8@1802792．3612.477380148155A8@1802792．684.096680257168A8@18027943．774.019980223752A8@1802794．9457.100080310445A8A10@11505243352.3626..50880148408A8@18027957.03.444480100353342A10@20003933号板B6板按塑性理论方方法计算，取1M宽的板带为计算单元板跨如下：边跨中间跨板的荷载同前结结构层为100㎜厚的现现浇混凝土土板一样板只有一跨，取取，板的弯矩及配筋筋如下表截面位置计算跨度弯矩系数弯矩选用钢筋实际配筋边区格板B6边跨跨中1380501.142.33010.01302270.993988665131A8@180279离端第二支座130018550-1.252.55310.01502290.992988571144A8@1802793、次梁的设计次梁按塑性理论论计算，截截面尺寸全全部取。3．1、计算跨度①、边跨取较小值：②、边跨取较小值：③、边跨取较小值：④、边跨取较小值：另一跨边跨取较小值：3．2、荷载计算①、由板传来的恒恒载；次梁自重次梁侧抹灰内墙体重量恒荷载标准值活荷载标准值荷载设计值②、由板传来的恒恒载次梁自重次梁侧抹灰内墙体重量恒荷载标准值活荷载标准值荷载设计值③、由板传来的恒恒载次梁自重次梁侧抹灰内墙体重量恒荷载标准值活荷载标准值荷载设计值④、由板传来的恒恒载次梁自重次梁侧抹灰内墙体重量恒荷载标准值活荷载标准值荷载设计值3．3、内力及配筋计计算进行次梁正截面面计算时，支支座截面采采用矩形，跨跨中用T形截面，计计算其翼缘缘高度①、取②、取③、取④、边跨：取另一跨：取,取.则次梁正截面承承载力计算算见表截面位置一跨跨中离端第二支座（B支座）边跨跨中支座计算跨度322958775322958775574038444574038444弯矩系数弯矩31．66169.990--34．81886.899189.87552.866-208.85558.155107619558250191312881250435．359966.996—189.876632.662—（支座载面）或或（跨中截截面）0．0110340．2910540.0390..0160.3250..0900．0110350．3530560.0160440.094411（支座截面）或或（跨中截面）218．3211265258．23116281411379918914344250250250250先配钢筋32B142542B142532B251643B2516实配钢筋30814733308196441473402219646033截面位置一跨跨中离端第二支座（B支座）二跨跨中支座C计算跨度3229322942004200弯矩系数弯矩38．69-42．5665．46-72．0110762501400250435．35—101．15—（支座载面）或或（跨中截截面）0．0140．0660．0180．110．0140．0680．0180．12（支座截面）或或（跨中截面）277．86313．57464．80553．35250250250250先配钢筋2B162B162B202B20实配钢筋402402628628截面位置边支座边支座净跨58755875剪力系数0．500．50剪力159.05159.05满足要求需计算配箍选用箍筋肢数、直直径双肢A82×50.3==100..6198198计划配箍筋间距距/㎜构造配箍200构造配箍200实配箍筋间距//㎜150150截面位置一跨跨中离端第二支座（B支座）二跨跨中支座C计算跨度3229322942004200弯矩系数弯矩38．69-42．5665．46-72．0110762501400250435．35—101．15—（支座载面）或或（跨中截截面）0．0140．0660．0180．110．0140．0680．0180．12（支座截面）或或（跨中截面）277．86313．57464．80553．35250250250250先配钢筋2B162B162B202B20实配钢筋402402628628截面位置边支座边支座净跨38443844剪力系数0．500．50剪力75.6475.64满足要求不需计算配箍选用箍筋肢数、直直径双肢A82×50.3==100..6计划配箍筋间距距/㎜构造配箍200构造配箍200实配箍筋间距//㎜150150注:表中箍筋配置应满足足最小配筋筋率要求,即要求。表中采用调幅法计算算时4、楼梯设计4．1、梯段板设计取板厚h=10000㎜，板倾倾斜角，，取1M宽板计算算4．1．1、荷载计算恒载分项系数，活活荷载分项项系数总荷载设计值荷载种类荷载标准值恒荷载面层三角形踏步混凝土斜板板底抹灰小计7．527活荷载3．54．1．2、截面设计板水平计算跨度度弯矩设计值板的有效高度先配钢筋A114@1000，分布筋A8@11504．2、平台板设计设平台板厚，取取1M宽板带计计算4．2．1、荷载计算总荷载设计值荷载种类荷载标准值恒荷载面层混凝土斜板板底抹灰小计3．6活荷载3．54．2．2、截面设计平台板的计算跨跨度弯矩设计值板的有效高度先配钢筋A8@@150，分布筋A8@22004．3、平台梁设计设平台梁截面尺尺寸为4．3．1、荷载计算总荷载设计值荷载种类荷载标准值恒荷载梁自重梁侧粉刷平台板传来楼梯段传来小计24.4活荷载3．5×（3.8/2+44.2/22）=144．3．2、截面设计平台板的计算跨跨度弯矩设计值剪力设计值截面按倒L形计计算梁的有效高度属于第一类T形形截面先配钢筋2A225，分布筋A8@2200箍筋筋，则斜截面面受剪承载载力满足要求5、重力荷载代表表值5．1、屋面恒载：找平平层：115mm厚水泥砂砂浆防水水层（刚性性）：40mm厚C20的细石混混凝土防水水防水水层（柔性性）：三毡四四油铺小石石子找坡坡层：40mmm厚水泥石石灰焦渣砂砂浆找平保温温层：80mmm厚矿渣水水泥结构构层：1200mm厚现浇混混凝土板抹灰灰层：10mmm厚混合砂砂浆合计：按77.00计计算。5．2、屋面活载：5．3、标准层楼面恒恒载：大理理石面层、水水泥砂浆擦擦缝300mm厚1：3干硬性水水泥砂浆面面上撒2mm厚素水泥水泥泥浆结合层层一道结构层：1000mm厚现浇混混凝土板抹灰灰层：10mm厚混合砂砂浆：合计：5．4、标准层楼面活载载：楼面活荷载的组组合系数为为0.55．5、楼板重：第一层～第三层层：第四层：5．6、梁自重：梁线荷载：b(m)h(m)g(KN/m))l(m)nG(KN)0.600.254.0955048190.600.254.0951410573.30.500.202.73614229.320.500.202.734221.84第1层1643.466第2层1643.466第3层1643.466第4层1758.1225．7、柱自重：柱线荷载：b(m)h(m)g(KN/m))h(m)层高nG（KN)0.500.507.153.9401115.4第1层1115.40.500.507.15340858第2层858第3层8580.500.507.15324514.80.500.507.154.512386.1第4层900.45．8、墙自重外墙采用承重黏黏土砖空斗斗砌体内墙体采用不承承重黏土砖砖空斗砌体体梁高主梁梁为600mmm、次梁为500mmm第一层外墙体重重量为：按计算内墙体重量为：：按计算有窗时：外墙体重量为：：按计算内墙体重量为：：有门的时候：外墙体重量为：：内墙体重量为：：玻璃幕墙：第二～三层外墙体重量为：：内墙体重量为：：有窗时：外墙体重量为：：内墙体重量为：：玻璃幕墙：有门时外墙体重量为：：内墙体重量为：：按2.144KN/MM计算第四层：外墙体重量为：：内墙体重量为：：层高为4.5米米的时候外墙体重量为：：内墙体重量为：：有窗时：外墙体重量为：：内墙体重量为：：有门的时候3米高的内墙重量量为：4.5米高的内内墙重量为为：梁高为500mmm时内墙重量为：按计算栏杆：楼梯：，2个集中力g（KN/M）l(m)nG(KN)9.501.826444.69.50642289.501.6460.82.31.22671.762.32.4211.042.3229.25.137135.914.280.930115.568.0062813448.000.32867.28.003.1499.211.20360第1层2791.2776.8464164.166.841.6443.7766.841.826320.11222.28229.122.282.4210.9442.281.22671.1365.7622752.45.70.32644.465.73.1470.681.91.22454.722.140.93057.7854360第2层2013.299第3层2013.2996.8464164.166.841.6443.7766.841.616175.10442.28229.122.282.4421.8882.281.21643.7765.7614478.85.70.31220.525.73.1470.6811.122.86186.81662.283.2643.7761.91.8620.529.261.8466.6725.72.4454.72360第4层1760.3335．9、重力荷载代表表值（KN）：层次梁柱墙板G1层1643.4661115.4986.72791.2772402.28833818413.4442层1643.4668588582013.2992013.29933817895.7553层1643.466858879.22013.2991886.833533817790.5004层1758.122900.4450.21760.388880.1950758163.511重力荷载代表简简图6、横向水平荷载载作用下框框架结构的的内力和侧侧移计算6.1、横向水水平地震作作用下框架架结构的内内力和侧移移计算6.1.1、横横向自振周周期计算结构顶点的假想想侧移计算算层次1层8413.44432263.22801296..55240.2640.262层7895.75523849.77610248911.451123.2763.533层7790.515954.00110248911.451115.5779.104层8163.5118163.511603951..57313.5292.61计算基本周期，其其中的量纲纲为m，取，则6.1.2、水水平地震作作用及楼层层地震剪力力计算（底底部剪力法法）抗震设防烈度77度设计基本地震加加速度值为为，设计地地震分组为为第二组，场场地类别为为Ⅱ类。故因，所以不考虑顶顶部附加水水平地震作作用。各质点的水平地地震作用：：各质点横向水平平地震作用用及楼层地地震剪力计计算层次1层3.98413.44432812.4420.1216550400.33333290.86602层6.97895.75554480.6680.2019884664.69992890.52273层9.97790.577125.9950.2859339940.98662225.82284层12.98163.511105309..30.39042271284.84411284.8441各质点水平地震震及楼层地地震剪力沿沿房屋高度度的分布图图水平地震作用分分布层间间剪力分布布6.1.3、水水平地震作作用下的位位移验算层间位移：顶点位移：层次1层3290.866801296..5524.1074.10739001/9502层2890.522710248911.45112.8206.92730001/10643层2225.822810248911.45112.1729.09930001/13814层1284.8441603951..5732.12711.22630001/1410最大层间弹性位位移角发生生在第1层，其值1/9550<1//550，满足6.1.4、水水平地震作作用下框架架内力计算算I层j柱分配到的剪力力该柱下端的弯矩矩该柱上端端的弯矩反弯点高度上下横梁梁线刚度由由于都一样样，故上下下横梁线刚刚度对反弯弯点的影响响为零：即即为标准反弯点高高度比。可可以查表求求得。对于层高变化所所引起的反反弯点的变变化，主要要是底下三三层会有不不同。其它它各层的层层高一样。由表可以查出、值。各层柱端弯矩及及剪力计算算层次hA轴B轴yy13.93290.8660801296..55216088.005766.0721.0520.597153.8366103.846623976.777198.4714.1950.550211.2200172.8166232890.522710248911.451120024.119956.4750.8100.45076.24193.18342901.9976120.99883.2300.500181.4966181.4966332225.822810248911.451120024.119943.4880.8100.40052.18678.27842901.997693.1733.2300.500139.7600139.7600431284.8441603951..5737747.155616.4811.2090.36017.80031.64414533.665330.9194.8210.45041.74051.016梁端弯矩：梁端剪力：柱轴力：层次1层4.212.616.80.2500.750354.31222层4.212.616.80.2500.750321.25663层4.212.616.80.2500.750181.50004层4.212.616.80.2500.75041.740梁端弯矩、剪力力及柱轴力力层次AB梁BC梁CD梁柱轴力1180.087788.578644.778265.7344265.73442265.734488.578180.0877644.778-110.6773563.4333-563.4333110.67332145.369980.314637.614240.9422240.94222240.942280.314145.3699637.614-65.8955342.4777-342.477765.895396.07845.375623.576136.1255136.12552136.125545.37596.078623.576-28.2811139.1499-139.144928.281417.80010.43564.70631.30531.305231.30510.43517.80064.706-4.70626.599-26.59994.706左地震作用下框框架弯矩图图梁端柱轴力图梁端剪力图6.2、横向风风荷载作用用下框架结结构内力的的侧移计算算6．2．1、风荷载标准值值基本风压办公楼位于市区区里面面，属属于C类地区，查得高宽比1.0229>1..5，故可不不要要考虑虑风振影响响。建筑物为四方形形。故它的的的体型系系数、。序号150×0.8××0.3550.7079.89825247.452-14×0.66×0.3350.707-2.079714.553350×-0.55×0.335-0.7076.18625154.654-14×0.66×0.335-0.7072.079714.55316.084431.2066风合力作用点沿房屋高度分布布风荷载标标准值层高1层3.90.7411.9022层6.90.7411.9023层9.90.7411.9024层12.90.7411.902按静力等效原理理，将分布布的风荷载载转化为节节点集中荷荷载：等效节点集中风风荷载6.2.2、风风荷载作用用下得水平平位移验算算风荷载作用下框框架层间剪剪力及侧移移验算层次1层41.062148.1880129.66561.8491.84939001/21092层35.706107.1188125852..3500.8512.70030001/35253层35.70671.412125852..3500.5673.26830001/52874层35.70635.70644561.66180.8014.06930001/3744风荷载作用下框框架最大的的层间位移移为，满足足。6.2.3、风风荷载作用用下的框架架结构内力力计算风荷载作用下AA轴框架柱柱剪力和梁梁柱端弯矩矩的计算层次1层148.1880129.665616088.00570.20129.7513.92.32846.75969.26969.7682层107.1188125852..3520024.11990.15917.0433.01.35028.12223.00941.7563层71.412125852..3520024.11990.15911.3623.01.20020.45213.63527.1564层35.70644561.66187747.15560.1746.2083.01.08011.9196.70411.919风荷载作用下BB轴框架柱柱剪力和梁梁柱端弯矩矩的计算层次1层410.9380129.665623976.77710.299122.96003.92.145215.7966263.7500100.6888302.062292层365.62125852..3542901.99760.341124.63773.01.500186.9555186.955588.240264.720043层324.65125852..3542901.99760.341110.67003.01.500166.0066166.006673.039219.116674层286.5144561.661814533.66530.32693.4443.01.350154.1833126.150038.546115.63775梁端弯矩剪力力及柱轴力力层次AB梁BC梁CD梁柱轴力1层69.768100.6888628.409302.06302.062302.06100.688869.768628.40975.185273.6511-273.6551-75.18552层41.75688.24621.666264.72264.722264.7288.2441.756621.66646.776243.0544-243.0554-46.77663层27.15673.039616.699219.12219.122219.1273.03927.156616.69925.110202.4211-202.4221-25.11004层11.91938.54668.411115.64115.642115.6438.54611.91968.4118.411107.2299-107.2229-8.411左风荷载作用下下框架弯矩矩图梁端柱轴力图梁端剪力图7、竖向荷载作用下下框架结构构的内力计计算7．1、横向框架计算算单元取中间一榀框架架进行计算算。一～四层横向框框架计算单单元7．2、荷载计算7．2．1、恒载计算一～三层结构内内力图四层结构内力图图一~三层活荷载分布布图活荷载作用下框框架结构计计算图恒荷载作用下框框架结构计计算图7．3、内力计算7．3．1、恒载作用下梁梁端弯矩、剪剪力计算恒载作用下梁端端弯矩层次1层60.4260.424.1034.10360.4260.422层60.4260.424.1034.10360.4260.423层60.4260.424.1034.10360.4260.424层43.3243.322.2032.20343.3243.32恒载弯矩分配上柱下柱左梁右梁上柱下柱左梁右梁上柱下柱左梁右梁下柱上柱40.0000.4370.5730.2110.0000.1570.6320.6320.0000.1570.2110.5730.4370.000-43.3243.32-2.202.20-43.3243.320.0018.9324.82-8.680.00-6.46-25.9925.990.006.468.68-24.82-18.930.007.89-4.3412.41-3.5813.00-13.003.58-12.414.34-7.890.00-1.55-2.03-4.610.00-3.43-13.8013.800.003.434.612.031.550.000.0025.27-24.8742.440.00-13.47-28.9928.990.0013.47-42.4424.87-25.270.00跨中最大弯矩-35.42跨中最大弯矩20.71跨中最大弯矩-35.42梁Qa43.12梁Qa13.25梁Qa-48.98Qb-48.98Qb-13.25Qb43.12柱Qc=Qd-14.12柱Qc=Qd-7.87柱Qc=Qd-7.87柱Qc=Qd-14.1230.2610.3890.3500.1710.1270.1900.5120.5120.1270.1900.1710.3500.3890.261-60.4260.42-4.104.10-60.4260.4215.7723.5021.15-9.63-7.15-10.70-28.8428.847.1510.709.63-21.15-23.50-15.779.4710.42-4.8210.58-3.23-5.0414.42-14.423.235.04-10.584.82-10.42-9.47-3.93-5.86-5.27-2.86-2.12-3.18-8.578.572.123.182.865.275.863.9321.3128.06-49.3658.51-12.50-18.92-27.0927.0912.5018.92-58.5149.36-28.06-21.31跨中最大弯矩-15.14跨中最大弯矩18.81跨中最大弯矩-15.14梁Qa44.53梁Qa13.25梁Qa47.58Qb-47.58Qb-13.25Qb-44.53柱Qc=Qd-16.48柱Qc=Qd-11.08柱Qc=Qd-11.08柱Qc=Qd-16.4820.3450.3450.3100.1610.1790.1790.4810.4810.1790.1790.1610.3100.3450.345-60.4260.42-4.104.10-60.4260.4220.8420.8418.73-9.07-10.08-10.08-27.0927.0910.0810.089.07-18.73-20.84-20.8411.7510.97-4.549.37-5.35-5.1813.55-13.555.355.18-9.374.54-10.97-11.75-6.27-6.27-5.64-1.99-2.22-2.22-5.965.962.222.221.995.646.276.2726.3225.54-51.8758.73-17.65-17.48-23.6023.6017.6517.48-58.7351.87-25.54-26.32跨中最大弯矩-13.78跨中最大弯矩15.32跨中最大弯矩-13.78梁Qa44.91梁Qa13.25梁Qa47.19Qb-47.19Qb-13.25Qb-44.91柱Qc=Qd-16.91柱Qc=Qd-11.01柱Qc=Qd-11.01柱Qc=Qd-16.9110.3630.3100.3270.1650.1840.1570.4940.4940.1840.1570.1650.3270.3100.363-60.4260.42-4.104.10-60.4260.4221.9318.7319.76-9.29-10.36-8.84-27.8227.8210.368.849.29-19.76-18.73-21.9310.42-4.659.88-5.0413.91-13.915.04-9.884.65-10.42-2.09-1.79-1.89-3.09-3.45-2.94-9.269.263.452.943.091.891.792.0930.2616.94-47.2057.92-18.85-11.78-27.2727.2718.8511.78-57.9247.20-16.94-30.26跨中最大弯矩-16.52跨中最大弯矩18.99跨中最大弯矩-16.52梁Qa44.26梁Qa13.25梁Qa-47.84Qb-47.84Qb-13.25Qb44.26柱Qc=Qd-5.13柱Qc=Qd-3.57柱Qc=Qd柱Qc=Qd-5.1310.97-5.185.18-9.37恒荷载作用下内内力计算分分析恒载作用下梁端端弯矩层次荷载引起的剪力力弯矩引起的剪力力总剪力AB梁BC梁CD梁AB梁BC梁CD梁AB梁BC梁CD梁160.4260.4212.312.360.4260.4244.26-47.8413.25-13.25-47.8444.26104.6812.5825.5525.5512.58104.68260.4260.4212.312.360.4260.4244.91-47.1913.25-13.25-47.1944.91105.3313.2325.5525.5513.23105.33360.4260.4212.312.360.4260.4244.53-47.5813.25-13.25-47.5844.53104.9512.8425.5525.5512.84104.95443.3243.326.66.643.3243.3243.12-48.9813.25-13.25-48.9843.1286.44-5.6619.8519.85-5.6686.44恒载作用下的柱柱轴力层次节点集中力每层柱重柱轴力A柱B柱C柱D柱A柱B柱C柱D柱A柱B柱C柱D柱1146.08160.45160.45146.0827.88527.88527.88527.885985.721013.611771.29799.18771.29799.18985.721013.6112146.08160.45160.45146.0821.4521.4521.4521.45734.96756.41572.71594.16572.71594.16734.96756.413146.08160.45160.45146.0821.4521.4521.4521.45483.55505.00373.48394.93373.48394.93483.55505.004146.08160.45160.45146.0821.4521.4521.4521.45232.52253.97174.64196.09174.64196.09232.52253.977．3．3、活载作用下梁梁端弯矩、剪剪力计算四层结构梁端弯弯矩，剪力力计算活载作用下梁端端弯矩层次1层16.216.20.8330.83316.216.22层16.216.20.8330.83316.216.23层16.216.20.8330.83316.216.24层4.054.050.210.214.054.05活载力矩分配上柱下柱左梁右梁上柱下柱左梁右梁上柱下柱左梁右梁下柱上柱40.0000.4370.5730.2110.0000.1570.6320.6320.0000.1570.2110.5730.4370.000-4.054.05-0.210.21-4.054.050.001.772.32-0.810.00-0.60-2.432.430.000.600.81-2.32-1.770.002.12-0.411.16-0.981.22-1.220.98-1.160.41-2.120.00-0.75-0.98-0.300.00-0.22-0.880.880.000.220.300.980.750.000.003.14-3.124.100.00-1.80-2.302.300.001.80-4.103.12-3.140.00跨中最大弯矩-65.47跨中最大弯矩-5.98跨中最大弯矩-65.47梁Qa45.89梁Qa13.25梁Qa46.21Qb-46.21Qb-13.25Qb-45.89柱Qc=Qd-2.32柱Qc=Qd-1.42柱Qc=Qd-7.87柱Qc=Qd-2.3230.2610.3890.3500.1710.1270.1900.5120.5120.1270.1900.1710.3500.3890.261-16.2016.20-0.830.83-16.2016.204.236.305.67-2.63-1.95-2.92-7.877.871.952.922.63-5.67-6.30-4.230.892.80-1.322.84-0.30-1.383.94-3.940.301.38-2.841.32-2.80-0.89-0.62-0.92-0.83-0.87-0.65-0.97-2.612.610.650.970.870.830.920.624.508.18-12.6815.54-2.90-5.27-7.377.372.905.27-15.5412.68-8.18-4.50跨中最大弯矩-54.97跨中最大弯矩-0.91跨中最大弯矩-54.97梁Qa45.57梁Qa13.25梁Qa46.53Qb-46.53Qb-13.25Qb-45.57柱Qc=Qd-4.62柱Qc=Qd-3.05柱Qc=Qd-3.05柱Qc=Qd-4.6220.3450.3450.3100.1610.1790.1790.4810.4810.1790.1790.1610.3100.3450.345-16.2016.20-0.830.83-16.2016.205.595.595.02-2.47-2.75-2.75-7.397.392.752.752.47-5.02-5.59-5.593.152.94-1.242.51-1.46-1.423.70-3.701.461.42-2.511.24-2.94-3.15-1.67-1.67-1.50-0.54-0.60-0.60-1.601.600.600.600.541.501.671.677.076.86-13.9215.70-4.81-4.77-6.126.124.814.77-15.7013.92-6.86-7.07跨中最大弯矩-54.27跨中最大弯矩-2.16跨中最大弯矩-54.27梁Qa45.75梁Qa13.25梁Qa46.35Qb-46.35Qb-13.25Qb-45.75柱Qc=Qd-4.54柱Qc=Qd-3.00柱Qc=Qd-3.00柱Qc=Qd-4.5410.3630.3100.3270.1650.1840.1570.4940.4940.1840.1570.1650.3270.3100.363-16.2016.20-0.830.83-16.2016.205.885.025.30-2.54-2.83-2.41-7.597.592.832.412.54-5.30-5.02-5.882.80-1.272.65-1.383.80-3.801.38-2.651.27-2.80-0.56-0.47-0.50-0.84-0.93-0.80-2.502.500.930.800.840.500.470.568.124.55-12.6715.47-5.14-3.21-7.127.125.143.21-15.4712.67-4.55-8.12跨中最大弯矩-55.01跨中最大弯矩-1.16跨中最大弯矩-55.01梁Qa45.58梁Qa13.25梁Qa46.52Qb-46.52Qb-13.25Qb-45.58柱Qc=Qd-1.38柱Qc=Qd-0.97柱Qc=Qd-0.97柱Qc=Qd-1.382.94-1.421.42-2.51活荷载作用下内内力计算分分析活载作用下梁端端剪力层次荷载引起的剪力力弯矩引起的剪力力总剪力AB梁BC梁CD梁AB梁BC梁CD梁AB梁BC梁CD梁116.216.22.52.516.216.245.58-46.5213.25-13.25-46.5245.5861.78-30.3215.7515.75-30.3261.78216.216.22.52.516.216.245.75-46.3513.25-13.25-46.3545.7561.95-30.1515.7515.75-30.1561.95316.216.22.52.516.216.245.57-46.5313.25-13.25-46.5345.5761.77-30.3315.7515.75-30.3361.7744.054.050.630.634.054.0545.89-46.2113.25-13.25-46.2145.8949.94-42.1613.8813.88-42.1649.94注：V向上为正方向活载作用下柱轴轴力层次节点集中力柱轴力A柱B柱C柱D柱A柱B柱C柱D柱1146.08160.45160.45146.08819.76819.76569.97569.97569.97569.97819.76819.762146.08160.45160.45146.08611.90611.90424.09424.09424.09424.09611.90611.903146.08160.45160.45146.08403.87403.87278.04278.04278.04278.04403.87403.874146.08160.45160.45146.08196.02196.02132.17132.17132.17132.17196.02196.028、内力组合8．1、结构抗震等级级可根据结构类型型、地震烈烈度、房屋屋高度等因因素，由表表可知，本本工程的框框架为二级级抗震等级级。8．2、框架梁的内力力组合框架梁内力组合合表7.1梁内力力组合计算算表梁截面位置内力①恒荷载②活荷载③风荷载(左风))④地震作用(左震震)1.2①+1..4②1.35①+11.4×00.7②1.2①+1..4②+1.4③1.2①+1..4②-1.4③0.75[1..2(①+0.5②)+1..3④]0.75[1..2(①+0.5②)-1..3④]MmaxMmin|Vmax|A4B4A4B4M(KN·m))-19.90-2.5069.77180.09-27.38-29.3270.30-125.066156.55-194.622156.55-194.622V(KN)104.6861.78-28.41-44.78212.11201.86172.33251.8878.35165.67251.8878.35251.88跨中M(KN·m))35.4278.561.164.66152.49124.81154.11150.8671.7762.69154.1162.69B4A4M(KN·m))-33.95-3.28-100.699-88.58-45.33-49.05-186.30095.63-118.40054.3395.63-186.300V(KN)12.58-30.32-28.41-44.78-27.35-12.73-67.1312.42-45.9841.3441.34-67.1367.13B4C4B4C4M(KN·m))-23.19-1.84302.06265.73-30.40-33.11392.48-453.299237.39-280.799392.48-453.299V(KN)25.5515.75-302.066-265.73352.7149.93-370.177475.59-229.000289.17475.59-370.177475.59跨中M(KN·m))20.717.18-0.03-0.2434.9034.9934.8634.9521.6422.1034.9921.64C4B4M(KN·m))-23.19-1.84-302.066-265.733-30.40-33.11-453.299392.48-280.799237.39392.48-453.299V(KN)20.5515.75-302.066-265.73346.7143.18-376.177469.59-233.500284.67469.59-376.177469.59C4D4C4D4M(KN·m))-33.95-3.28100.6988.58-45.33-49.0595.63-186.30054.33-118.40095.63-186.300V(KN)12.58-30.32-28.41-44.78-27.35-12.73-67.1312.42-45.9841.3441.34-67.1367.13跨中M(KN·m))35.4278.56-1.21-4.33152.49124.81150.79154.1863.0171.45154.1863.01D4C4M(KN·m))-19.90-2.50-69.77-180.099-27.38-29.32-125.06670.30-194.622156.55156.55-194.622V(KN)104.6861.78-28.41-44.78212.11201.86172.33251.8878.35165.67251.8878.35251.88A3B3A3B3M(KN·m))-39.49-10.1441.76145.37-61.58-63.25-3.12-120.055101.63-181.844101.63-181.844V(KN)105.3361.95-21.67-37.61213.13202.91182.79243.4686.00159.34243.4686.00243.46跨中M(KN·m))15.1465.961.966.44110.5185.08113.26107.7749.5937.03113.2637.03B3A3M(KN·m))-46.81-12.43-88.24-80.31-73.57-75.37-197.11149.96-126.02230.5849.96-197.111V(KN)13.23-30.15-21.67-37.61-26.33-11.69-56.674.00-38.3335.0135.01-56.6756.67B3C3B3C3M(KN·m))-21.67-5.90264.72240.94-34.26-35.04336.34-404.877212.76-257.077336.34-404.877V(KN)25.5515.75-264.722-240.94452.7149.93-317.900423.32-204.833265.00423.32-317.900423.32跨中M(KN·m))18.810.72-0.15-0.7923.5826.1023.3723.7916.4818.0226.1016.48C3B3M(KN·m))-21.67-5.90-264.722-240.944-34.26-35.04-404.877336.34-257.077212.76336.34-404.877V(KN)25.5515.75-264.722-240.94452.7149.93-317.900423.3