六層三跨大學(xué)宿舍結(jié)構(gòu)受力計(jì)算書(shū)-土木工程課程設(shè)計(jì)(參考版)
2025-06-26 08:36本頁(yè)面
【正文】 樓板截面設(shè)計(jì)與配筋計(jì)算 板全部為雙向板，下面以標(biāo)準(zhǔn)層某板為例，計(jì)算如下： 計(jì)算信息： 幾何參數(shù)：計(jì)算跨度: Lx =3500mm。inclined section柱層數(shù)nVA61441440 051441440 041441440 031441440 021441440 011441440 0B61441440 051441440 041441440 031441440 021441440 011441440 0 由上可知A、B柱均按構(gòu)造配箍。表32 柱受壓性質(zhì)計(jì)算Table 32 Calculation of column pressure property層數(shù)McMc *ne0e1受壓性質(zhì)A6大偏心受壓5大偏心受壓4大偏心受壓3大偏心受壓2大偏心受壓1大偏心受壓B6大偏心受壓5大偏心受壓4大偏心受壓3大偏心受壓2大偏心受壓1大偏心受壓 對(duì)于大偏心受壓構(gòu)件：表33 框架柱正截面配筋計(jì)算Table 33 Arrangement steel for column ofmVc /kNN /kNMc/Vch0N/fcbh0A660056056005604600560360056026005601600560B660056056005604600560360056026005601600560 偏心距e0=M/N，附加偏心矩ea取20 mm和偏心方向截面尺寸的1/30兩者的較大值，即20 mm，故取ea=20 mm。表25 跨間最大彎矩計(jì)算結(jié)果Table 25 Cross moment calculation results層數(shù)123跨ABBCABBCABBCMmax層數(shù)456跨ABBCABBCABBCMmax表26 橫向框架A柱彎矩和軸力組合Table 26 The calculation for bending moment and axial force of column A層數(shù)截面內(nèi)力SGk調(diào)幅后SQk調(diào)幅后SWkSEk[(SGk+)+] ++SQkSGk+(SQk+ Swk)MmaxNmaxNmin6柱頂M N 柱底M N 5柱頂M N 柱底M N 4柱頂M N 柱底M N 3柱頂M N 柱底M N 續(xù)表26層數(shù)截面內(nèi)力SGk調(diào)幅后SQk調(diào)幅后SWkSEk[(SGk+)+] ++SQkSGk+(SQk+ Swk)MmaxNmaxNmin2柱頂M N 柱底M N 1柱頂M N 柱底M N 表27 橫向框架B柱彎矩和軸力組合Table 27 The calculation for bending moment and axial force of column B層數(shù)截面內(nèi)力SGk調(diào)幅后SQk調(diào)幅后SWkSEk[(SGk+)+] ++SGk+(SQk+ Swk)MmaxNmaxNmin6柱頂MN柱底M續(xù)表27層數(shù)截面內(nèi)力SGk調(diào)幅后SQk調(diào)幅后SWkSEk[(SGk+)+] ++SGk+(SQk+ Swk)MmaxNmaxNminN5柱頂MN柱底MN4柱頂MN柱底MN3柱頂MN柱底MN2柱頂MN柱底MN續(xù)表27層數(shù)截面內(nèi)力SGk調(diào)幅后SQk調(diào)幅后SWkSEk[(SGk+)+] ++SGk+(SQk+ Swk)MmaxNmaxNmin1柱頂MN柱底MN 框架結(jié)構(gòu)截面設(shè)計(jì)與配筋計(jì)算 計(jì)算信息 混凝土強(qiáng)度：柱：C30 ， 梁：C30 ， 鋼筋強(qiáng)度： HPB235 ， HRB400 ， 查《建筑抗震規(guī)范》可知本工程框架為三級(jí)抗震等級(jí)表28 承載力調(diào)整系數(shù)γRE的取值Table 28 The value for bearing capacity adjustment coefficientγRE 結(jié)構(gòu)構(gòu)件類別正截面承載力計(jì)算斜截面承載力計(jì)算梁柱梁、柱γRE 框架梁的截面設(shè)計(jì)與配筋計(jì)算 正截面受彎承載力計(jì)算 保護(hù)層厚度35mm 無(wú)論梁是上部，還是下部受拉，都按矩形截面設(shè)計(jì)，計(jì)算表格如下表29 框架梁正截面配筋計(jì)算Table 29 Arrangement steel for beam of principal normal section層數(shù)梁位置MmaxγRE?MasξAsAsmin實(shí)配面積6AB梁A2895C221901mm2跨中289B左289BC梁B右289續(xù)表29層數(shù)梁位置MmaxγRE?MasξAsAsmin實(shí)配面積跨中2895AB梁A2899C223421mm2跨中289B左289BC梁B右289跨中2894AB梁A289跨中289B左289BC梁B右28910C223801mm2跨中2893AB梁A289跨中289B左289BC梁B右28912C224562mm2跨中2892AB梁A289跨中289B左289BC梁B右28912C224562mm2跨中2891AB梁A289跨中289B左289BC梁B右28913C224942mm2跨中289 選取箍筋直徑8mm，采用雙肢箍，n=2 根據(jù)規(guī)范要求，梁端加密區(qū)長(zhǎng)度為MAX[,500]=800mm,箍筋最大間距MIN[h0/4,150]=150mm.表30 框架梁斜截面配筋計(jì)算Table 30 Calculation of diagonal section reinforcement of frame beam層數(shù)位置最大剪力Vfcbh0ASVPsv,minPsv實(shí)Psv取Asv取ssminS取6AB%%%150150BC%%%150150續(xù)表30層數(shù)位置最大剪力Vfcbh0ASVPsv,minPsv實(shí)Psv取Asv取ssminS取5AB%%%150150BC%%%1501504AB%%%150150BC%%%1501503AB%%%150150BC%%%1501502AB%%%150150
范文總結(jié)相關(guān)推薦
鄂ICP備17016276號(hào)-1