某某中學(xué)教工宿舍樓設(shè)計(jì)計(jì)算書(shū)

畢業(yè)設(shè)計(jì)某某中學(xué)教工宿舍樓設(shè)計(jì)計(jì)算書(shū)院 校: 指導(dǎo)老師： 學(xué)生： 摘要本工程為某某中學(xué)教工宿舍樓設(shè)計(jì)，建筑采用比較規(guī)則且較為密的小柱柱網(wǎng)設(shè)計(jì)，建筑為六層，長(zhǎng)45m,寬11.3m,建筑面積一共為3846.5n?,樓房標(biāo)高為19.80m。一層主要設(shè)計(jì)為教工宿舍、接待室和收發(fā)室，二至六層為標(biāo)準(zhǔn)教工宿舍，其中，每戶(hù)教工宿舍均有廚房、衛(wèi)生間、餐廳?？蛷d、臥室、陽(yáng)臺(tái)等。隨著社會(huì)的不斷發(fā)展和人們物質(zhì)水平的提高，框架結(jié)構(gòu)將會(huì)得到較大發(fā)展，對(duì)于框架結(jié)構(gòu)的設(shè)計(jì)需要設(shè)計(jì)者對(duì)結(jié)構(gòu)方案的可行性，對(duì)問(wèn)題的分析能力與解決能力，并對(duì)所有的結(jié)果認(rèn)真分析、判斷，準(zhǔn)確無(wú)誤后方可應(yīng)用于實(shí)際工程。本工程結(jié)構(gòu)設(shè)計(jì)采用多層鋼筋混凝土框架結(jié)構(gòu)，基本步驟為：結(jié)構(gòu)計(jì)算簡(jiǎn)圖的確定;荷載計(jì)算；內(nèi)力分析；內(nèi)力組合；梁、柱截面配筋、板的設(shè)計(jì)、基礎(chǔ)的設(shè)計(jì)以及結(jié)構(gòu)施工圖的繪制等。其中，內(nèi)力計(jì)算只考慮恒荷載和活荷載以及水平地震作用；柱、板的設(shè)計(jì)采用彈性理論；梁的設(shè)計(jì)采用塑性理論；基礎(chǔ)選用柱下獨(dú)立基礎(chǔ)。在進(jìn)行截面設(shè)計(jì)時(shí),遵循了強(qiáng)剪弱彎，強(qiáng)柱弱梁，強(qiáng)節(jié)點(diǎn)弱構(gòu)件的設(shè)計(jì)原則，且滿足構(gòu)造要求。本設(shè)計(jì)從建筑到結(jié)構(gòu)是一個(gè)較為完整的設(shè)計(jì)過(guò)程，通過(guò)畢業(yè)設(shè)計(jì)復(fù)習(xí)和鞏固了以前所學(xué)知識(shí)，把主要課程聯(lián)系成一個(gè)完整的體系，并運(yùn)用于設(shè)計(jì)中；本次畢業(yè)設(shè)計(jì)培養(yǎng)了我進(jìn)行獨(dú)立設(shè)計(jì)的基本能力，為畢業(yè)后的工作打下了堅(jiān)實(shí)的基礎(chǔ)。關(guān)鍵詞：框架結(jié)構(gòu)；混凝土；建筑設(shè)計(jì)；結(jié)構(gòu)設(shè)計(jì)TeacherDormitoryBuildingofGuangzhouOneMiddleSchoolABSTRACTTheengineeringforTeacherDormitoryBuildingofGuangzhouMiddleSchool,buildingisrelativelysmallregularandrelativelydensenetwork-columndesign,constructionofsix,long45m,width11.3m,totalconstructionareaof3846.5,buildingelevation19.80m.Themainfloorisdesignedtofacultyquarters,receptionandmailroom,twotosixstandardfacultydormitory,wherehouseholdstaffdormitoryhasakitchen,bathroom,restaurant.Livingroom,bedroom,balcony.Withthecontinuousdevelopmentofsocietyandtheimprovementofpeople'smateriallevelframeworkwillbegreaterdevelopmentframeworkforthedesignofthefeasibilityofthestructureoftheprogramrequiresthedesigner,andtheproblem-solvingabilityandanalyticalskills,andalltheresultsofcarefulanalysisJudgment,beappliedtotheaccuracyoftheactualproject.Theengineeringdesignofmulti-layerstructureofreinforcedconcreteframestructure,thebasicstepsare:todeterminethestructurecalculationdiagram;loadcalculation;internalforceanalysis;internalforcecombinations;beams,columnsreinforcementsection,boarddesign,structure-baseddesignandconstructionplansdrawingandsoon.Amongthem,theinternalforcecalculationconsidersonlythedeadloadandliveloadandhorizontalseismicaction;columns,boarddesignusingthetheoryofelasticity;beamdesignusesplasticitytheory;independentfoundationunderthefoundationselectedcolumn.Duringcross-sectionaldesign,followthestrongshearweakbending,strongcolumnweakbeam,strongdesignprinciplesnodeweakcomponents,andmeetconstructionrequirements.Thisdesignfromarchitecturetoarchitectureisamorecompletedesignprocess,throughgraduationdesignreviewandconsolidatewhattheyhavelearnedpreviously,contactthemaincourseintoacompletesystem,andappliedtothedesign;thisgraduationproject1conductedtrainingbasicabilitytoindependentlydesignworkaftergraduationlaidasolidfoundation.Keywords：FrameStructure;Concrete;ArchitecturalDesign;StructureDesign目錄TOC\o"1-5"\h\z\o"CurrentDocument"1設(shè)計(jì)說(shuō)明 7\o"CurrentDocument"建筑設(shè)計(jì)資料 7\o"CurrentDocument"結(jié)構(gòu)布置及結(jié)構(gòu)選型 7\o"CurrentDocument"結(jié)構(gòu)平面布置 7\o"CurrentDocument"122框架計(jì)算簡(jiǎn)圖 9\o"CurrentDocument"2豎向荷載作用下橫向框架的內(nèi)力分析 12\o"CurrentDocument"荷載計(jì)算 12\o"CurrentDocument"恒活載計(jì)算 13\o"CurrentDocument"一幅框架恒荷載作用下的內(nèi)力計(jì)算 18\o"CurrentDocument"固端彎矩計(jì)算 18\o"CurrentDocument"分配系數(shù)計(jì)算 19\o"CurrentDocument"彎矩分配及傳遞 23\o"CurrentDocument"計(jì)算恒荷載跨中彎矩 23\o"CurrentDocument"恒荷載作用下的剪力計(jì)算 26\o"CurrentDocument"恒荷載作用下的柱軸力計(jì)算 29\o"CurrentDocument"一根框架活荷載作用下的內(nèi)力計(jì)算 32\o"CurrentDocument"計(jì)算固端、跨中彎矩 32\o"CurrentDocument"彎矩分配及傳遞（分配系數(shù)同恒載） 33\o"CurrentDocument"計(jì)算跨中彎矩 33\o"CurrentDocument"活荷載作用下剪力計(jì)算 35活荷載作用下的柱軸力計(jì)算 375水平地震作用計(jì)算 39重力荷載代表值計(jì)算 39\o"CurrentDocument"梁柱剛度的計(jì)算 41\o"CurrentDocument"結(jié)構(gòu)自振周期計(jì)算 44\o"CurrentDocument"地震作用的計(jì)算 44\o"CurrentDocument"抗震驗(yàn)算 46\o"CurrentDocument"第⑨號(hào)軸橫向框架水平地震計(jì)算簡(jiǎn)圖 47\o"CurrentDocument"水平地震作用下框架內(nèi)力計(jì)算 48\o"CurrentDocument"計(jì)算原則 48\o"CurrentDocument"底層梁柱受水平地震荷載內(nèi)力計(jì)算 49\o"CurrentDocument"柱端彎矩計(jì)算 51\o"CurrentDocument"梁端彎矩計(jì)算 52\o"CurrentDocument"剪力計(jì)算 54\o"CurrentDocument"軸力計(jì)算 56\o"CurrentDocument"6風(fēng)荷載作用力 597內(nèi)力組合 63框架梁內(nèi)力組合 637.1.2梁端彎矩及剪力控制值計(jì)算 63\o"CurrentDocument"7.1.2框架梁彎矩調(diào)幅 68\o"CurrentDocument"7.L3框架梁內(nèi)力組合的計(jì)算 69\o"CurrentDocument"框架柱內(nèi)力組合 75\o"CurrentDocument"8梁柱截面設(shè)計(jì) 87\o"CurrentDocument"框架梁截面設(shè)計(jì) 87\o"CurrentDocument"梁正截面承載力計(jì)算 87\o"CurrentDocument"梁斜截面受剪承載力計(jì)算 90\o"CurrentDocument"框架柱截面設(shè)計(jì) 93\o"CurrentDocument"軸壓比驗(yàn)算 93\o"CurrentDocument"截面尺寸復(fù)核 93\o"CurrentDocument"823框架柱正截面受彎承載力計(jì)算 93\o"CurrentDocument"框架柱斜截面受彎承載力計(jì)算 100\o"CurrentDocument"9鋼筋混凝土樓蓋設(shè)計(jì) 105\o"CurrentDocument"荷載計(jì)算 105\o"CurrentDocument"雙向板計(jì)算 106\o"CurrentDocument"內(nèi)力計(jì)算 106\o"CurrentDocument"雙向板酉己筋計(jì)算 108\o"CurrentDocument"10樓梯設(shè)計(jì) 109\o"CurrentDocument"梯段板設(shè)計(jì) 109\o"CurrentDocument"荷載計(jì)算 109\o"CurrentDocument"配筋計(jì)算 110\o"CurrentDocument"平臺(tái)板設(shè)計(jì) 110\o"CurrentDocument"荷載計(jì)算 111\o"CurrentDocument"1022配筋計(jì)算 111平臺(tái)梁設(shè)計(jì) 111荷載計(jì)算 112\o"CurrentDocument"配筋計(jì)算 112構(gòu)造要求 113錨固長(zhǎng)度 113\o"CurrentDocument"平臺(tái)梁構(gòu)造 113\o"CurrentDocument"11基礎(chǔ)設(shè)計(jì) 114\o"CurrentDocument"基礎(chǔ)梁設(shè)計(jì) 114\o"CurrentDocument"對(duì)A柱基礎(chǔ)設(shè)計(jì) 114\o"CurrentDocument"12PKPM電算結(jié)果 117\o"CurrentDocument"參考文獻(xiàn) 133\o"CurrentDocument"致謝 134\o"CurrentDocument"附錄A 1351設(shè)計(jì)說(shuō)明1.1建筑設(shè)計(jì)資料（1）設(shè)計(jì)題目：某某中學(xué)教工宿舍樓設(shè)計(jì)。（2）建設(shè)地點(diǎn)：某市。（3）建筑規(guī)模：6層框架結(jié)構(gòu)，樓層各高為3.3m,建筑高度為19.8m,屋面突出部分0.6m,總建筑面積約4000m2。（4）設(shè)計(jì)標(biāo)iWj：室內(nèi)標(biāo)iWj±0.000，室內(nèi)外iWj差為300mm。（5）主要建筑裝修做法①墻身做法：外墻為200mm厚粉煤灰輕渣空心砌塊，內(nèi)墻為200mm厚粉煤灰輕渣空心砌塊（局部衛(wèi)生間隔墻采用120mm厚）；內(nèi)外墻粉刷均為20mm厚水泥石灰混合砂漿，砌筑砂漿強(qiáng)度M7.5。②樓面做法：樓面為30mm厚細(xì)石混凝土找平（隨搗隨抹）。③頂棚做法：頂棚為12mm厚混合砂漿抹灰。④屋面做法（自上而下分別為）：40mm厚C30UEA補(bǔ)償收縮混凝土剛性防水層；10mm厚黃砂隔離層；200mm厚（最?。?：8水泥珍珠巖找坡2%；30mm厚細(xì)石混凝土找坡。其他建做法詳建筑施工圖。（6）地質(zhì)條件：基本風(fēng)壓為0.50kN/m2（地面粗糙程度按B類(lèi)），基本設(shè)防烈度為7度，設(shè)計(jì)地震分組為第一組（基本地震加速度取值為0.10g）,此筑場(chǎng)地類(lèi)別為H類(lèi)場(chǎng)地，耐火等級(jí)為二級(jí)，安全等級(jí)為二級(jí)，按1：1考慮日照間距。1.2結(jié)構(gòu)布置及結(jié)構(gòu)選型結(jié)構(gòu)平面布置根據(jù)建筑施工圖及使用功能的要求，采用全現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)，根據(jù)地質(zhì)條件，擬采用獨(dú)立基礎(chǔ)。（1）構(gòu)件材料選擇考慮到墻柱弱梁，施工順序（現(xiàn)澆混凝土?xí)r一般梁板一起澆注，柱單獨(dú)澆注）等因

素，擬選構(gòu)件材料如下：柱：混凝土強(qiáng)度等級(jí)采用C30,主筋采用HRB400鋼筋，箍筋采用HPB300鋼筋；梁：強(qiáng)度等級(jí)采用C25,主筋采用HRB400鋼筋，箍筋采用HPB300鋼筋；板：強(qiáng)度等級(jí)采用C25,采用HPB300鋼筋；基礎(chǔ)：強(qiáng)度等級(jí)采用C25,采用HPB300、HRB400鋼筋；注：為施工方便，梁板混凝土等級(jí)采用相同標(biāo)號(hào)。（2）構(gòu)件尺寸確定注：梁柱選擇的截面尺寸應(yīng)滿足《建筑抗震設(shè)計(jì)規(guī)范》（GB50011—2010）中631條及6.3.6條的要求。1）框架梁截面尺寸確定原則：梁截面高度一般為其跨度的1/14-1/10；梁截面寬度一般為其截面高度的1/3?1/2。梁截面寬度不宜小于200mm,梁截面高寬比不宜大于4。再綜合擾度控制、荷載等原因。初選梁截面尺寸為：梁均為：bxh=200x4002）框架柱截面尺寸確定原則：由《建筑抗震設(shè)計(jì)規(guī)范》（以下簡(jiǎn)稱(chēng)《抗規(guī)》）635條，矩形截面柱邊長(zhǎng)不宜小于400mm,柱截面高寬長(zhǎng)邊與短邊的邊長(zhǎng)比不宜大于3；由《建筑抗震設(shè)計(jì)規(guī)范》表636知：四級(jí)框架結(jié)構(gòu)柱軸壓比限制為0.9?？拐鹪O(shè)計(jì)時(shí)宜采用方柱，根據(jù)軸壓比確定柱子截面尺寸，以⑨號(hào)軸處（受荷面積最大）柱子為例計(jì)算：軸壓比限制條件：注：根據(jù)抗震設(shè)防烈度、結(jié)構(gòu)形式、房屋的高度，本例確定抗震等級(jí)為三級(jí)，軸壓比限制為0.85,據(jù)此進(jìn)行驗(yàn)算。按使用荷載，初步估算每層樓設(shè)計(jì)總荷載為14KN/n?,A與⑨軸壓比：bchcbchc>N3.0x3.0xl4x6xl030.85f0.85x14.3u62196.6mm2且令b,=hc解得：bc=hc>249mm,取bc=hc=400mm或取值300mm。邊框架柱軸向力小于中柱，不必重復(fù)計(jì)算，故框架柱截面初選尺寸符合要求，柱位布置圖參見(jiàn)圖l.lo；oo,200S300§1■°,2001.：—■ L,°200^200§200^200曷2。。.了0°耳2叱.200息200,,；oo,200S300§1■°,2001.：—■ L,°200^200§200^200曷2。。.了0°耳2叱.200息200,,200§200；,2005■_見(jiàn)200—&L產(chǎn)篷.?一■-■產(chǎn)愛(ài)一?■——4?卜^200°200.200=200^,200息200200g200:200縣200.,200曷200*/20O是200,,W■J§叫w蕓麗,,200 =200,,200§200,1200耳20%—■ H-1200.1200 耳、2國(guó),3 ,■20011W0WOi,/。0耳200■■圖1.1柱位布置圖息、日、-r?- ：-?3）現(xiàn)澆板厚度注：①判別現(xiàn)澆板是單向板還是雙向板（1.兩對(duì)邊支承的板為單向板；2.當(dāng)長(zhǎng)邊與短邊長(zhǎng)度之比W2時(shí)，按雙向板；當(dāng)長(zhǎng)邊與短邊長(zhǎng)度之比＞2但＜3時(shí)，宜按雙向板計(jì)算；當(dāng)長(zhǎng)邊與短邊長(zhǎng)度之比與時(shí)，按單向板設(shè)計(jì)）；②按最小剛度原則確定板厚。樓板分為雙向板和單向板，根據(jù)《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》9.1.2條：板的跨厚比，對(duì)于單向板不大于30,雙向板不大于40o本設(shè)計(jì)的主要基本是雙向板且跨度均不小于4.0m,取h=100mm。為簡(jiǎn)化計(jì)算，其他樓面板、屋面板厚度均取100mm?？蚣苡?jì)算簡(jiǎn)圖（1）計(jì)算單元注：人工計(jì)算平面框架的思路是將結(jié)構(gòu)平面圖中的框架人為割裂開(kāi)來(lái)，整體建筑物看做由若干根“孤立”框架構(gòu)成，設(shè)計(jì)時(shí)可以選取其中具有典型性、代表性的一根或幾根（即計(jì)算單元）進(jìn)行計(jì)算，最后通過(guò)垂直于這些根“孤立”框架的梁連接形成整體。針對(duì)本設(shè)計(jì)的建筑結(jié)構(gòu)施工圖紙，選擇第⑨軸橫向框架作為手算對(duì)象。本計(jì)算書(shū)除特別說(shuō)明外，所有計(jì)算、選型、材料、、圖紙均為⑨軸橫向框架數(shù)據(jù)。（2）計(jì)算簡(jiǎn)圖選取計(jì)算單元時(shí)的確定原則和方法是在結(jié)構(gòu)計(jì)算簡(jiǎn)圖中，桿件用其軸線來(lái)表示。1）框架梁跨度計(jì)算簡(jiǎn)圖中，框架梁跨度按兩柱中心線間的距離確定；如果柱截面有變化，則按頂層柱中心線確定。（a）AB跨計(jì)算跨度：，AB=34m（b）BC跨計(jì)算跨度：4c=26m（c）CD跨計(jì)算跨度：/BC=2.8m2）框架柱的計(jì)算長(zhǎng)度柱的計(jì)算長(zhǎng)度，底層由基礎(chǔ)頂面算起至地梁面，其它層取層高?；A(chǔ)埋深首先應(yīng)該滿足地基承載力要求，其次在構(gòu)造上應(yīng)滿足如下條件：基礎(chǔ)埋深應(yīng)不小于建筑物總高度的1/15：基礎(chǔ)頂面距離室外地面地面600mm（如圖2.2所示）。本設(shè)計(jì)基礎(chǔ)類(lèi)型選擇為柱下鋼筋混凝土獨(dú)立基礎(chǔ)，按照設(shè)計(jì)資料提供的地質(zhì)資料條件，可選擇粉質(zhì)粘土作為基礎(chǔ)持力層。所以，基礎(chǔ)埋深為處匕絲=1.36m,取基礎(chǔ)埋深為1.5m。15此處，天然地基承載力能滿足基礎(chǔ)設(shè)計(jì)要求，假設(shè)基礎(chǔ)高度為0.6m（如不滿足，基礎(chǔ)設(shè)計(jì)時(shí)得修改），以此計(jì)算框架底層柱長(zhǎng)度：H=3.3+0.8=4.1m（室內(nèi)外高差為0.3m）。圖2.2底層框架柱計(jì)算長(zhǎng)度示意圖（單位：mm）

框架梁計(jì)算跨度和柱的計(jì)算長(zhǎng)度確定后，可得框架計(jì)算簡(jiǎn)圖如圖2.3所示。200x400 200x400 200x400sbxsbsbxsb。0層200x400200x400 200x400 200x400oiboibof?oiboibof?200x400200x400 200x400 200x400200x400200x400200x400200x400200x400200x400200x400200x400200x400200x400200x400200x400sbxsbsbxsb200x400200x400 200x400 200x400sbxsb00不sbxsb00不圖2.3框架計(jì)算簡(jiǎn)圖（單位：mm）2豎向荷載作用下橫向框架的內(nèi)力分析手算的幾個(gè)基本假定：每根框架僅在自身平面內(nèi)剛度無(wú)限大，平面外抗側(cè)剛度忽略不計(jì)；平面樓蓋自身平面內(nèi)剛度無(wú)限大(剛性樓蓋)；框架結(jié)構(gòu)，荷載作用下，材料均處于線彈性階段。本設(shè)計(jì)取第⑨軸線上的中框架進(jìn)行計(jì)算分析?；詈奢d取值：查《建筑結(jié)構(gòu)荷載規(guī)范》(GB50009—2010),不上人屋面0.5kN/n?,客廳、門(mén)廳、臥室、餐廳、廚房為2.0kN/m2,樓梯2.5kN/m2。因?yàn)榛詈奢d取值均小于4kN/m2,故可以采用活荷載滿布計(jì)算。荷載計(jì)算(1)作用在框架梁上的分布荷載①屋面結(jié)構(gòu)層防水層及保溫層(合計(jì))： 2.64KN2;100mm厚現(xiàn)澆鋼筋混凝土板： 25<0.H)2.5K12mm厚混合砂漿抹灰頂棚： 0.0學(xué)70.2021小計(jì)： 5.34KN/②樓面結(jié)構(gòu)層30mm厚細(xì)石混凝土面層： 0.72KN2/100mm厚現(xiàn)澆鋼筋混凝土板： 260.H)2.5K12mm厚混合砂漿抹灰頂棚： 0.012xl7=0.20KN/m2小計(jì)： 3.42KN/③框架梁自重(含粉刷)(a)邊跨(AB、CD跨)框架梁自重：0.2x(0.4-0.1)x25+2x(0.4-O.Dx0.02xl7=1.6KN/m(b)中跨(BC跨)框架梁自重：0.2x(0.4-0.1)x25+2x(0.4-0.1)x0.02x17=1.6KN/m④墻體自重(含粉刷)200mm厚墻體：0.2x(4.1-0.4)x84-2x3.7x0.02x17=8.44kN/m(首層)0.2x(3.3-0.4)x8+2x2.9x0.02xl7=4.84kN/m(2?6層)().20x25x0.6x3.0=9KN(女兒墻)恒活載計(jì)算確定板傳遞給梁的荷載時(shí)，要一個(gè)板區(qū)格一個(gè)板區(qū)格的考慮。確定每個(gè)板區(qū)格上的荷載傳遞時(shí)，先要區(qū)分此板區(qū)格是單向板還是雙向板，若為單向板，可沿板的短跨作中線,將板上荷載平均分給兩長(zhǎng)邊的梁；若為雙向板，可沿四角點(diǎn)作45。線，將區(qū)格板分為四小塊，將每小塊板上的荷載傳遞給與之相鄰的梁。板傳至梁上的三角形或梯形荷載可等效為均布荷載。(三角形荷載：等效分布q=*";梯形荷載:等效分布q=(l-2a2+a3)q,8其中，a=4i//O2xV2因本設(shè)計(jì)只有4?8跨才有梯形荷載，則：a=2600/3400x1/2=0.382對(duì)于作用于框架梁上的梯形荷載，為了計(jì)算簡(jiǎn)便可按支座彎矩的原則，把梁上梯形分布荷載轉(zhuǎn)化為等效的均布荷載；本結(jié)構(gòu)樓面荷載的傳遞示意圖見(jiàn)2.4圖。圖2.4樓面荷載傳遞示意圖l.A~3軸間框架梁屋面板傳荷載：恒載：5.34x(l-2x0.3822+0.3823)xl.5x2=l2.24KN/m活載：0.5x(1-2x0.3822+O.3823)x1.5x2=1.15KN/m樓面板傳荷載：恒載：3.42x(l-2x0.3822+0.3823)xl.5x2=7.8KN/m活載：2.0x(l-2x0.38224-0.382。x1.5x2=4.58KN/m梁自重：1.6KN/m4~8軸間框架梁均布荷載為：屋面梁：恒載=梁自重+板傳荷載=1.6+12.24=13.84KN/m活載=板傳荷載=1.15KN/m樓面梁：恒載=梁自重+板傳荷載=1.6+7.8=9.4KN/m活載=板傳荷載=4.58KN/m.8?C軸間框架梁屋面板傳荷載：恒載：5.34x1.25x-x2=8.34KN/m8活載：0.5x-x1.25x2=0.78KN/m8樓面板傳荷載：恒載：3.42x-x1.25x2=5.34KN/m8活載：2.5x2x1.25x2=3.91KN/m8梁自重：1.6KN/m~C軸間框架梁均布荷載為：屋面梁：恒載=梁自重+板傳荷載=1.6+8.34=9.94KN/m活載=板傳荷載=0.78KN/m樓面梁：恒載=梁自重+板傳荷載=L6+5.34=6.94KN/m活載=板傳荷載=3.91KN/m.C~。軸間框架梁屋面板傳荷載：恒載：5.34x1.5x—x2=10.01KN/m8活載：0.5x?xl.5x2=0.94KN/m8樓面板傳荷載：恒載：3.42x—x1.5x2=6.41KN/m8活載：2.0x-xl.25x2=3.75KN/m8梁自重：1.6KN/mC?。軸間框架梁均布荷載為：屋面梁：恒載=梁自重+板傳荷載=1.6+10.01=11.61KN/m活載=板傳荷載=0.94KN/m樓面梁：恒載=梁自重+板傳荷載=1.6+6.41=8.0KN/m活載=板傳荷載=3.75KN/m.A軸柱縱向集中荷載的計(jì)算(1)標(biāo)準(zhǔn)層恒載：邊柱集中力=邊柱自重+縱向框架梁承受的荷載重；縱向框架梁承受的荷載=部分板重+橫向框架梁自重+縱向框架梁自重+外墻重其中，板重：3.42x3.0x1.7=17.44KN橫向框架梁自重：1.6x3.4x0.5=2.72KN縱向框架梁自重：1.6x(3.0+3.0)x0.5=4.8KN外墻重(因含有窗戶(hù)，不精確計(jì)算，在設(shè)計(jì)中乘以0.8折減)：4.84x3.0x0.8=11.62KN因此，邊柱上集中力：11.62+4.8+2.72+17.44=36.58kN(2)標(biāo)準(zhǔn)層活載：邊柱集中力=部分板上活荷載傳力F=2.0x3.0xl.7=10.2KN(3)頂層恒載：邊柱集中力=邊柱自重+縱向框架梁承受的荷載重；縱向框架梁承受的荷載=部分板重+橫向框架梁自重+縱向框架梁自重+兒墻自重女。其中，板重：5.34x3.0x1.7=27.23KN橫向框架梁自重：1.6x34x0.5=2.72KN縱向框架梁自重：1.6x(3.0+3.0)x0.5=4.8KN0.6m高出屋面的女兒墻自重(混凝土)：0.20x25x0.6x3,0=9KN因此，邊柱上集中力：9+4.8+2.72+27.23M3.75KN(4)頂層活載：邊柱集中力=部分板上活荷載傳力F=0.5x3.0xl.7=2.55KN.。軸柱縱向集中荷載的計(jì)算(1)標(biāo)準(zhǔn)層恒載：邊柱集中力=邊柱自重+縱向框架梁承受的荷載重；縱向框架梁承受的荷載=部分板重+橫向框架梁自重+縱向框架梁自重+外墻重其中，板重：3.42x3.0xl.4=13.44KN橫向框架梁自重：1.6x2.8xO,5=2.24KN縱向框架梁自重：1.6x(3.O+3.O)xO.5=4.8KN外墻重(因含有窗戶(hù)，不精確計(jì)算，在設(shè)計(jì)中乘以0.8折減)：.84x3.0x0.8=11.62KN因此，邊柱上集中力：11.62+4.8+2.24+13.44=32.1KN(2)標(biāo)準(zhǔn)層活載：邊柱集中力=部分板上活荷載傳力F=2.0x3.0xl.4=8.4KN(3)頂層恒載：邊柱集中力=邊柱自重+縱向框架梁承受的荷載重；縱向框架梁承受的荷載=部分板重+橫向次梁自重+縱向框架梁自重+兒墻自重女。其中，板重：5.34x3.0xl.4=22.43KN橫向次梁自重：1.6x2.8x0.5=2.24KN縱向框架梁自重：1.6x(3.0+3.0)x0.5=4.8KN0.6m高出屋面的女兒墻自重(混凝土)：0.20x25x0.6x3.0=9KN因此，邊柱上集中力：9+4.8+2.24+22.43=38.47KN)頂層活載：邊柱集中力=部分板上活荷載傳力F=0.5x3.0xl.4=2.1KNB軸柱縱向集中荷載的計(jì)算(1)標(biāo)準(zhǔn)層恒載：邊柱集中力=邊柱自重+縱向框架梁承受的荷載重；縱向框架梁承受的荷載=部分板重+橫向框架梁自重+縱向框架梁自重+外墻重其中，板重：3.42x3.0x(2.6x0.5+3.4x0.5)=30.78KN橫向框架梁自重：1.6x3.0=4.8KN縱向框架梁自重：1.6x3.0=4.8KN墻重：4.84x3.0=14.53KN因此，邊柱上集中力：14.53+4.8+4.8+30.78=54.91KN(2)標(biāo)準(zhǔn)層活載：邊柱集中力=部分板上活荷載傳力F=3.0x(2xl.7+2.5xl.3)=19.95KN(3)頂層恒載：邊柱集中力=邊柱自重+縱向框架梁承受的荷載重；縱向框架梁承受的荷載=部分板重+橫向框架梁自重+縱向框架梁自重其中，板重：5.34x3.0x3.0=48.06KN橫向框架梁自重：1.6x3.0=4.8KN縱向框架梁自重：L6x3.0=4.8KN因此，邊柱上集中力：4.8+4.8+48.06=57.66KN(4)頂層活載：邊柱集中力=部分板上活荷載傳力F=0.5x3.0x(l.7+1.3)=4.5KNC軸柱縱向集中荷載的計(jì)算(1)標(biāo)準(zhǔn)層恒載：邊柱集中力=邊柱自重+縱向框架梁承受的荷載重；縱向框架梁承受的荷載=部分板重+橫向框架梁自重+縱向框架梁自重+外墻重其中，板重：3.42x3.0x(2.6x0.5+2.8x0.5)=27.7KN縱向框架梁自重：1.6x3=4.8KN橫向框架梁自重：L6x2.7=4.32KN墻重：4.84x2.7=13.01KN因此，邊柱上集中力：13.01+4.32+4.8+27.7M9.83KN(2)標(biāo)準(zhǔn)層活載：邊柱集中力=部分板上活荷載傳力F=3.Ox(2xl.4+2.5x1.3)=18.15KN(3)頂層恒載：邊柱集中力=邊柱自重+縱向框架梁承受的荷載重；縱向框架梁承受的荷載=部分板重+橫向框架梁自重+縱向框架梁自重其中，板重：5.34x3.0x2.7=43.25KN橫向框架梁自重：1.6x2.7=4.32KN縱向框架梁自重：1.6x3=4.8KN因此，邊柱上集中力：4.32+4.8+43.25=52.37KN(4)頂層活載：邊柱集中力=部分板上活荷載傳力F=0.5x3.0x2.7=4.05KN注：每層柱分為上、下兩個(gè)控制截面，其中;上截面集中荷載等于與柱相連接的縱向框架梁梁自重以及其上墻體、次梁傳來(lái)的恒荷載、樓面結(jié)構(gòu)層傳來(lái)的恒荷載之和。下截面集中荷載等于上截面?zhèn)鱽?lái)的荷載與該層柱自重之和。

3一根框架恒荷載作用下的內(nèi)力計(jì)算根據(jù)圖3.1豎向恒載作用下的計(jì)算簡(jiǎn)圖，用彎矩二次分配法計(jì)算⑨軸線框架在恒荷載作用下的彎矩。3.1固端彎矩計(jì)算將框架視為兩端固定梁，計(jì)算固端彎矩，恒荷載作用下框架可按下面公式求得:

Mah=-\mql2M1mT12qF43.75KN 57.66KN 52.37KN 38.47KN32.1KN32.1KND13.84KN/11.61KN/m9.94KN/m36.58KN36.58KN36.58KN9.4KN/m36.58KN36.58KN3400 < 260028009.4KN/54.91KN6.94KN/m49.83KN8KN/m§9.4KN/m9.4KN/m9.4KN/rr54.91KN6.94KN/m49.83KN8KN/m54.91KN6.94KN/m49.83KN8KN/m54.91KN43.75KN 57.66KN 52.37KN 38.47KN32.1KN32.1KND13.84KN/11.61KN/m9.94KN/m36.58KN36.58KN36.58KN9.4KN/m36.58KN36.58KN3400 < 260028009.4KN/54.91KN6.94KN/m49.83KN8KN/m§9.4KN/m9.4KN/m9.4KN/rr54.91KN6.94KN/m49.83KN8KN/m54.91KN6.94KN/m49.83KN8KN/m54.91KN6.94KN/m49.83KN8KN/m32.1KN§32.1KN昂832.1KN-一：54.91KN6.94KN/m49.83KN8KN/m§圖3.1豎向恒荷載作用下的計(jì)算簡(jiǎn)圖頂層:TOC\o"1-5"\h\zM6AB=——x13.843/ 13.3：6" 12=—xl3.S4^=4 13.3：6bai2M6BC=--x9.94^.=6- 5.61M6M='x9.9M2.=6 5.6]6cB12Mkrn=——xl1,6<1泊&7.5968 12Mw=—xI1.6<1^=8 7.5960c12標(biāo)準(zhǔn)層：…1,Mar=——x9.密32.4- 9.06]AB12Mr.=—x9.432.4 9.06ba12Mrc=——x6.94S.=6- 3.91bc12Mr?=—x6.942.=6 3.91cb12Mg=——x8x2.28=-5.23K8 12,M--xSx2/8=5,23Kdc12分配系數(shù)計(jì)算根據(jù)梁，柱相對(duì)線剛度，算出各節(jié)點(diǎn)的彎矩分配系數(shù)4;/=ig+Zib)計(jì)算梁截面慣性矩時(shí)，因樓板和梁整澆在一起，剛度增加，所以應(yīng)對(duì)梁的慣性矩予以修正(中梁為/=21。；邊梁為I=1.51。。其中I。為不考慮梁翼緣作用的梁截面慣性矩)。1)各桿件截面的慣性矩(a)梁：Ir=2I=2x—bh3=2x—x0.2x0.4^=2.13x10rfi"邊跨)IRfF2I=2x—bh3=2x—x0.2x0.4^=2.13x10法"中跨)TOC\o"1-5"\h\zBC° 12 12(b)柱：I=I?=—bh3=—x0.4x0.4^=2.13x10rfi4(400x400)°12 12I=L=—bh3=—xO.3xO.3-6.75x10rfi4(300x300)°12 122)各桿件的線剛度(a)梁：

1ABEI2.13xlO3E-y=6.26xlO"E（邊跨）(b)柱:icD=EI=2J3xlOE=7_61xlo.4E_EI_2.13xlO1ABEI2.13xlO3E-y=6.26xlO"E（邊跨）(b)柱:icD=EI=2J3xlOE=7_61xlo.4E_EI_2.13xlO3E“層=7= 4.1（中跨）（邊跨）=5.2xlO-4E(400x400)EI=675x102ET4J-=1.65xlOJ,E(300x300)_EI_1其它層一"T~2.13xlO3E3.3=6.45x104E(400x400)_EI1其它層一一76.75xlOyE3.3=2.O5xlO"E(300x300)為了計(jì)算方便，在計(jì)算其它參數(shù)時(shí)一般采用相對(duì)線剛度。令某層柱或梁的線剛度為1,則其它梁、柱相對(duì)BC跨梁的線剛度相對(duì)值可算出。梁、柱的相對(duì)線剛度計(jì)算出來(lái)后，將其標(biāo)在框架計(jì)算簡(jiǎn)圖相應(yīng)的位置；梁、柱相對(duì)線剛度結(jié)構(gòu)計(jì)算如圖3.2所示。

A柱：底層："卜柱=1/(1+2h-.2fc.O)〃上柱=1.2/(h241.2=1.0〃右梁=1.2/(h241.2=1.0標(biāo)準(zhǔn)層：4G梁=4柱="柱=1?2/(1.》1.421 )Mi梁=1.2/(l.-fi1+2=2)頂層：〃石梁="下柱1.2/(1.42 1芋2)

B柱：底層：刈下柱=1/(1+2h241.0=1.〃卜柱=1.2/(h2-+1.21.住+1梁^1.6/(If.2+1.21.&+1必左梁=1.2/(1.2+1.21.住+1標(biāo)準(zhǔn)層：/梁="：柱="柱=L2/(1.h21+21.2*1.梁=1.6/(1.-Q,1+21.2t1.(頂層：/梁=公柱=1.2/(1.421.2+=1.64G梁=1.6/(1氾1.2+4.6C柱：底層：公柱=1/(1+2卜.541.0=1.(fj.卜柱.2/(井.2h4.51.&+1/梁=1.5/(井.2 .51.&+1//左梁勺.6/(h2-+1.51.&+標(biāo)準(zhǔn)層：〃上柱=〃5柱=1，2/(1.衣1+51.2±1.1+51.2±1.(1+51.2*1.(頂層://左梁=1.6/(I,H§1.2 .6)〃右梁=1.5/(1.451.2+=1.6)/柱=L2/(1h§1.24-1.6)D柱：底層：〃卜柱=1/(1+2h-.5fc.O)〃卜柱=1.2/(h241.5=1.0〃左梁=1.2/(h241.2=1.0標(biāo)準(zhǔn)層：〃卜柱=〃廣柱=1.2/(1.42升.54.2)〃左梁=1.5/(1.21+51.2頂層：公柱=1.2/(1.42『5)外梁=1.5/(1.21.€)彎矩分配及傳遞彎矩二次分配法比分層法作了更進(jìn)一步的簡(jiǎn)化。在分層法中，用彎矩分配法計(jì)算分層單元的桿端彎矩時(shí)，任一節(jié)點(diǎn)的不平衡彎矩都將影響到節(jié)點(diǎn)所在單元中的所有桿件。而彎矩二次分配法假定任一節(jié)點(diǎn)的不平衡彎矩只影響至與該節(jié)點(diǎn)相交的各桿件的遠(yuǎn)端。因此可將彎矩分配法的循環(huán)次數(shù)簡(jiǎn)化到一次分配、一次傳遞、再一次分配。所以本框架設(shè)計(jì)采用彎矩分配法計(jì)算框架內(nèi)力，遠(yuǎn)端均為固端，傳遞系數(shù)為l/2o各節(jié)點(diǎn)分配兩次即可。如表3.2所示。計(jì)算恒荷載跨中彎矩見(jiàn)表3.1所示；以A?B軸邊跨為例進(jìn)行演算：Ma6B6中=%x13.84x3.4?-%x(41.21+42.72)=-22.47KN.rn

表3.1恒荷載?E用下跨中彎矩梁類(lèi)型層號(hào)梁長(zhǎng)（m）固端彎矩（KN.m）跨中彎矩（KN.m）左右A-B軸邊跨63.4-41.2142.72-22.4753.4-45.1639.76-28.7743.4-425839.08-27.2533.4-425839.08-27.2523.4-427439.19-27.3813.4-39.8035.67-24.15B-C軸邊跨62.6-33.2429.2322.8252.6-16.3121.8513.2242.6-17.21220313.7632.6-17.2122.0313.7622.6-17.0722.0313.6912.6-21.2226.7118.11C-D軸邊跨62.8-38.3939.60-27.6252.8-520860.94-48.6742.8-51.9159.93-48.0832.8-51.9159.93-48.0822.8-51.9160.06-48.1512.8-46.8354.32-42.74

表3.2恒載作用下彎矩分配及傳遞上枝下住右粱，售里建右累擺肆秤耀擺印律牖固0.50.510.30.30.40.370.280.350.560.44偏心短嗣兔畸弱-60.7560.7534.23-5.515.51-34.23-60.7560.7530.3830.38-26.84-26.84-35.79、乂<33.1025.0531.31、-34.02-26.738.25-13.42孑、15.19-10.5016.55”人*-17.8911.90-17.01*15.66-10.692.592.59-6.37-6.37-8.508.516.448.05-2.78-2.1941.21-41.2142.72-43.71-33.2429.2343.39-38.3939.60-39.600.330.330.34I0.230.230.230.310.290.220.220.270.380.310.31-46.1752.8242.30-3.813.81-43.05-68.9568.9516.5015.2415.70-21.00-21.00-21.00-28.3b乂<31.3823.8023.8029.21、-26.20-21.37-21.3715.197.62-10.507.85-13.42-10.5015.69fc-14.1512.5311.90-13.10*-*14.61-13.37-10.69-4.06406-4.180.090.090.090.120.820.620.620.763.592.932.9327.6318.79-45.1639.76-34.33-31.41-16.3121.8536.9536.32-52.0860.94-31.81-29.130.330.330.3410.230.230.230.?|0.290.220.220.270.380.310.31-46.1752.8242.30-3.813.81-43.05-68.9568.9515.2415.2415.70-21.00-21.00-21.00-28.31、<31.3823.8023.8029.21、-26.20-21.37-21.377.627.62-10.507.85-10.50-10.5015.69**-14.1511.9011.90-13.10”*14.61-10.69-10.69-1.56-1.56-1.61-0.58-0.58-0.58-0.791.000.760.760.932.572.102.1021.2921.29-42.5839.08-32.09-32.09-17.2122.0336.4636.46-51.9159.93-29.96-29.960.330.330.3410,230.230.23().310.290.220.?20.270.380.310.31-46.1752.8242.30-1813.81-43.05-68.9568.9515.2415.2415.70-21.00-21.00-21.00■28.31、"31.3823.8023.8029.21、-26.20-21.37-21.377.627.62-10.504^^7.85-10.50-10.5015.69"、力力11.9011.90T3.10”14.61-10.69-10.69-1.56-1.56-1.61-0.58-0.58-0.58-0.791.000.760.760.932.572.102.1021.2921.29-42.5839.08-32.09-32.09-17.2122.0336.4636.46-51.9159.93-29.96-29.960.330.330.3410.230.230.230.310.290.220.220.270.380.310.31-46.1752.8242.30-3.813.81-43.05-68.9568.9515.2415.2415.70--21.00-21.00-21.00-28.31、￡<31.3823.8023.8029.21-26.20-21.37-21.377.628.087.85-10.50-10.9615.69,74.1511.9011.90-13.1014.61-10.69-11.03-1.72-1J2-1.77士期-0.48.鄧?0.641.000.760.932.702r212.2121.1421.60-42.7439.19-31.98-32.44-17.0722.0336.4636.46-51.9160.06-29.86-30.200.350.30.350.240.240.20.320.30.220.190.290.410.320.27-46.1752.8242.30小:-43.05-68.9568.9516.1613.8516.16、^-21.91-21.9118.26吸22、X32.4623.8020.5631.38、1-28.27-22.06-18.627.62?10.96—、*8.08-10.5016.23"746111.90-14.13**15.69-10.691,171.00：.!；-3.31-3.31-2.764425,05UI耀4.88-2.05-1.60-1.3524.9514.85-39.8035.67-35.73-21.02-21.2226.7139.4123.76-46.8354.32-34.35-19.977.43-10.5111.889.99留.21 42.夕29^2^差39 39.69x141.21\ 1——22.476 39.7^/22.82,443(71 43^916.31 21.85一一一一一_ 一一一_1_ 27.6252.06 60.9/39.6C18.7927,6^^28,177 34.334^58 39.0^六產(chǎn)2236個(gè)JV7.21 22.03^36^48^67^-81%L91 59.9j29.1221.2921 127.25 32.09^58 39d13.>6 ；32.09 36.”,17.21 2^03^36.4648j08^^^€與19 59.9j29.9(/21.2921,^^27.2532.09<^74 39?)3^.091J,7636.4617.07 22.03~~ ,一書(shū)1.91 60.0/~129.9(/21.60「21J27.38 31.983^L8O 35?,13.69“\30.44 36.4621.22 26.713屆焉46.83 54.J30.2C/14.85;24-9^4^5^.73X7.43 10.5123400/ 18.11”\卻.02 23.7^B C260039?41^42/74^^31￡l1.88 9.991280019.9；P圖3.3恒荷載作用下彎矩圖（單位：KN.m）3.5恒荷載作用下的剪力計(jì)算梁：SMa=0 MA-MB—Qb=(MaZMB=0 MA~Mr+Qa=(M,柱：ZMc=0 -Mc-Md-Qd=Y%lmd=o -mc-md-2=YM1/2^/-Q./=_M\/1-4/2.M2ql-Q./=-MVZ+l/2.-QD.h=0+MJ/-Qc.h=0:+MJ/圖3.4剪力計(jì)算簡(jiǎn)圖（1）梁端剪力計(jì)算如表3.3所示表3.3恒荷載作用下梁端剪力值梁類(lèi)型層號(hào)梁長(zhǎng)（m）線荷載q(kN/m)固端彎矩（KN.m）桿端剪力（KN）左右左右A-B軸邊跨63.413.84-41.21427223.09-23.5353.49.4-45.1639.7614.39-17.4843.49.4-42.5839.0817.48-17.4833.49.4-42.5839.0817.48-17.4823.49.4-42.7439.1914.94-17.0213.49.4-39.8035.6714.76-17.20B-C軸邊跨62.69.94-33.2429.2311.38-14.4652.66.94-16.3121.856.89-11.1542.66.94-17.2122037.17-10.8732.66.94-17.2122037.17-10.8722.66.94-17.0722037.11-10.9312.66.94-21.2226.716.91-11.13C-D軸邊跨62.811.61-38.3939.6015.83-16.6852.88-52.0860.948.04-14.3642.88-51.9159.938.34-14.0632.88-51.9159.938.34-14.0622.88-51.9160.068.29-14.1112.88-46.8354.328.53-13.88（2）柱端剪力計(jì)算如表3.4所示。

表3.4恒荷載作用下柱端剪力柱類(lèi)型層號(hào)柱高（m）固端彎矩（KN.m）桿端剪力（KN）上下上下A軸柱63.341.2127.63-20.86-20.8653.318.7921.29-12.15-12.1543.321.2921.29-12.90-12.9033.321.2921.14-12.86-12.8623.321.6024.95-14.11-14.1114.114.857.43-5.43-5.43B軸柱63.3-43.71-34.3323.6523.6553.3-31.41-32.0919.2419.2443.3-32.09-32.0919.4519.4533.3-32.09-31.9819.4219.4223.3-32.44-35.7320.6620.6614.1-21.02-10.517.697.69C軸柱63.343.3936.95-24.35-24.3553.336.3236.46—22.06—22.0643.336.4636.46-22.10-22.1033.336.4636.46-22.10-22.1023.336.4639.41-22.99-22.9914.123.7611.88-8.69-8.69D軸柱63.3-39.60-31.8121.6421.6453.3-29.13-29.9617.9117.9143.3-29.96-29.9618.1618.1633.3-29.96-29.8618.1318.1323.3-30.20-34.3519.5619.5614.1-19.979.997.317.31

C20.86 23.65—1—=——-23.53至瑞8.04<=>G)24.3521.64"■ _s)e62.15 19.24— JsA.17.48 11.158.34e.6■—d?2.06 17.91—s>e-12.90 19.45- ￡>17.48 10.87一834<<s◎—22.10 18.16— 2)G)o■ 12.86 19.42—17.48 10.877J1 8.29s> 22.10 18.1： -S>?14.11 20.66~—-—o17.02 10.938,53?5&22.9919.56 ￡> 5.43 7.693400J17.20 11.13B C2600白R(shí)4eL8.69 7.312800?RJ15.8311.3816.6^14.3914.3117.4814.0?17.4814014.9414.0114.7613.8；23.09圖3.5恒載作用下剪力圖（單位：KN）23.093.6恒荷載作用下的柱軸力計(jì)算根據(jù)圖3.5恒荷載剪力計(jì)算簡(jiǎn)圖，按節(jié)點(diǎn)的平衡條件，得出柱軸力計(jì)算公式如下:柱軸力：N=P+G+V式中：v一梁端剪力；P——節(jié)點(diǎn)集中力G——柱自重以頂層柱A柱柱軸力計(jì)算為例。見(jiàn)圖3.6所示。梁端剪力：0+23.09=23.09KN集中荷載：43.75KN柱自重：0.4x0.4x25x3.3=13.2KN頂層B柱柱頂及柱底軸力：N項(xiàng)=P+V=43.75+23.09=66.84kNN底=66.84+]3.2=80.04KN柱軸力計(jì)算如表3.5所示。表3.5恒荷載作用下柱軸力柱類(lèi)型層號(hào)集中荷載(KN)柱自重(KN)鄰梁剪力(KN)柱頂軸力(KN)柱底軸力(KN)左梁右梁A軸柱643.7513.200.0023.0966.8480.04536.5813.200.0014.39131.01144.21436.5813.200.0017.48198.27211.47336.5813.200.0017.48265.53278.73236.5813.200.0014.94330.25343.45136.5816.400.0014.76394.79411.19B軸柱657.6613.2023.5311.3892.57105.77554.9113.2017.486.89185.05198.25454.9113.2017.487.17260.33291.01354.9113.2017.487.17353.09383.77254.9113.2017.027.11445.79476.01154.9116.4017.26.91537.83571.43C軸柱652.3713.2014.4615.8382.6695.86549.8313.2011.158.04164.88178.08449.8313.2010.878.34236.25260.32349.8313.2010.878.34318.49342.56249.8313.2010.938.29400.68424.81149.8316.4011.138.53483.17510.70D軸柱638.4713.2016.680.0055.1568.35532.113.2014.360.00114.81128.01432.113.2014.060.00160.11187.37332.113.2014.060.00219.47246.73232.113.2014.110.00278.83306.14132.116.4013.830.00338.24368.473400 ? 2600 , 2800圖3.6恒荷載作用下柱軸力圖（單位：KN）4一根框架活荷載作用下的內(nèi)力計(jì)算根據(jù)圖4.1豎向活載作用下的計(jì)算簡(jiǎn)圖，用彎矩二次分配法計(jì)算⑨軸線框架在活荷載作用下的彎矩。4.1計(jì)算固端、跨中彎矩將框架視為兩端固定梁，計(jì)算固端彎矩，活荷載作用下框架可按下面公式求得：%6=-1/1孕2頂層：1,TOC\o"1-5"\h\zMhAR=——xl,1^3.4 1.11=—xl.1海燈41.116BA121 7Mfi?r=——x0.7?3.=6- 0.446BC12Mi=—xl.l￡S.=6 0.446c8J2M?f=——x0.942a0.6112知6”=—x0.9刈2.=80.616dc12標(biāo)準(zhǔn)層：=——x4.5￡乎4.41樣121,TOC\o"1-5"\h\zMr,=—x4.5? 4.41BA12Mr「=——x3.9乂2.=6- 2.20BC12Mr?=—x3,9>42^6 2.20cb12Mrn=——x3.7分2^8- 2.45CD12M”=—x3.7￡2.=8 2.45DC12

彎矩分配及傳遞(分配系數(shù)同恒載)表4.1活荷載作用下彎矩分配及傳遞上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱卜柱0.50.50.30.30.370.280.350.560.11偏心心偏心矩偏心矩偏心矩-1.11kll-0.440.44-0.610.610.560.56-0.20-0.20-0.270.060.050.06-0.34-0.270.73-0.100.28-0.250.03-0.130.03-0.170.030.38-0.31-0.31-0.020.02-0.020.100.080.100.200.150.97-0.971.17-0.47-0.700.470.15-0.620.49-0.490.330.330.340.230.230.230.310.290.220.220.270.380.310.31-4.414.41-2.202.20-2.452.451.461.461.50-0.51-0.51-0.51-0.690.070.060.060.07-0.93-0.76-0.760.280.73-0.250.75-0.10-0.250.04-0.340.020.03-0.470.03-0.13-0.380.25-0.25-0.26-0.10-0.10-0.10-0.130.220.170.170.200.180.150.151.481.94-3.424.55-0.71-0.86-2.982.150.250.25-2.641.74-0.74-0.990.330.330.340.230.230.230.310.290.220.220.270.380.310.31-4.414.41-2.202.20-2.452.451.461.461.50-0.51-0.51-0.51-0.690.070.060.060.07-0.93-0.76-0.760.730.73-0.250.75-0.25-0.250.04-0.340.030.03-0.470.03-0.38-0.38-0.40-0.40-0.41-0.06-0.060.06-0.090.220.170.170.200.280.220.221.791.79-3.574.59-0.83-0.83-2.932.150.250.25-2.641.83-0.91-0.910.330.330.340.230.230.230.310.290.220.220.270.380.310.31-4.414.41-2.202.20-2.452.451.461.461.50-0.51-0.51-0.51-0.690.070.060.060.07-0.93-0.76-0.760.730.73-0.250.750.25-0.250.04-0.340.030.03-0.470.03-0.38-0.38-0.40-0.40-0.41-0.06-0.06-0.06-0.090.220.170.170.200.280.220.221.791.79-3.574.59-0.83-0.83-2.932.150.250.25-2.641.83-0.91-0.910.330.330.340.230.230.230.310.290.220.220.270.380.310.3：-4.414.41-2.202.20-2.452.451.461.461.50-0.51-0.51-0.51-0.690.070.060.060.07-0.93-0.76-0.760.730.77-0.250.75-0.25-0.270.04-0.340.030.03-0.470.03-0.380.39-0.41-0.41-0.42-0.06-0.06-0.06-0.080.220.170.170.200.280.230.231.771.82-3.594.59-0.82-0.83-2.932.150.250.25-2.641.83-0.91-0.920.350.30.350.240.240.20.320.220.190.290.410.320.27-4.414.41-2.202.20-2.452.451.541.321.54-0.53-0.53-0.44-0.710.080.060.050.07-1.00-0.78-0.660.730.00-0.270.77-0.250.000.04-0.350.030.00-0.500.04-0.380.000.160.14-0.16-0.130.13-0.11-0.180.250.180.160.240.140.110.092.111.18-3.294.52-0.92-0.55-3.052.170.260.20-2.641.62-1.05-0.570.6-0.280.1-0.29計(jì)算跨中彎矩見(jiàn)表4.2活荷載作用下跨中彎矩；以A?B軸邊跨為例進(jìn)行演算:“A6B6中=%x1.15x3.42-%x(0.97+1.17)=0.60KN.m

圖4.1活荷載作用下的計(jì)算簡(jiǎn)圖34002600.J2800圖4.1活荷載作用下的計(jì)算簡(jiǎn)圖34002600.J2800圖4.2活荷載作用下彎矩圖（單位：KN.m）梁類(lèi)型層號(hào)梁長(zhǎng)（m）固端彎矩（KN.m）跨中彎矩（KN.m）左右A-B軸邊跨63.4-0.971.170.6053.4-3.424.552.6443.4-3.574.592.5433.4-3.574.592.5423.4-3.574.592.5413.4-3.294.522.72B-C軸邊跨62.6-0.700.470.0852.6-2.982.150.7442.6-2.932.150.7632.6-2.932.150.7622.6-2.932.150.7612.6-3.052.170.69C-D軸邊跨62.8-0.620.490.3752.8-2.641.741.4942.8-2.641.831.4432.8-2.641.831.4422.8-2.641.831.4412.8-2.641.621.55

活荷載作用下剪力計(jì)算梁：EMA=0 MA-MBA12(jl-Q.hQb=(Ma_MP1-4/2.EMb=0 Ma-Mr4/Ml-Q.=QA=CMA-M1/Z+l/2.柱：ZMc=0 -Mc-MD-QD.h=0&=Y%+MJ/ZMd=0 -Mc-MD-Qc.h=0&=Y%+M》/圖4.3剪力計(jì)算簡(jiǎn)圖Nc圖4.3剪力計(jì)算簡(jiǎn)圖（1）梁端剪力計(jì)算如表4.3所示。表4.3活荷載作用下梁端剪力梁類(lèi)型層號(hào)梁長(zhǎng)（m）線荷載q(kN/m)固端彎矩（KN.m）桿端剪力（KN）左右左右A-B軸邊跨63.41.15-0.971.171.90-2.0153.44.58-3.424.557.45-8.1243.44.58-3.574.597.49-8.0933.44.58-3.574.597.49-8.0923.44.58-3.574.597.49-8.0913.44.58-3.294.527.42-8.15

B-C軸邊跨62.60.78-0.700.471.10-0.9352.63.91-2.982.155.40-4.7642.63.91-2.932.155.38-4.7832.63.91-2.932.155.38-4.7822.63.91-2.932.155.38-4.7812.63.91-3.052.175.42-4.74C-D軸邊跨62.80.94-0.620.491.36-1.2752.83.75-2.641.745.57-4.9342.83.75-2.641.835.54-4.9632.83.75-2.641.835.54-4.9622.83.75—2.641.835.54-4.9612.83.75-2.641.625.61-4.89（2）柱端剪力計(jì)算如表4.4所示表4.4活荷載作用下柱端剪力值柱類(lèi)型層號(hào)柱高（m）固端彎矩（KN.m）桿端剪力（KN）上下上下A軸柱63.30.971.48-0.74-0.7453.31.941.79-1.13-1.1343.31.791.79-1.08-1.0833.31.791.77-1.08-1.0823.31.822.11-1.19-1.1914.11.180.6-0.43-0.43B軸柱63.3-0.47-0.710.360.3653.3-0.86-8.32.782.7843.3-8.3-8.25.005.0033.3—8.3-8.35.035.0323.3-8.3-0.922.792.7914.