框架結(jié)構(gòu)宿舍樓畢業(yè)設(shè)計說明

..XXXX大學(xué)畢業(yè)設(shè)計題目：威海市電子科技大學(xué)五層宿舍樓框架結(jié)構(gòu)設(shè)計院、系：建筑工程系姓名：XXX指導(dǎo)教師：XXX系主任：XXX年月日威海市電子科技大學(xué)五層宿舍樓框架結(jié)構(gòu)設(shè)計摘要本設(shè)計為威海市電子科技大學(xué)五層宿舍樓框架結(jié)構(gòu)設(shè)計,該項目位于威海市主要用于解決學(xué)生宿舍不足的問題,該項目根據(jù)規(guī)范對其進行結(jié)構(gòu)設(shè)計。該公寓高19.8m,總建筑面積為2983m2,為7度抗震設(shè)防烈度,地基土質(zhì)較為穩(wěn)定。結(jié)構(gòu)設(shè)計由框架設(shè)計、抗震設(shè)計、構(gòu)件設(shè)計和基礎(chǔ)設(shè)計等組成。本設(shè)計主要對1榀框架進行配筋設(shè)計。在確定框架布局與分配統(tǒng)計得到各種荷載、作用的大小之后,按D值法、分層法及底部剪力法等方法計算得出結(jié)構(gòu)內(nèi)力,并以此為基礎(chǔ),進行內(nèi)力組合然后選出最不利的一組進行配筋,最后得到配筋成果。此外,本設(shè)計還采用PKPM等軟件進行設(shè)計。關(guān)鍵詞：框架結(jié)構(gòu)、結(jié)構(gòu)設(shè)計TheFiveLayerApartmentBuildingofWeihaiElectronicScienceandTechnologyUniversityAbstractThisdesignfortheuniversityofelectronicscienceandtechnologyinweihaicityfivelayersofadormitorybuildingframestructuredesign,theprojectislocatedinweihaicityismainlyusedtosolvetheproblemofinsufficientstudentdormitory,theprojectaccordingtothespecificationforstructuraldesign.Theapartmentis19.8meterstall,withatotalconstructionareaof2983m2,of7degreeseismicfortificationintensity,thefoundationsoilisrelativelystable.Theframeworkdesign,seismicdesignofstructuredesign,componentdesignandfoundationdesign,etc.Thisdesignmainlyfor1crossreinforcementdesign.Indeterminingtheframelayoutanddistributionaftergettingallkindsofload,theeffectofthesizeofthestatistics,theDvaluemethod,hierarchicalmethod,andthebottomshearmethodcalculatesthestructureinternalforce,andonthisbasis,agroupofinternalforcecombinationandchoosethemostunfavorabletoreinforcement,reinforcementresultsfinally.Inaddition,thisdesignalsoUSESthePKPMsoftwaretodesign,etc.Keywords：electricmachine,faultanalysis目錄摘要 =1\*ROMANIAbstract =2\*ROMANII第1章工程概況11.1工程概況11.2設(shè)計依據(jù)11.3建筑平面圖21.4結(jié)構(gòu)布置圖3第2章結(jié)構(gòu)布置42.1梁尺寸估算42.2柱截面尺寸估算4第3章荷載統(tǒng)計73.1恒荷載統(tǒng)計73.2活荷載統(tǒng)計9第4章屋蓋及樓蓋設(shè)計104.1樓面板設(shè)計104.2屋面板設(shè)計14第5章風(fēng)荷載作用下框架內(nèi)力計算175.1風(fēng)荷載作用下標準值計算175.2風(fēng)荷載作用下水平位移計算175.3框架線剛度計算185.4柱側(cè)移剛度計算195.5風(fēng)荷載作用下內(nèi)力計算19第6章地震作用236.1抗震設(shè)計中的重力荷載代表值計算236.2框架線剛度計算256.3地震周期計算266.3.1計算基本周期266.3.2水平地震作用下內(nèi)力計算27第7章豎向荷載作用下框架內(nèi)力計算317.1荷載計算317.1.1恒載計算317.1.2活載計算327.2彎矩計算337.2.1恒載作用下彎矩計算337.2.2活載作用下彎矩計算347.3力矩分配35第8章內(nèi)力組合408.1框架梁內(nèi)力組合408.1.1框架梁端彎矩調(diào)幅408.1.2框架梁端內(nèi)力調(diào)整418.1.3梁的荷載組合448.2框架柱的內(nèi)力組合518.2.1框架柱端內(nèi)力調(diào)整518.2.2框架柱的荷載組合52第9章截面設(shè)計609.1框架梁設(shè)計609.2框架柱設(shè)計67第10章樓梯設(shè)計7510.1設(shè)計資料7510.2梯段板設(shè)計7510.3平臺板設(shè)計7610.4平臺梁設(shè)計77第11章節(jié)點設(shè)計7911.1頂層中間節(jié)點7911.2其他中間節(jié)點和端節(jié)點79第12章基礎(chǔ)設(shè)計8112.1橫向框架柱下基礎(chǔ)設(shè)計8112.2中柱雙柱聯(lián)合基礎(chǔ)設(shè)計85致謝88參考文獻89..工程概況工程概況本工程為威海市電子科技大學(xué)五層框架結(jié)構(gòu)宿舍樓。本工程為鋼筋混凝土框架結(jié)構(gòu),總建筑面積2983m2,設(shè)計使用年限為50年。本建筑按7度抗震設(shè)防。威海市地區(qū)基本雪壓,基本風(fēng)壓,地面粗糙度為C類。地勢較平坦,地表下土層分布較不均勻,分為四層：第一層0.4m雜填土；第二層0.4-1.4m粉土層,地基承載力260kPa；第三層1.4-4.5m粘土層,地基承載力300kPa。設(shè)計依據(jù)混凝土及砌體結(jié)構(gòu)〔上冊．房屋建筑學(xué)<第二版結(jié)構(gòu)力學(xué)Ⅰ-基本教程〔第3版土木工程抗震設(shè)計〔第三版基礎(chǔ)工程〔第二版.高層建筑結(jié)構(gòu)〔第三版.混凝土結(jié)構(gòu)設(shè)計規(guī)范〔GB50010—2010．建筑抗震設(shè)計規(guī)范〔GB50011—2010．建筑平面圖圖1-1標準層平面圖結(jié)構(gòu)布置圖圖1-2結(jié)構(gòu)布置圖結(jié)構(gòu)布置主體結(jié)構(gòu)共五層,1層的層高為4.2m,2-5層的層高為3.9m。女兒墻的高度0.9m。柱埋深取為0.75m,室內(nèi)外高差為0.45m。外墻厚290,內(nèi)墻厚190。門為木門,門洞尺寸為1.0m×2.1m。窗的材料為鋁合金窗,洞口尺寸為2.7m×2.1m。樓蓋、屋蓋均采用鋼筋混凝土結(jié)構(gòu)。梁截面高度按梁跨度的1/12~1/8估算,寬度取截面高度的1/3~1/2,各層梁截面尺寸及混凝土強度等級見表4-1。C30混凝土<>。梁尺寸估算表2-1各層梁截面尺寸及混凝土強度等級單位：<mm×mm>層次混凝土等級邊跨梁〔b×h中跨梁〔b×h2~51層柱截面尺寸估算柱截面尺寸可根據(jù)柱的軸壓比限值確定。,〔2-1式中N：軸壓比設(shè)計值B：考慮地震作用時柱軸力增大系數(shù),邊柱取1.3,中柱取1.2F：按支剪狀態(tài)計算的柱子的負載面積：單位面積上的重力荷載代表值N：驗算截面以上的樓層層數(shù)：柱子的截面面積柱子的軸壓比限值,一、二、三級分別為0.65、0.75、0.85。查得抗震等級為三級時,取柱子的軸壓比限值為0.85,其中hc≥400mm,bc≥350mm。由公式得第一層柱截面面積為：邊柱：中柱：圖2-1框架計算簡圖若柱截面為正方形,則邊柱和中柱截面312mm和378mm。據(jù)計算結(jié)果綜合考慮其他因素,柱截面尺寸取值如下：1~5層：450mm×450mm荷載統(tǒng)計恒荷載統(tǒng)計1.屋面框架梁線荷載標準值2.樓面框架梁線荷載標準值3.屋面框架節(jié)點集中荷載標準值4.樓面框架節(jié)點集中荷載標準值活荷載統(tǒng)計1.屋面活荷載取活荷載與雪荷中的較大值：2.樓面活荷標準值取,走道取屋蓋及樓蓋設(shè)計樓面板設(shè)計取1m的板帶作為計算單元進行計算。1.荷載計算2.內(nèi)力計算=1\*GB2⑴計算跨度方向：方向：=2\*GB2⑵彎矩計算圖4-1樓面板計算簡圖,,取在配筋過程中鋼筋無彎起,則：令荷載設(shè)計值,則：3.配筋計算取1m板帶作為計算單元進行計算設(shè)計資料：板厚h=100mm,板的混凝土采用C30,HRB400級鋼筋,板的混凝土保護層厚度,。,,,。=1\*GB2⑴方向板中配筋：此時按最小配筋率配筋,選用C10@200<>。,滿足要求。=2\*GB2⑵方向板邊緣配筋：選用C10@200<>,滿足要求。=3\*GB2⑶方向板中配筋：選用C10@200<>,滿足要求。=4\*GB2⑷方向板邊的配筋：選用C10@200<>,滿足要求。衛(wèi)生間因防水要求板厚為80mm=60mm=1\*GB2⑴方向板中配筋：此時按最小配筋率配筋,選用C10@200<>。=2\*GB2⑵方向板邊緣配筋：選用C10@200<>,滿足要求。=3\*GB2⑶方向板中配筋：選用C10@200<>,滿足要求。=4\*GB2⑷方向板邊的配筋：選用C10@200<>,滿足要求。屋面板設(shè)計取1m的板帶作為計算進行計算。1.荷載計算圖4-2屋面板計算簡圖2.內(nèi)力計算=1\*GB2⑴計算跨度方向：方向：=2\*GB2⑵彎矩計算,,取在配筋過程中鋼筋無彎起,則：令荷載設(shè)計值,得：3.配筋計算取1m板帶作為計算單元設(shè)計資料：板厚h=100mm,板的混凝土采用C30,HPB235級鋼筋,板的混凝土保護層厚度,。=1\*GB2⑴方向板中配筋：此時按最小配筋率配筋,選用C10@200<>。=2\*GB2⑵方向板邊緣配筋：選用C10@200<>,滿足要求。=3\*GB2⑶方向板中配筋：選用C8@130<>,滿足要求。=4\*GB2⑷方向板邊的配筋：選用C10@200<>,滿足要求。風(fēng)荷載作用下框架內(nèi)力計算風(fēng)荷載作用下標準值計算風(fēng)荷載標準值按式計算。式中的為基本風(fēng)壓。為風(fēng)荷載體型系數(shù),矩形平面建筑風(fēng)荷載體型系數(shù)1.3。本建筑中,故取=1.3,風(fēng)壓高度變化系數(shù),與地面粗糙程度有關(guān)。風(fēng)振系數(shù),本設(shè)計房屋高度小于30m,因此該房屋框架不需考慮風(fēng)壓脈動的影響?？山撇捎谜裥陀嬎泓c距室外地面高度Z與房屋H的比值,為風(fēng)壓高度變化系數(shù)。威海市基本風(fēng)壓,地面粗糙程度為c類。求得各樓層標高處的見表6-1,風(fēng)荷載作用下結(jié)構(gòu)計算見圖6-1。表5-1沿房屋高度分布風(fēng)荷載標準值層次Z<m>B<m>H<m>><kN>51.01.320.250.740.633.92.85741.01.316.350.670.573.93.98.6731.01.312.450.650.553.93.98.3721.01.38.550.650.553.93.98.3711.01.34.650.650.553.94.2759.17風(fēng)荷載作用下水平位移計算風(fēng)荷載作用下框架側(cè)移剛度按D值法計算,見表5-2。圖51風(fēng)荷載作用下結(jié)構(gòu)計算簡圖表5-2風(fēng)荷載作用下各層框架柱D值及剪力值層數(shù)層剪力kN邊柱D值N/mm中柱D值N/mmN/mm每層邊柱剪力kN每層中柱剪力kN571001414638493041.422.08415.671001414638493043.184.65324.041001414638493044.887.14232.411001414638493046.589.63141.58525764591817512.0214.76框架線剛度計算橫梁線剛度計算過程見表5-3,柱線剛度計算過程見表5-4。表5-3橫梁線剛度計算類別層次/N/mm2/mm2/mm4/m邊橫梁1~5層走道梁1~5層續(xù)表5-3橫梁線剛度計算類別層次/N.mm/N.mm/N.mm邊橫梁1~5層2..454×10103.681×10104.908×1010走道梁1~5層2.29×10103.44×10104.57×1010表5-4柱線剛度計算層次/mm/N/mm2/mm2/mm4/N.mm1層54003.0×104450×4503.417×10101.898×10102~539003.0×104450×4503.417×10102.628×1010注：柱的線剛度,為柱的截面慣性矩,h為框架柱的計算高度。柱側(cè)移剛度計算表5-5中框架柱側(cè)移剛度D值層次邊柱:<14根>中柱:<14根>2~51.8680.483100144.8020.70614638493041層2.5860.67352576.650.827645918175注：柱的側(cè)移剛度風(fēng)荷載作用下內(nèi)力計算根據(jù)各樓層剪力及柱的抗側(cè)移剛度,可求得分配各框架柱的剪力,i層j柱分配到的剪力及該柱上下端的彎矩分配按下列各式計算：上端彎矩：下端彎矩：由此可得：框架柱的固端彎矩,邊柱與中柱的計算結(jié)果見表5-5。求得柱的軸力,見表5-6。風(fēng)荷載F的M、V、N見圖5-2,圖5-3。表5-5各層柱端彎矩及剪力計算層次/m/KN/N/mm邊柱y53.9749304100141.421.8680.3932.153.3643.915.6749304100143.181.8680.4435.56.9133.924.0449304100144.881.8680.4959.389.6523.932.4149304100146.581.8680.54313.9411.7315.441.5818175525712.022.5860.59334.4926.42層次hi/mVi/KN/N/mm中柱y53.9749304146382.084.8020.453.654.6243.915.6749304146384.654.8020.5009.079.0733.924.0449304146387.144.8020.50013.9213.9223.932.4149304146389.634.8020.50018.7818.7815.441.5818175645914.766.650.5543.8435.87表5-6梁端彎矩、剪力及柱軸力計算層次邊跨梁軸力N/kNm/kNmL/m/kN邊柱N/kN中柱N/kN53.361.796.61.8240.833.1149.065.136.64.7802.719.87315.158.956.68.0095.5915.99221.1112.736.611.2439.4824.25140.3615.716.614.29118.7147.45層次走道梁軸力NMBC/kNmMCB/kNmL/mVb/kN邊柱N/kN中柱N/kN52.833.362.10.8400.833.1147.69.062.12.2732.719.87314.0415.152.13.9385.5915.99219.9721.112.15.4499.4824.25130.6540.362.17.04018.7147.45圖5-2風(fēng)載作用下框架剪力圖圖5-3風(fēng)載作用下柱軸力圖圖5-4風(fēng)荷載作用下框架彎矩圖地震作用抗震設(shè)計中的重力荷載代表值計算〔6-1頂層：女兒墻自重：屋頂屋面板自重：頂層橫梁自重：頂層縱梁自重：頂層柱自重：門面積：窗面積：門自重：窗自重：內(nèi)墻面積：外墻面積：內(nèi)墻自重：外墻自重：頂層自重：屋面雪荷載：

頂層重力荷載代表值：2-4層：樓面板自重：2-4層自重：2-4層重力荷載代表值：底層：柱自重：外墻面積：窗面積：內(nèi)墻門面積：外墻門面積：內(nèi)墻面積：窗自重：門自重：外墻自重：內(nèi)墻自重：底層自重：底層重力荷載代表值：1-4層活荷載：衛(wèi)生間：樓梯間：走廊：其他：框架線剛度計算框架梁梁線剛度計算過程見表6-1,框架柱側(cè)移剛度計算過程見表6-2,計算見表6-3。表6-1框架梁梁線剛度計算部位斷面跨度<m>矩形截面慣性矩邊跨梁中跨梁屋面梁6.65.48.13.6810.84.91樓層梁6.65.48.13.6810.84.91走道梁2.11.62.43.433.24.57表6-2框架柱側(cè)移剛度計算層數(shù)層高柱名根數(shù)樓層53.9中框架中柱中框架邊柱邊框架中柱邊框架邊柱1818443.611.872.711.40.6930.4830.5750.4122.6280.7891.3331.0011.1920.85423.99418.0184.7683.41650.1962-43.9中框架中柱中框架邊柱邊框架中柱邊框架邊柱1818443.611.872.711.40.6930.4830.5750.4122.6280.7891.3331.0011.1920.85423.99418.0184.7683.41650.19615.4中框架中柱中框架邊柱邊框架中柱邊框架邊柱1818444.992.593.751.940.7850.6730.7390.6191.8980.4120.6140.5260.5780.48411.0529.4682.3121.93624.768表6-3計算層數(shù)56912.46912.450.1960.01160.26311535.2403.9145119.3512031.7550.1960.02530.25151725.86434.0535119.3517151.150.1960.0390.22621552.24351.1725119.3522270.4550.1960.05260.18721284.61240.4815956.428226.8524.7680.13460.1346932.02125.4528226.857029.931555.06地震周期計算計算基本周期按頂點位移法計算基本周期：按能量法計算基本周期：取按照地震影響系數(shù)曲線,設(shè)防烈度7度時確定場地類別：場地覆蓋層厚度>20m,故場地計算深度由規(guī)范可知,該場地為二類場地設(shè)計地震分組第一組II類場地,設(shè)計地震分組為第一組時,結(jié)構(gòu)總水平地震作用效應(yīng)標準值各樓層水平地震作用標準值按下式計算：修正：計算結(jié)果如表6-4表6-4層次53.9216912.4120784.73653655019600.0730.01943.917.112031.75115285.83497145019600.1420.03633.913.217151.1885232689825019600.1960.0523.99.322270.4561760.318711695019600.2330.05915.45.428226.8535314.210712762476800.5150.1水平地震作用下內(nèi)力計算水平地震作用近似取倒三角形分布,確定各柱的反彎點高度利用D值法,以中框架為例計算結(jié)果如表6-5、6-6、6-7、6-8剪力圖、軸力圖、彎矩圖見圖6-1、6-2、6-3表6-5框架柱剪力計算層數(shù)層剪力53650.0210.0277.39.85547140.0210.02714.2819.27839820.0210.02719.6426.514211690.0210.02723.3831.563112760.0210.02526.79631.9表6-6框架柱反彎點高度比層數(shù)51.870.3940000.3943.610.450000.4541.870.4440000.4443.610.50000.531.870.4940000.4943.610.50000.521.870.50000.53.610.50000.512.590.550000.554.990.650000.65表6-7框架柱端彎矩計算層數(shù)51.53711.2217.251.75517.321.1441.73224.7330.961.9537.5937.5931.92737.8538.751.9551.751.721.9561.5545.591.9561.5561.5512.9779.5865.112.9794.7477.52表6-8框架梁端彎矩層數(shù)517.259.112.0412.04442.1823.631.2931.29376.638.3950.950.9283.4448.764.5564.551126.7259.879.2779.27圖6-1地震荷載作用下框架剪力圖圖6-2地震荷載作用下柱軸力圖圖6-3地震荷載作用下框架彎矩圖豎向荷載作用下框架內(nèi)力計算取3軸橫向框架進行計算,計算單元如下圖7-1所示。圖7-1橫向框架計算單元荷載計算恒載計算各層梁上作用的恒載如下圖7-2所示。圖7-2各層梁上作用的恒載表7-1橫向框架橫荷載匯總表層數(shù)kN/mkN/mkN/mkN/mkNkNkNmkNm54.843.2025.3513.6553.1158.323.9834.3742~410.8463.2014.0017.53947.1353.2523.5353.994110.8463.2014.0017.53947.1353.2523.5353.994活載計算各層梁上作用的活載如下圖7-3所示?；詈奢d計算見表7-2。圖7-3各層梁上作用的活載表7-2橫向框架活荷載匯總表層次kN/mkN/mkNkNkNmkNm51.7550.9453.426.880.2570.5162~47.85.257.60517.220.571.29217.85.257.60517.220.571.292彎矩計算恒載作用下彎矩計算5層：2~4層：1層：活載作用下彎矩計算5層：2~4層：1層：力矩分配采用三次力矩分配法進行彎矩計算,計算過程如下圖7-4、7-5所示,彎矩圖如下圖7-6、7-7所示。圖7-4恒載作用下縱向框架彎矩的三次分配法圖7-5活荷作用下框架彎矩三次分配法圖7-6恒載作用下框架彎矩圖圖7-7活載作用下框架彎矩圖內(nèi)力組合框架梁內(nèi)力組合框架梁端彎矩調(diào)幅根據(jù)框架結(jié)構(gòu)的合理破壞形式,減少支座及節(jié)點處的負筋數(shù)量,方便澆筑混凝土和鋼筋綁扎,所以在進行框架結(jié)構(gòu)設(shè)計時,需要對梁端的負彎矩進行調(diào)幅。彎矩調(diào)幅系數(shù)。以一層邊跨梁在恒載作用下梁端彎矩調(diào)幅為例：梁端負彎矩：,跨中正彎矩：調(diào)幅：簡支梁計算跨中彎矩：比較取較大值,則跨中彎矩調(diào)幅為。表8-1恒載作用下梁端彎矩調(diào)幅恒載作用下梁端彎矩調(diào)幅樓層軸線處梁端彎矩跨中彎矩調(diào)幅后梁端彎矩荷載調(diào)幅后跨中彎矩左右左右5邊跨43.8780.4877.5137.2968.4186.8427.2386.84中跨47.2647.2641.2640.1740.1733.7011.7333.70邊跨80.4843.8777.5168.4137.2986.8427.2386.844邊跨52.6972.4959.0344.7961.6268.4224.1568.42中跨31.7831.7827.4227.0127.0122.667.9022.66邊跨72.4952.6959.0361.6244.7968.4224.1568.423邊跨52.6972.4959.0344.7961.6268.4224.1559.03中跨31.7831.7827.4227.0127.0122.667.9022.66邊跨72.4952.6959.0361.6244.7968.4224.1568.422邊跨52.6972.4959.0344.7961.6268.4224.1568.42中跨31.7831.7827.4227.0127.0122.667.9022.66邊跨72.4952.6959.0361.6244.7968.4224.1568.421邊跨51.1272.2059.8543.4561.3769.1024.1569.10中跨33.1433.1428.7828.1728.1723.817.9023.81邊跨72.2051.1259.8561.3743.4569.1024.1569.10表8-2活載作用下梁端彎矩調(diào)幅活載作用下梁端彎矩調(diào)幅樓層軸線處梁端彎矩跨中彎矩調(diào)幅后梁端彎矩荷載調(diào)幅后跨中彎矩左右左右5邊跨2.574.844.142.184.114.701.554.70中跨2.652.652.322.252.251.930.591.93邊跨4.842.574.144.112.184.701.554.704邊跨16.8722.4215.2314.3419.0518.187.4118.18中跨8.308.306.487.057.055.253.285.25邊跨22.4216.8715.2319.0514.3418.187.4118.183邊跨16.8722.4215.2314.3419.0518.187.4115.23中跨8.308.306.487.057.055.253.285.25邊跨22.4216.8715.2319.0514.3418.187.4118.182邊跨16.8722.4215.2314.3419.0518.187.4118.18中跨8.308.306.487.057.055.253.285.25邊跨22.4216.8715.2319.0514.3418.187.4118.181邊跨16.4722.3314.9714.0018.9817.887.4117.88中跨8.648.646.827.347.345.533.285.53邊跨22.3316.4714.9718.9814.0017.887.4117.88框架梁端內(nèi)力調(diào)整梁端的最危險截面在梁端柱邊,所以要將梁端軸線處的彎矩調(diào)整為梁端柱邊彎矩?？筛鶕?jù)下式公式進行調(diào)整：以一層邊跨梁為例計算恒載作用下梁端柱邊彎矩：軸線處梁端彎矩：,軸線處梁端剪力：,恒荷載：梁端柱邊剪力和剪力計算：表8-3恒載作用下梁端彎矩與剪力恒載作用下梁端彎矩與剪力層號梁類型荷載軸線處梁端彎矩軸線處梁端剪力梁端彎矩梁端剪力跨中剪力1邊跨24.1543.4561.3773.3779.7528.1644.6567.9474.323.19中跨7.9028.1728.1716.3416.3424.8924.8914.5614.560.00邊跨24.1561.3743.4579.7573.3744.6528.1674.3267.94-3.192~4邊跨24.1544.7961.6273.5679.5629.4644.9468.1374.133.00中跨7.9027.0127.0116.3416.3423.7323.7314.5614.560.00邊跨24.1561.6244.7979.5673.5644.9429.4674.1368.13-3.005邊跨27.2337.2968.4187.2298.3119.0447.6781.0992.185.55中跨11.7340.1740.1712.3212.3237.9937.999.689.680.00邊跨27.2368.4137.2998.3187.2247.6719.0492.1881.09-5.55表8-4活載作用下梁端彎矩與剪力活載作用下梁端彎矩與剪力層號梁類型荷載軸線處梁端彎矩軸線處梁端剪力梁端彎矩梁端剪力跨中剪力1邊跨6.891418.9821.8523.629.4314.0120.3022.070.89中跨3.287.347.343.453.456.736.732.712.710.00邊跨6.8918.981423.6221.8514.019.4322.0720.30-0.882~4邊跨6.8914.3419.0521.8523.629.7714.0820.3022.070.89中跨3.287.057.053.453.456.446.442.712.710.00邊跨6.8919.0514.3423.6221.8514.089.7722.0720.30-0.885邊跨1.552.184.114.775.461.192.964.425.110.35中跨2.142.252.253.453.451.581.582.972.970.00邊跨1.554.112.185.464.772.961.195.114.42-0.35表8-5左風(fēng)作用下梁端彎矩與剪力左風(fēng)作用下梁端彎矩與剪力層號梁類型梁端彎矩梁端剪力跨中彎矩跨中剪力5邊跨3.271.700.830.830.790.83中跨2.532.533.943.940.003.94邊跨1.703.270.830.83-0.790.834邊跨8.824.881.881.881.971.88中跨6.796.798.648.640.008.64邊跨4.888.821.881.88-1.971.883邊跨14.748.542.882.883.102.88中跨12.5412.5413.2613.260.0013.26邊跨8.5414.742.882.88-3.102.882邊跨20.5312.153.893.894.193.89中跨17.8317.8317.8917.890.0017.89邊跨12.1520.533.893.89-4.193.891邊跨39.4014.759.239.2312.339.23中跨27.3727.3737.9637.960.0037.96邊跨14.7539.409.239.23-12.339.23表8-6左震作用下梁端彎矩與剪力左震作用下梁端彎矩與剪力層號梁類型梁端彎矩梁端剪力跨中彎矩跨中剪力5邊跨16.808.653.993.994.083.99中跨10.7510.7511.4711.470.0011.47邊跨8.6516.803.993.99-4.083.994邊跨41.0622.489.979.979.299.97中跨27.9427.9429.829.80.0029.80邊跨22.4841.069.979.97-9.299.973邊跨74.6436.4317.4217.4219.1117.42中跨45.4545.4548.4848.480.0048.48邊跨36.4374.6417.4217.42-19.1117.422邊跨81.1946.4520.0220.0217.3720.02中跨57.6357.6361.4861.480.0061.48邊跨46.4581.1920.0220.02-17.3720.021邊跨123.5456.6228.2628.2633.4628.26中跨57.6357.6375.575.50.0075.50邊跨56.62123.5428.2628.26-33.4628.26梁的荷載組合梁的組合形式：①無地震作用時的組合：②有地震作用時的組合：具體有以下幾種組合形式：①②③④⑤⑥⑦內(nèi)力組合中,沒有考慮活荷載的最不利位置,而把活荷載同時作用在所有框架上乘以1.1的系數(shù)予以增大再直接進行內(nèi)力組合抗震調(diào)整：抗震設(shè)計時按照：強柱弱梁,強剪弱彎的原則將梁端剪力,柱端彎矩,柱端剪力進行抗震調(diào)整。框架梁端部截面組合的剪力設(shè)計值公式：其中：三級抗震時梁剪力增大系數(shù)。..一層梁的內(nèi)力組合荷載類型恒載活載左風(fēng)右風(fēng)左震右震荷載編號①②③④⑤⑥截面內(nèi)力值MVMVMVMVMVMVⅠ-28.1667.94-9.4320.3039.40-9.23-39.409.23123.54-28.26-123.5428.26Ⅱ69.10-3.1917.88-0.8912.33-9.23-12.339.2333.46-28.26-33.4628.26Ⅲ-44.65-74.32-14.01-22.07-14.75-9.2314.759.23-56.62-28.2656.6228.26Ⅳ24.8914.56-6.732.7127.37-37.96-27.3737.9657.63-75.50-57.6375.50Ⅴ-23.810.00-5.530.000.00-37.960.0037.960.00-75.500.0075.50Ⅵ24.89-14.56-6.732.71-27.37-37.9627.3737.96-57.63-75.5057.6375.50Ⅶ-44.6574.32-14.0122.0714.75-9.23-14.759.2356.62-28.26-56.6228.26Ⅷ69.103.1917.880.89-12.33-9.2312.339.23-33.46-28.2633.4628.26Ⅸ-28.16-67.94-9.43-20.30-39.40-9.2339.409.23-123.54-28.26123.5428.26A:1.35<1.0>×永久荷載+1.4×0.7×活載,B:1.2〔1.0×永久荷載+1.4×活載+1.4×0.6×風(fēng)載C:1.2〔1.0×永久荷載+1.4×0.7×活載+1.4×風(fēng)載,D:1.2×重力荷載+1.3×地震作用,E：地震作用下剪力調(diào)整A1：1.0×①A2：1.35×①+1.4×0.4×②B1：1.0×①+1.4×0.6×③B2：1.2×①+1.4×②+1.4×0.6×④B3：1.0×①+1.4×0.6×④B4：1.2×①+1.4×②+1.4×0.6×③C1：1.0×①+1.4×③C2：1.2×①+1.4×0.7×②+1.4×④C3：1.0×①+1.4×④C4：1.2×①+1.4×0.7×②+1.4×③D1：1.2×<①+0.5×②>+1.3×⑤D2：1.2×<①+0.5×②>+1.3×⑥控制截面組合項目MV組合項目MV組合項目MV組合項目MVVⅠA1-28.1667.94B14.9460.19C127.0055.02D1121.1556.9735.80A2-47.26111.61B2-80.09117.70C2-98.19114.34D2-200.05130.45119.58A2-47.26111.61B2-80.09117.70C2-98.19114.34D2-200.05130.45119.58ⅡA2110.81-5.18B4118.31-12.83C4117.70-17.62D1137.15-41.10ⅢA1-44.65-74.32B3-32.26-66.57C3-24.00-61.40D211.62-65.69-22.68A2-74.01-121.96B4-85.58-127.84C4-87.96-123.73D1-135.59-139.16-106.46A2-74.01-121.96B4-85.58-127.84C4-87.96-123.73D1-135.59-139.16-106.46ⅣA124.8914.56B147.88-17.33C163.21-38.58D1100.75-79.05-83.98A227.0122.31B2-2.5453.15C2-15.0573.27D2-49.09117.25115.81A227.0122.31B2-2.5453.15C2-15.0573.27D2-49.09117.25115.81ⅤA1-23.810.00A1-23.810.00A1-23.810.00D2-31.8998.15ⅥA124.89-14.56B347.8817.33C363.2138.58D2100.7582.3086.69A227.01-17.00B4-2.54-45.56C4-15.05-67.96D1-49.09-114.00-113.10A227.01-17.00B4-2.54-45.56C4-15.05-67.96D1-49.09-114.00-113.10ⅦA1-44.6574.32B1-32.2666.57C1-24.0061.40D111.6265.6943.86A2-74.01121.96B2-85.58127.84C2-87.96123.73D2-135.59139.16127.64A2-74.01121.96B2-85.58127.84C2-87.96123.73D2-135.59139.16127.64ⅧA2110.815.18B2118.3112.83C2117.7017.62D2137.1541.10ⅨA1-28.16-67.94B34.94-60.19C327.00-96.36D2121.15-56.97-14.62A2-47.26-111.61B4-80.09-117.70C4-98.19-114.34D1-200.05-130.45-98.40A2-47.26-111.61B4-80.09-117.70C4-98.19-114.34D1-200.05-130.45-98.40二層梁的內(nèi)力組合荷載類型恒載活載左風(fēng)右風(fēng)左震右震荷載編號①②③④⑤⑥截面內(nèi)力值MVMVMVMVMVMVⅠ-29.4668.13-9.7720.3020.53-3.89-20.533.8981.19-20.02-81.1920.02Ⅱ68.42-3.0018.18-0.894.19-3.89-4.193.8917.37-20.02-17.3720.02Ⅲ-44.94-74.13-14.08-22.07-12.15-3.8912.153.89-46.45-20.0246.4520.02Ⅳ23.7314.56-6.442.7117.83-17.89-17.8317.8957.43-64.48-57.4364.48Ⅴ-22.660.00-5.250.000.00-17.890.0017.890.00-61.480.0061.48Ⅵ23.73-14.56-6.442.71-17.83-17.8917.8317.89-57.43-64.4857.4364.48Ⅶ-44.9474.13-14.0822.0712.15-3.89-12.153.8946.45-20.02-46.4520.02Ⅷ68.423.0018.180.89-4.19-3.894.193.89-17.37-20.0217.3720.02Ⅸ-29.46-68.13-9.77-20.30-20.53-3.8920.533.89-81.19-20.0281.1920.02A:1.35<1.0>×永久荷載+1.4×0.7×活載,B:1.2〔1.0×永久荷載+1.4×活載+1.4×0.6×風(fēng)載C:1.2〔1.0×永久荷載+1.4×0.7×活載+1.4×風(fēng)載,D:1.2×重力荷載+1.3×地震作用,E：地震作用下剪力調(diào)整A1：1.0×①A2：1.35×①+1.4×0.4×②B1：1.0×①+1.4×0.6×③B2：1.2×①+1.4×②+1.4×0.6×④B3：1.0×①+1.4×0.6×④B4：1.2×①+1.4×②+1.4×0.6×③C1：1.0×①+1.4×③C2：1.2×①+1.4×0.7×②+1.4×④C3：1.0×①+1.4×④C4：1.2×①+1.4×0.7×②+1.4×③D1：1.2×<①+0.5×②>+1.3×⑤D2：1.2×<①+0.5×②>+1.3×⑥控制截面組合項目MV組合項目MV組合項目MV組合項目MVVⅠA1-29.4668.13B1-12.2164.86C1-0.7262.68D164.3367.9148.26A2-49.35111.87B2-66.28113.44C2-73.67107.10D2-146.76119.96107.62A2-49.35111.87B2-66.28113.44C2-73.67107.10D2-146.76119.96107.62ⅡA2110.18-4.92B4111.08-8.11C4105.79-9.92D1115.59-30.16ⅢA1-44.94-74.13B3-34.73-70.86C3-27.93-68.68D2-1.99-76.17A2-74.47-121.70B4-83.85-123.12C4-84.74-116.03D1-122.76-128.22A2-74.47-121.70B4-83.85-123.12C4-84.74-116.03D1-122.76-128.22ⅣA123.7314.56B138.71-0.47C148.69-10.49D199.27-64.73A225.7222.31B24.4836.29C2-2.8045.17D2-50.05102.92A225.7222.31B24.4836.29C2-2.8045.17D2-50.05102.92ⅤA1-22.660.00A1-22.660.00A1-22.660.00D2-30.3479.92ⅥA123.73-14.56B338.710.47C348.6910.49D299.2767.98A225.72-17.00B44.48-28.71C4-2.80-39.86D1-50.05-99.67A225.72-17.00B44.48-28.71C4-2.80-39.86D1-50.05-99.67ⅦA1-44.9474.13B1-34.7370.86C1-27.9368.68D1-1.9976.17A2-74.47121.70B2-83.85123.12C2-84.74116.03D2-122.76128.22A2-74.47121.70B2-83.85123.12C2-84.74116.03D2-122.76128.22ⅧA2110.184.92B2111.088.11C2105.799.92D2115.5930.16ⅨA1-29.46-68.13B3-12.21-64.86C3-0.72-96.55D264.33-67.91A2-49.35-111.87B4-66.28-113.44C4-73.67-107.10D1-146.76-119.96A2-49.35-111.87B4-66.28-113.44C4-73.67-107.10D1-146.76-119.96五層梁的內(nèi)力組合荷載類型恒載活載左風(fēng)右風(fēng)左震右震荷載編號①②③④⑤⑥截面內(nèi)力值MVMVMVMVMVMVⅠ-14.0981.09-1.194.423.27-0.83-3.270.8316.80-3.99-16.803.99Ⅱ86.84-5.554.70-0.350.79-0.83-0.790.834.08-3.99-4.083.99Ⅲ-47.67-92.18-2.96-5.11-1.70-0.831.700.83-8.65-3.998.653.99Ⅳ37.999.68-1.582.972.53-3.94-2.533.9410.75-11.47-10.7511.47Ⅴ-33.700.00-1.930.000.00-3.940.003.940.00-11.470.0011.47Ⅵ37.99-9.68-1.582.97-2.53-3.942.533.94-10.75-11.4710.7511.47Ⅶ-47.6792.18-2.965.111.70-0.83-1.700.838.65-3.99-8.653.99Ⅷ86.845.554.700.35-0.79-0.830.790.83-4.08-3.994.083.99Ⅸ-14.09-81.09-1.19-4.42-3.27-0.833.270.83-16.80-3.9916.803.99A:1.35<1.0>×永久荷載+1.4×0.7×活載,B:1.2〔1.0×永久荷載+1.4×活載+1.4×0.6×風(fēng)載C:1.2〔1.0×永久荷載+1.4×0.7×活載+1.4×風(fēng)載,D:1.2×重力荷載+1.3×地震作用,E：地震作用下剪力調(diào)整A1：1.0×①A2：1.35×①+1.4×0.4×②B1：1.0×①+1.4×0.6×③B2：1.2×①+1.4×②+1.4×0.6×④B3：1.0×①+1.4×0.6×④B4：1.2×①+1.4×②+1.4×0.6×③C1：1.0×①+1.4×③C2：1.2×①+1.4×0.7×②+1.4×④C3：1.0×①+1.4×④C4：1.2×①+1.4×0.7×②+1.4×③D1：1.2×<①+0.5×②>+1.3×⑤D2：1.2×<①+0.5×②>+1.3×⑥控制截面組合項目MV組合項目MV組合項目MV組合項目MVVⅠA1-14.0981.09B1-11.3480.39C1-9.5179.93D14.2294.7775.70A2-20.19113.80B2-21.32104.19C2-22.65102.80D2-39.46105.1587.54A2-20.19113.80B2-21.32104.19C2-22.65102.80D2-39.46105.1587.54ⅡA2121.84-7.84B4111.45-7.85C4109.92-8.17D1112.33-12.06ⅢA1-47.67-92.18B3-46.24-91.48C3-45.29-91.02D2-47.74-108.50-85.73A2-67.26-129.45B4-62.78-118.47C4-62.48-116.79D1-70.23-118.87-97.57A2-67.26-129.45B4-62.78-118.47C4-62.48-116.79D1-70.23-118.87-97.57ⅣA137.999.68B140.126.37C141.534.16D158.62-1.51-7.47A249.7415.98B241.2519.08C240.5020.04D230.6728.3129.80A249.7415.98B241.2519.08C240.5020.04D230.6728.3129.80ⅤA1-33.700.00A1-33.700.00A1-33.700.00D2-41.6014.91ⅥA137.99-9.68B340.12-6.37C341.53-4.16D258.625.0810.44A249.74-10.16B441.25-10.77C440.50-14.22D130.67-24.75-26.83A249.74-10.16B441.25-10.77C440.50-14.22D130.67-24.75-26.83ⅦA1-47.6792.18B1-46.2491.48C1-45.2991.02D1-47.74108.5090.50A2-67.26129.45B2-62.78118.47C2-62.48116.79D2-70.23118.87102.33A2-67.26129.45B2-62.78118.47C2-62.48116.79D2-70.23118.87102.33ⅧA2121.847.84B2111.457.85C2109.928.17D2112.3312.06ⅨA1-14.09-81.09B3-11.34-80.39C3-9.51-87.28D24.22-94.77-70.94A2-20.19-113.80B4-21.32-104.19C4-22.65-102.80D1-39.46-105.15-82.77A2-20.19-113.80B4-21.32-104.19C4-22.65-102.80D1-39.46-105.15-82.77..框架柱的內(nèi)力組合框架柱端內(nèi)力調(diào)整表8-7恒載作用下柱端彎矩與剪力柱類型層號柱端梁高軸線處柱端彎矩軸線處柱端剪力柱端彎矩柱端剪力上下邊柱10.6020.746.915.125.1217.666.915.125.1220.6032.5533.6716.9816.9822.3633.6716.9816.9830.6031.9931.8916.3816.3822.1631.8916.3816.3840.6031.9931.8916.3816.3822.1631.8916.3816.3850.6046.5236.8421.3721.3733.6936.8421.3721.37中柱10.4014.914.973.683.6812.704.973.683.6820.4023.8624.4712.3912.3916.4224.4712.3912.3930.4023.5423.5413.0813.0816.3023.5413.0813.0840.4023.5423.5412.0712.0716.3023.5412.0712.0750.4032.6126.5715.1715.1723.5126.5715.1715.17表8-8活載作用下柱端彎矩與剪力柱類型層號柱端梁高軸線處柱端彎矩軸線處柱端剪力柱端彎矩柱端剪力上下邊柱10.605.251.751.301.304.471.751.301.3020.608.258.534.304.305.678.534.304.3030.608.118.114.164.165.618.114.164.1640.608.118.114.164.165.618.114.164.1650.604.266.822.842.842.556.822.842.84中柱10.403.661.220.900.903.121.220.900.9020.405.866.013.043.044.036.013.043.0430.405.785.783.213.214.005.783.213.2140.405.785.782.972.974.005.782.972.9750.402.944.841.991.991.744.841.991.99表8-9左風(fēng)作用下柱端彎矩與剪力柱類型層號柱端梁高軸線處柱端彎矩軸線處柱端剪力柱端彎矩柱端剪力上下邊柱10.6026.4934.4911.2911.2919.7134.4911.2911.2920.6011.7313.946.586.587.7813.946.586.5830.609.659.384.884.886.729.384.884.8840.606.919.064.094.094.459.064.094.0950.603.362.151.411.412.512.151.411.41中柱10.4035.8143.8414.7514.7526.9643.8414.7514.7520.4018.7818.789.639.6313.0018.789.639.6330.4013.9213.927.737.739.6413.927.737.7340.409.079.074.654.656.289.074.654.6550.404.623.652.122.123.353.652.122.12表8-10左震作用下柱端彎矩與剪力柱類型層號柱端梁高軸線處柱端彎矩軸線處柱端剪力柱端彎矩柱端剪力上下邊柱10.6065.1779.5826.8126.8149.0979.5826.8126.8120.6045.5961.5527.4727.4729.1161.5527.4727.4730.6038.7537.8519.6419.6426.9737.8519.6419.6440.6030.9624.7314.2814.2822.3924.7314.2814.2850.6017.2511.227.307.3012.8711.227.307.30中柱10.4077.5294.7431.9031.9058.3894.7431.9031.9020.4061.5561.5531.5631.5642.6161.5531.5631.5630.4051.5751.5728.6528.6535.7051.5728.6528.6540.4037.5937.5919.2819.2826.0237.5919.2819.2850.4021.1417.309.869.8615.2317.309.869.86框架柱的荷載組合①無地震作用時的組合：②有地震作用時的組合：具體有以下幾種組合形式：①②③④⑤⑥⑦內(nèi)力組合中,沒有考慮活荷載的最不利位置,而把活荷載同時作用在所有框架上乘以1.1的系數(shù)予以增大再直接進行內(nèi)力組合抗震調(diào)整：柱端組合的彎矩設(shè)計值：框架柱端部截面剪力設(shè)計值：框架柱的內(nèi)力組合結(jié)果如表中所示..一層邊柱內(nèi)力組合荷載類型恒載活載左風(fēng)右風(fēng)左震右震荷載編號①②③④⑤⑥控制截面MVNMVNMVNMVNMVNMVNⅠ內(nèi)力值17.7-5.1622.94.5-1.3126.2-19.711.3-18.719.7-11.318.7-49.126.8-79.749.1-26.879.7Ⅱ6.9-5.1622.91.8-1.3126.2-34.511.3-18.734.5-11.318.7-79.626.8-79.779.6-26.879.7控制截面1.35〔1.0*永久荷載+1.4*0.7*活載1.2〔1.0*永久荷載+1.4*活載+1.4*0.6*風(fēng)載1.2〔1.0*永久荷載+1.4*0.7*活載+1.4*風(fēng)載1.2*重力荷載+1.3*地震作用+0.5*豎向地震作用地震作用組合內(nèi)力調(diào)整組合項目MVN組合項目MVN組合項目MVN組合項目MVNMVNⅠA128.2-8.2964.6B144.0-17.4939.8C153.2-23.2897.3D187.7-41.8926.7130.020.9926.7A128.2-8.2964.6B144.0-17.4939.8C153.2-23.2897.3D187.7-41.8926.7130.020.9926.7A217.7-5.1622.9B21.14.4607.2C2-9.910.7596.7D2-39.927.9719.678.7-14.0719.6ⅡA111.0-8.2964.6B139.7-17.4939.8C158.3-23.2897.3D1112.8-41.8926.7146.620.9926.7A111.0-8.2964.6B139.7-17.4939.8C158.3-23.2897.3D1112.8-41.8926.7146.620.9926.7A26.9-5.1622.9B2-22.14.4607.2C2-41.410.7596.7D2-94.127.9719.6-122.3-14.0719.6A1：1.35×①+1.4×0.7×②A2：1.0×①B1：1.2×①+1.4×②+1.4×0.6×④B2：1.0×①+1.4×0.6×③C1：1.2×①+1.4×0.7②+1.4×④C2：1.0×①+1.4×③D1：1.2×<①+0.5×②>+1.3×⑥D(zhuǎn)2：1.2×<①+0.5×②>+1.3×⑤一層中柱內(nèi)力組合荷載類型恒載活載左風(fēng)右風(fēng)左震右震荷載編號①②③④⑤⑥控制截面MVNMVNMVNMVNMVNMVNⅠ內(nèi)力值12.7-3.7687.93.1-0.992.2-27.014.8-47.527.0-14.847.5-58.431.9-147.158.4-31.9147.1Ⅱ5.0-3.7687.91.2-0.992.2-43.814.8-47.543.8-14.847.5-94.731.9-147.194.7-31.9147.1控制截面1.35〔1.0*永久荷載+1.4*0.7*活載1.2〔1.0*永久荷載+1.4*活載+1.4*0.6*風(fēng)載1.2〔1.0*永久荷載+1.4*0.7*活載+1.4*風(fēng)載1.2*重力荷載+1.3*地震作用+0.5*豎向地震作用地震作用組