土木工程专业毕业设计

I摘要ABSTRACTThegraduationdesigntopicisthefivefloor’sreinforcedconcreteframeoftheo.1nstructionareaoftheteachingbuildingisabout4571.84squaremeters,ithasfivefloors,theheightofthebottomflooris3.9m,theheightofthestandardflooris3.6m.Thebuildingisusedcast-in-placereinforcedconcreteframe.Andthebuildingfoundationisusedanindependentunder-postfoundation.Thedesignincludesarchitecturaldesign,structuralcalculation.Architecturaldesignbasesontheimportanceofthebuilding,engineeringgeologicalsurveyreport,thetypeofconstructionsites,theheightofthebuildingandthenumberofthefloorstodeterminethebuilding’sstructuret,hisprojectusesaframestructure.Hand-countedpartofthecalculationsmaincontentsincludeprojectprofiles,componentdimensionsoftheinitiallyidentified,theframeworkofthestructurecalculationdiagram,loadcalculation,calculationoftheframeworkofhorizontallateral,theframeworkcontainedinthehorizontalwind,verticalloadcalculation,analysisandcalculationofinternalforces,internalforcecomposition,crosssectiondesign,stairdesignandbasicdesign.Whenweconsiderthecalculationofthelevelofearthquakeforce,weshoulduselimitstatedesignmethod.Inthebeamandcolumndesign,weshouldobeytheprincipleofstrongcolumnandweakbeam.Intheprocessofdesigning,weusehandandcomputercomputationtochecktheresult,thenwecanfindtheerrorsofdesigningandthedifferentpartofcomputing,andwewillknowthereasons.positioncrosssectiondesign 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11工程概况m“一”形。2设计资料2.1气象资料主导风向：东南风，全年平均风速4.5m/s；2.2地质资料2.3抗震设防要求该地区基本烈度为7度，设计基本地震加速度值a=0.10g，设计地震分组第一g2.4选用材料PB3结构平面布置2(1)框架梁、柱的截面尺寸应满足承载力、刚度和施工的要求，设计尺寸时可(2)柱的截面尺寸：Sgnf[p]Ecc[pC]—根据抗震设防烈度为7度时取0.85，3边柱AC1S==117.91×103mm2cc中柱AC2S==149.66×103mm2ccIbhIbh5.208109mm44545顶面框架梁与柱刚接，由于各层柱的截面尺寸不变，故梁跨等于轴线之间的距离。底层柱高从基础顶面算至二层楼层，基顶的标高根据地址条件室内外高差定为故底层的柱子高度=0.70+3.90=4.60m，二层柱高楼面算至上一层楼面(即层高)故454楼板设计表4-1屋(楼)面恒载计算表用料做用料做法浅色地砖C25细石混凝土聚苯保温板双层SBS(3+3)改性沥青防水卷材1:2.5水泥砂浆找平层钢筋混凝土楼板板底吊顶1:2.5水泥砂浆保护层石灰砂浆双层SBS(3+3)改性沥青防水卷材1:3水泥砂浆找平层名称及部位上人屋面000)非上人屋面.600)(kN/m2)30091040812040101040(kN/m3)恒荷载标准值306566表4-1屋(楼)面恒载计算表(续)用料做用料做法钢筋混凝土楼板板底吊顶10厚地砖铺平拍实，水泥浆擦缝1:4干硬性水泥砂浆结合层钢筋混凝土楼板板底轻钢龙骨吊顶10厚地砖铺平拍实，水泥浆擦缝1:4干硬性水泥砂浆结合层15厚水泥砂浆找平层钢筋混凝土楼板板底吊顶名称及部位铺地砖楼面(房间)(厚30mm)铺地砖防水楼面(卫生间)(厚(kN/m2)2020402020503050(kN/m3)恒荷载标准值卫生间m7mgq.96+2.80=6.76kN/m2m(1)荷载设计值：(2)计算跨度：02跨中最大弯矩为当内支座固定时在g+q/2作用下的跨中弯矩值与内支座铰支时8l/l=3.90/7.25=0.5379，查表得m=(0.0389+0.2×0.0052)×7.88×3.902+(0.0910+0.2×0.0201)×1.40×3.9021m=(0.0052+0.2×0.0389)×7.88×3.902+(0.0201+0.2×0.0910)×1.40×3.9022sA=M/0.95hf，板筋选用HRB400,f=360N/mm2,配筋表如下：s0yyl方向l方向1.54BCDEllll/l0.9186m1m212.289l方向l方向支座(l01向)支座(l02向)l方向l方向支座(l01向)支座(l02向)l01方向l02方向支座(l01向)支座(l02向)l方向l方向支座(l01向)支座(l02向).28h(mm)0位置跨中支座跨中支座跨中支座跨中支座格BCDE(1)荷载设计值：ABCDElll/l0.9186m1m20.25.61-2.19139352l方向l方向支座(l01向)支座(l02向)l01方向l02方向支座(l01向)支座(l02向)l01方向l02方向支座(l01向)支座(l02向)l方向l方向39h(mm)0位置跨中支座跨中支座跨中支座跨中格ABCD表4-6楼面板配筋计算表(续)选配钢筋钢筋E5重力荷载计算墙、：支座(l01向)支座(l02向)l方向l方向.6135-2.19支座(l01向)支座(l02向)位置支座跨中支座h(mm)0区格层层次构件1234柱纵梁柱纵梁柱边横梁G/kNiil/min层层次构件柱5柱柱G/kNii90l/min20246外墙体为240mm厚标准砖，外墙面做保温层再瓷砖贴面(0.5kN/m2)，内[0.5×(3.1×3.7-1.8×2.1)+18×0.24×(3.1×3.70-1.8×2.1)+17×0.02×(3.1×女儿墙体为240mm厚的普通转，外墙面刷涂料(0.5kN/m2)，内面为水泥粉刷kNm.2=6.22kN/m。5.2重力荷载代表值iNG=纵梁自重+横梁自重=1493.99kN梁G=第一层柱子自重/2+第二层柱子自重/2=(1771+1386)/2=1578.50kN柱G=外纵墙自重+内纵墙自重+横墙自重=26×11.08×3.70+26×5.26×3.70墙0.5G=楼面活荷载×面积/2=2.0×967.38/2=967.38kN活GGGG1楼面梁柱墙活NG=纵梁自重+横梁自重=1493.99kN梁G=本层柱子自重/2+上一层柱子自重/2=1386kN柱G=外纵墙自重+内纵墙自重+横墙自重=26×11.08×3.70+26×5.26×3.70墙0.5G=楼面活荷载×面积/2=2.0×967.38/2=967.38kN活1楼面梁柱墙活G0=895.68kNG=纵梁自重+横梁自重=1493.99kN梁G=本层柱子自重/2=693.0kN柱G=(外纵墙自重+内纵墙自重+横墙自重)/2=26×11.08×3.70+26×5.26×3.70墙G0×842.39/2=842.39kN活3女儿墙楼面梁柱墙活93.0+1102.23+842.39=10251.14kNG=(18×0.24×0.9+0.5×0.9+0.36×0.9)×23.4=109.09kNG=楼面恒荷载×面积=3.7×34.94=129.28kNG=纵梁自重+横梁自重=85.58kN梁G75/2=50.88kN柱G=(外纵墙自重+内纵墙自重+横墙自重)/2墙1.8×2.1)+18×0.24×(3.1×3.7-2×1.8×2.1)+17×0.02×(3.1×3.7-2×1.8×2.1)-0.35G=0.5×34.94/2=8.74kN活G6女儿墙楼面梁柱墙活85.58+50.88+61.14+8.74=444.69kN5.3框架侧移刚度计算bcEIEI/lc03.57×10101.78×101008.58×1090.16×109300×700300×4002EI/lc0--1.5EI/l--E(N/m)c0×0×l(mm)层次类别边梁中梁II(mm4)0×109×109EI/l(KN.m)c0bh(mm2)ch(mm)0层次1 一.底层：K=i/i(5-1)a=0.5+K(5-2)D=a12ic(5-3)bcc2+Kch2KiiaK)，D=a12ic(5-6)bcc2+Kch2构件名构件名称6层2~5层层iDiacK5.4横向水平地震作用下框架结构的内力和侧移计算5.4.1横向自振周期计算Tu(m)ii层次654321ii结构基本自振周期考虑非结构墙影响折减系数=0.6，则结构的基本自振周期T1TT5.4.2水平地震作用及楼层地震剪力计算组，由表查得a=0.08，m故可用底部剪力法计算水平地震作用，结构总水平地震作用标准值按下式计算，即EReqeqiT0.35a=(g)0.9a=()0.90.08=0.06681Tmax0.4281F=aG=0.0668×40685.31=2718.44kNg1GHF(5-7)计算，具体计算过程见表5-6。各质各质点水平地震作用按式F(5-7)计算，具体计算过程见表5-6。各质inGHjjj=1GGH/(kN/m)iiiiiiii=1ikNiH/mi层次654321ab布b5.4.3水平地震作用下的位移验算iiuiiijkkkeiixxD/(N/mm)iieiiu/mmiih/mmi层次6543215.4.4水平地震作用下框架内力计算D略。框架柱端剪力及弯矩分别按式V=ijVijxnDijijj=1 ijij}(5-14)ijijn12113果见表5-8，梁端弯矩、剪力分别按式(5-13)~(5-14)计算，其中梁线刚度取自表层层号54321ViM93.35MMVDM层层号54321----------图5-4地震荷载作用下剪力图(kN)图5-5地震载作用下柱轴力图(kN)ia6风荷载计算ia111I=bh3(对于中框架梁I=2bh3)120.50.5I(m4)0.0052130000000i令i‘=1.0柱柱i(KN.m)33967.4'0.783(2~5)层柱EIi=ll(m)iii=梁1梁2梁3梁4柱 (一般层)=i梁1+i梁2(底层)i柱i=c(一般层)ac (=底层)0.680边 12D=aic柱H2i高2~5层(3.6m)置i+i+i+in=DDμβμωμβμωh+hw=βZμSμZω0ih+h2μZ—μS—风荷载体型系数。根据建筑物的体型查的μS=1.3βZ—以为房屋总高度小于30米所以βZ=1.0ij离地离地高度w0(kN/m2)kZ11hjhiSZ11111层层号54321uiuiVMMMMnVi7竖向荷载下框架受荷总图L42002L240027.2在A-B轴间框架梁kNmkN/mkNm10.93=15.65kN/m3+6.68=11.40kN/m传递荷载恒载：三角形荷载m(纵梁)+板传荷载0.6)+3.54×4.20=50.72kN=5.51kN梁)+板传荷载2.63×(4.20-0.5)+2.17×4.20=59.80kN=5.51kN荷载.5)+(3.54+3.46)×4.20=39.12kN=(1.31+1.28)×4.20=15.56kN重+板传荷载22kN8内力计算8.1恒活荷载作用下的弯矩计算表8-1恒(活)线载作用下的跨中及固端弯矩表线线载位线载性质楼层位置置边跨屋面恒线载边跨楼面边跨活线载边跨楼面1M=ql2梁计算长度跨中弯矩M=ql28线载大小竖向荷载作用下的内力一般可采用近似法，有分层法，弯矩二次分配法和迭代法。当框架为少层少跨时，采用弯矩二次分配法较为理想。这里竖向荷载作用下的以不考虑活荷载的不利布置，这样求得的框架内力，梁跨中弯距较考虑活载不利布置法求得的弯局偏低，但当活载占总荷载的比例较小时，其影响很小.若活荷载占总荷载的M=1/12ql2(8-1)Mql(8-2)根据梁、柱相对线刚度，算出各节点的弯矩分配系数:ij=i/(i+i)(8-3)ijcb弯矩二次分配法比分层法作了更进一步的简化。在分层法中，用弯矩分配法计算分层单元的杆端弯矩时，任一节点的不平衡弯矩都将影响到节点所在单元中的所梁端柱端弯矩采用弯矩分配法计算。除底层柱外的其于各层柱的相对线刚度乘梁0.542-73.370-13.04-44.09-53.45-7.21-6.69.45-53.45-7.21-3.56-44.33-53.45-7.21-3.79-44.560.399-53.45-7.61-0.31-40.023944.090.31400-3.200.26439-5.640.314-5.640.31439-3.010.31439-3.010.31439-3.20739-0.260.458-0.21柱0.314左梁左梁0.382-26.08-5.270.28945-14.4195040.28945-14.4195.6449.620.28945-14.419549.720.30545-15.221.407.50-5.49-12.16-6.422-17.960.201-12.16-6.082-17.62-12.16-11.00-21.420.243-12.16-6.08-16.500.243-22.00-6.085-32.520.243-12.16-6.08.54-17.700.243-12.16-6.08.54-17.700.243-13.120.224-3.51-11.21-14.147-3.51-11.83-4.10-29.390.224-3.51-11.21.50-14.220.224-3.51-11.21-12.848-1.18-20.10梁297-5.02-20.27-1.09-16.43-0.92-10.970.322柱-10.050.243-1.16-0.12-1.16-0.104534-11.24-16.19.29-15.683862-0.14-14.15.69-1.17.2352-4.18-4.18-6.11-4.18.64-4.18-4.18-6.11-034-24340.224510.2248.2恒活荷载作用下的梁柱端剪力计算脱离体的方法。如已知杆件(梁或柱)两端的弯矩。其剪力：V=V(M+M)/llkolkijkjikoV=V(M+M)/lrkorkijkjikolkolkijkjikoV=V1.1(M+M)/lrkorkijkjikocccn表8-4恒(活)线载作用下梁端和柱端剪力计算表边边跨梁(kN)中跨梁(kN)边柱(kN)中柱(kN)V(左)V(右)V(左)V(右)V(上)V(下)V(上)V(下)55.84-61.5512.56-12.5624.0024.0017.9817.9842.18-43.338.78-8.7813.9013.9011.4011.4041.91-43.618.78-8.7814.7114.7111.7711.7741.93-43.588.78-8.7815.7915.7912.3812.3841.56-43.968.78-8.786.946.945.495.4914.37-15.983.60-3.6035.1314.90-15.464.50-4.505.085.084.024.0214.85-15.504.50-4.5074.0714.86-15.504.50-4.505.595.594.274.2714.72-15.634.50-4.502.452.451.901.90五四三二一五四三二一恒载活载荷载质层数8.3恒活荷载作用下柱轴力计算层次54321A柱轴力剪力传递纵向集中荷载A柱(恒载)恒荷载活荷载恒荷载活荷载N顶N底55.8414.3750.725.51106.56131.3142.1814.9059.805.51233.30258.0541.9114.8559.805.51359.77384.5241.9314.8659.805.51486.25511.0041.5614.7259.805.51612.37643.99A柱(活载)1.25.25层次54321剪力传递纵向集中荷载B柱(恒载)恒荷载活荷载恒荷载活荷载N顶N底019.5839.1215.56113.22137.972.1119.9647.2212.23237.29262.04.3820.0047.2212.23361.64386.3920.0047.2212.23485.97510.722.7320.1347.2212.23610.67642.29B柱(活载)6409内力组合9.1框架结构梁的内力组合在竖向荷载作用下，可以考虑梁端塑性变形内力重分布而对梁端负弯距进行调9.2框架结构柱的内力组合柱上端控制值截面在梁底，下端在梁顶，应按轴线计算简图所得的柱端内力值换成控制截面的相应值，此计算为简化起见，采用轴线处内力值。41梁位楼层置左边跨梁5梁右边跨梁截面位置左支座跨中右支座左支座跨中右支座左支座跨中种类MVMMVMVMMVMVM恒载调幅前①调幅后②-44.09-37.4755.8455.8457.0565.60-61.92-52.63-61.55-61.55-29.39-24.98-21.86-25.14-29.39-24.98-12.56-12.56-61.92-52.6361.5561.5557.0565.60活(雪)载最大值调幅前③调幅后④8.556-13.8258.60可变荷载控地震荷载制基本组合左震⑤.508-5.19右震⑥-5.1950.191.2*②+1.4*④8.3596.23966.5896-20.11.40可变荷载控制基本组合1.2*(1.0*②1.2*(1.0*②+0.5*⑤)+1.3*⑤4.38-7.189182.13+0.5*⑤)+1.3*⑤-98.4791-7.1895.61永久荷载控制基本组合1.35*②+1.0*④-60.15-40.148.52-40.1455最大控制内力8.5242表9-1框架梁内力组合表(续)43右支座左支座左边跨中跨梁右支座左支座跨中梁右支座左支座右边跨中跨梁右支座左边左支座跨梁MVMVMMVMVMMVMVMMVMV095.84-51.043.33-13.12-13.128.78-51.04-42.184.335.840.333.383.33-11.15.67-11.158.783.380.33-42.1811.24-16.19.9434.643450.94-16.19.9015.685615.2554.25545015.25.903.33-17.15-17.15.93-43.11.93-17.1573.18-17.1501-73.18-43.1195.398.3587.13-11.1583883672.15938664.6951.799872.153633.302-60.1568.2182961.25.596.358268.2171.85051.7933.3072.151.2572.159333.3051.7986243表9-1框架梁内力组合表(续)跨中右支座左支座跨中梁右支座左支座右边跨中跨梁右支座左支座左边2跨中跨梁右支座MMVMVMMVMVMMVMVMMV-49.6243.6114.2214.228.78-49.624.33.914.563.58-42.1843.6109.61098.78-42.18.913.58.775.5014.227814.2250.7775.50-15.105.5009360950-6-15.105.5077.200102201-9.105.39013.35-9.10-77.2013.36-71.7583-71.75881.0964.2171.85160.031.54.790.559.78-177.22-89.12-181.12-31.710.550329.2924.6112.646.35072.151.549.7812.649.782-89.1281.1244表9-1框架梁内力组合表(续)梁右边跨梁左边跨梁1梁左支座跨中右支座左支座跨中右支座左支座跨中右支座左支座跨中右支座MVMMVMVMMVMVMMVMVMM-14.14-14.148.784.56.93-40.02.96-11.170255028.78.93-34.020.38.967850.77.86-14.150115.633650-15.10.860315.6493.35.562.642.368371.8564.21-71.1268.693015.64305.39.988596.22195.30-104.7113.21.99105.98-181.1913.216.3572.15.5285.528581.1296.22-104.71.9985.9945表9-1框架梁内力组合表(续)左支座左支座右边跨中跨梁右支座.86.5695.30-16.12998.78-40.02-41.568.780.38-34.02-41.565001-14.1550038368.696.35VVV46柱位楼层置左边柱5左中柱右中柱截面位置柱顶截面柱底截面柱顶截面柱底截面柱顶截面种类MNVMNVMNVMNVMN恒载①0000-32.52最大值②-6.14-7.18-6.14地震荷载左震③.68.67右震④-15.56-20.03-25.23-20.03-8.67可变荷载控永久荷载控可变荷载控制基本组合制基本组合制基本组合1.2*①+1.4*1.2*①+1.4*1.2*①+1.4*1.35*①+1.0*②.5651.235.05③13.60.5913.60-105.188.21④1.38041.3838-3.10385.68②8.55888.55221.39min1.2*①+1.4*③(④)8.55888.5513.607.5913.60-105.185.68|M|max及相1.38041.3805.18表9-2框架柱内力组合表(续)V7.98-5.133.6950.6950.69M.6725.23045.585.58柱底N截面V7.98-5.13350.6950.6950.69M0911.2468.65.8989柱顶N右边截面V柱M.56柱底N截面VM柱顶N左边截面V.90.808585柱M-22.1603-71.64-71.644柱底N截面V.90.808585M6.50.33-28.11118.6928.2128.21118.69-118.69左中柱顶N柱截面V.950448表9-2框架柱内力组合表(续)右中柱右边柱左边3柱柱底截面柱顶截面柱底截面柱顶截面柱底截面柱顶截面MNVMNVMNVMNVMNVMNV-19.53-14.71-6.115935032.36719.30.80719.30.8171.9638.640460.2260.2212.2812.2808010160.2260.2212.2812.2860.2260.220849表9-2框架柱内力组合表(续)M7.77-52.13.8080柱底N8.58截面V-14.71592.360808M-00101-139.74柱顶N左中截面V44.610.58柱M-69.17柱底N截面V44.610.58M8.34.93-139.74柱顶N右中截面V2.389.99柱M29.66柱底N截面V2.389.99M-22.16右边柱顶N8.58柱截面V2.360606表9-2框架柱内力组合表(续)M-52.136.756.75柱底N8.58截面V2.360606M柱顶N.253左边截面V-15.7959柱M-26.13-8.7843.650606-124.93柱底N3截面V-15.7959M-17.96-6.2093.6530.23-147.012柱顶N左中截面V50.21柱M93.6593.65柱底N截面V50.21M93.65右中柱顶N柱截面V2.3805.99.990505表9-2框架柱内力组合表(续)M-20.10-6.6293.653.39.83柱底N截面V2.3805.99.990505M-22.5938.290柱顶N.253右边截面V柱M1.681.68柱底N3截面VM3.31柱顶N.79左边截面V1.778383柱M1.7783831柱底N.79截面V1.778383M95.28139.3118.6118.61139.31-139.31左中柱顶N柱截面V表9-2框架柱内力组合表(续)柱底截面柱顶截面右中柱柱底截面柱顶截面右边柱柱底截面MNVMNVMNVMNVMNV.8995.24.24-23.53-112.533.51.9530303023.66303030512.5310度钢筋强度HPB300mctf=270N/mm2，f'=270N/mm2yyyby.1.1正截面受弯承载力计算先以顶层左边跨梁为例，进行正截面受弯承载力计算。当梁下部受拉时，按T形截面设计；当梁上部受拉时，按矩形截面设计。(1)T形梁翼缘计算宽度的确定：1.按计算跨度l考虑b'=o==2.5m=2500of33mnfn3.按翼缘高度h'考虑b+12h'=300+12×100=1500mmfff(2)计算类型的判定：h100h100(3)配筋计算：Ma==safb'h21cfobsf360N/mm2ysmintyA=pbh=0.0020300mm700mm=420mm2s,minmin楼层梁位置54左边跨梁111111111111111111fcbhoMMsfbh2=sfbh2s1cofbhfA=1coysfy7171筋444444444218+216416218+216218+216218+216218+216218+216416AsA表10-1框架梁正截面配筋表(续)1212141642012123121212141642012121418420121221212121418420121左边跨梁左支座12表10-1框架梁正截面配筋表(续2181220+2181220+2181220+2181220+2181418420右支座1220+21810.1.2斜截面受剪承载力计算VkNm。 (1)验算截面尺寸：h=h=670mmwoh670w==2.23<4，属厚腹梁h670b300根据《混凝土结构设计规范》GB50010-2010中11.3.3得c>V=104.71kN·m(2)验算是否需要计算配置箍筋：A101(0.6afbh+fsvh)=(3300670+270670)A101ycvtoyvso0.85200RE故kNvsvtyvtyv27010.1.3裂缝宽度控制验算oM=65.60+16.91+0.7×5.19=86.14kN·mK(1)按荷载效应的标准组合计算弯矩MKM=86.14kN·mK(2)计算纵向受拉钢筋的应力( (=K==183.80N/mm2os(3)计算有效配筋率pA804(4)计算受拉钢筋的应力不均匀系数vf2.01>0.2v=1.1一0.65tk=1.1一0.65=0.172tesk (5)计算最大裂缝宽度OmaxEpstelimmax10.1.4受弯构件的挠度验算(1)按受弯构件荷载效应的标准组合并考虑荷载长期作用影响计算弯矩,MKq按荷载效应的准永久组合(2)计算受拉钢筋应变不均匀系数sosscA615teA105000 (=MK=71.31人106=198.92N/mm2osf2.01>0.2v=1.1一0.65tk=1.1一0.65=0.207tesk(3)计算构件的短期刚度B1.计算钢筋与混凝土弹性模量比值sc2.计算纵向受拉钢筋配筋率A615o3.计算受压翼缘面积与腹板有效面积的比值o4.计算短期刚度yf(4)计算构件刚度Bp0.00367B=KBqK(5)计算梁的挠度并验算l/200=7500/200=37.5mmo所以，f=5.31mm<l/200=37.5mm满足要求。o.2.1轴压比验算NfANmmmm00mmcc0.2.2截面尺寸复核取h=500mm-30=470mm，V=85.05kNomax0.2.3正截面受弯承载力计算和柱顶：N=671.96kN1第一组内力为lH=4.60mo(1)确定偏心矩增大系数nMC=0.7+0.31=0.7+0.3×139.31/198.95=0.910MmM2Na0709.91M=CnM=0.910×1.00×198.95=181.09mns2(2)求轴向力到纵向钢筋作用点的距离ioai2s2(3)确定混凝土压区高度xx===99.29mm<飞h=0.550人470=258.50mmafb1.0人14.3人500bo(4)求纵向钢筋A=A'Assf'(h一a')yos=s最小总配筋率p=0.6%minss,mins,min(5)验算配筋率nN=990.64kN2另一组o(1)确定偏心矩增大系数nMC=0.7+0.31=0.7+0.3×108.42/183.51=0.877MmM2Na1028.59M=CnM=0.877×1.00×183.51=161.01mns2(2)求轴向力到纵向钢筋作用点的距离ioai2s2(3)确定混凝土压区高度xx===143.86mm<飞h=0.550人470=258.5mmafb1.0人14.3人500bo(4)求纵向钢筋A=A'Assf'(h一a')yos=s最小总配筋率p=0.6%minss,mins,min(5)验算配筋率n平面的受压承载力验算N=1031.26kNb500cbs斜截面受剪承载力计算H4.30因为，剪跨比入=n==4.57>3取入=32h20.470occ1.05sfhyvo0.8547.051031.435004700.056525.23103=3+1缝宽度验算o楼层柱位截面置位置内力Nmax及相eaCmcnMee(e')0xhboAs实际配筋S实际配筋54左边柱左中柱中柱边柱左边柱截面截面截面截面截面截面截面截面截面截面MNMNMNMNMNMNMNMNMNMN163.7420.0044.88187.9820.0035.5839187.9820.0035.5839163.7420.0044.88355.2520.0037.70.90.890615150642.49446.223.363.36446.22686.22.6049.690000077-108.64444444Φ<08@200/1004Φ<08@200/1004Φ<08@200/1004Φ<08@200/1004Φ<08@200/1003柱中柱边柱左边柱左中柱柱面面截面面截面截面截面截面截面截面截面截面MNMNMNMNMNMNMNMNMNMNMNMN387.6720.0030.01421.09387.6720.0030.01421.09355.2520.0037.768.66546.3420.0037.43620.0120.0029.873620.0120.0029.873.98.985542.4943.77338.348.340.118828.3416.186.1854.22258.50-197.6054.22258.50-197.6049.69258.50-108.6476.41258.50-297.4186.71258.50-419.5686.71258.50-419.564444444Φ<08@200/1004Φ<08@200/1004Φ<08@200/1004Φ<08@200/1004Φ<08@200/1004Φ<08@200/10021柱左边柱左中柱柱柱左边柱面截面截面面截面面面面面面截面面MNMNMNMNMNMNMNMNMNMNMNMN546.3420.0037.43737.4620.0044.068844787.8620.0033.7644787.8620.0033.76737.4620.0044.0688927.9520.0011.83.8543.774440.5340.53440.114444.1112.461.441.4412.46258.50-297.41258.50-400.16258.50-517.37258.50-517.37258.50-400.16258.50-699.964444444Φ<08@200/1004Φ<08@200/1004Φ<08@200/1004Φ<08@200/1004Φ<08@200/1004Φ<08@200/100988.5720.009.3988.5720.009.3927.9520.0011.834Φ<08@200/1004Φ<08@200/1004Φ<08@200/100258.50-765.62258.50-765.62258.50-699.9666柱底截面柱顶截面柱底截面柱顶截面底面416416416柱中柱边柱.85.85.85NNNNNN楼层柱位截面置位置内力|M|max及eaCmcnMee(e')0xhboAs实际配筋pminAAsv/S实际配筋54左边柱左中柱柱柱左边柱截面截面截面截面截面截面截面截面截面面MNMNMNMNMNMNMNMNMNMN8.88.86711.35734.29734.29711.35399.69951.35951.35697.1850000005.2213.9813.9805.22497.66444444Φ4Φ4Φ4Φ4Φ左中柱柱柱左边柱左中3柱边柱截面截面截面截面截面面截面截面截面截面截面截面截面MNMNMNMNMNMNMNMNMNMNMNMNMN289.4720.0088.467289.4720.0088.467337.3720.0071.64531.2620.0098.80.96442.2720.00118.75471.97442.2720.00118.75471.97114.9820.0055.95.96524.27524.27399.69240.67350.09350.09240.6769480.67.09.09480.6740.4940.497.18660000000497.664.54498.34498.344.5444444444Φ<08@200/1004Φ<08@200/1004Φ<08@200/1004Φ<08@200/1004Φ<08@200/1004Φ<08@200/1004Φ<08@200/100左边柱左中柱2柱柱左边柱1中柱截面截面截面截面截面面截面面截面截面截面面截面MNMNMNMNMNMNMNMNMNMNMNMNMN0.96732.2620.00124.93549.8320.00149.83549.8320.00149.83732.2620.00124.93938.3320.00182.37671.9620.00198.95912200.48318.09318.09200.48268.53388.90440.48.09.09403.98000000.17.1762758.714444444704Φ<08@200/1004Φ<08@200/1004Φ<08@200/1004Φ<08@200/1004Φ<08@200/1004Φ<08@200/100671.9620.00198.9591938.3320.00182.374Φ<08@200/1004Φ<08@200/100截面柱底截面柱顶截面柱底截面388.90268.53758.7162.90.532003.98416416柱边柱NNNN11楼梯设计按照建筑要求，并考虑建筑的美观和施工支模的方便，确定本工程楼梯结构形式为现浇板式tt梁纵筋采用HRB400钢筋。楼梯上均布活荷载标准值qk=3.5kN/m²，楼梯LT-2的剖面图及楼梯平()对斜板取1m宽计算：cosa300cosa30011取t=130mm设计1()荷载计算211132粉刷()荷载组合P.2×7.2+1.4×3.5=12.1kNP12.2kNs2700.99511010@100(As=785mm²)，分布筋选用φ8@200()配筋计算m0M15.8106a===0.009safbh214.310001120sMA=Msfyhys0()尺寸取值()荷载计算恒荷灰粉刷载.1=2.5p+1.4+3.5=9.18kN/㎡()内力计算Ma=saMa=safbh21c0sMA=01弯矩设计值：M=pl2=52=3.0kN.m。100()配筋计算0s0.98021080syf