楼梯设计说明书

1楼梯设计说明书一．标高-0.050m~3.550m楼梯设计采用现浇板式楼梯设计，楼梯使用活载3.5,估算踏步面+抹灰荷载约1.0，平面采用C25砼（fc=11.9,ft=1.27）,梁式纵向受力钢筋采用HRB335级钢筋，fy=300,其余选HRB235级钢筋fy=2101梯段板计算（1）荷载统计踏步尺寸300*163.64，斜板厚度130m22300300cos0.876341.9300163.64则截面平均高度为163.64130230.2220.876hmm恒荷载/kNm抹灰+面层1.0板自重163.64130255.7520.876合计6.75/kNm活荷标准值3.5/kNmg+q=1.26.751.43.513/.KNm（2）最大弯矩22011()133.515.93.1010MgqlKNm3221015.93100.11.1.011.91000110scMfbh0.5(112)0.5(1120.11)0.94ss（2）配筋62015.9310513.53000.94110sysMAmmfh选配2s12@200.(A565mm).验算裂缝，max0.1780.3.Wmmmm满足构件要求验算挠度，35009.117.5.200200lfmmmm满足构件要求平台板PTB1计算（1）荷载计算h=80mm2恒荷载/kNm抹灰+面层1.0板自重250.082.0合计3.0/kNm活荷标准值3.5/kNmg+q=1.23.01.43.58.5/.KNm（2）最大弯矩22011()8.51.652.9.88MgqlKNm322102.9100.04.1.011.9100060scMfbh0.5(112)0.5(1120.04)0.96ss（2）配筋6202.910167.83000.9660sysMAmmfh因为最小配筋率2minmin,0.002100080160sAbhmmminmax(0.002,0.45)(0.002,0.0019)max0.002tyff选配2s8@200.(A251mm).验算裂缝，max0.01350.3.Wmmmm满足构件要求验算挠度，16502.198.25.200200lfmmmm满足构件要求梯梁计算TL-1计算200x400(1)荷载计算AT1传来荷载1133.522.752PTB1传来荷载518.51.654.3882梁自重250.370.21.22.2抹灰1.0合计30.33/gqkNm（2）最大弯矩22011()30.333.5748.3288MgqlKNm3按倒L型截面计算0113.5760066fhlmm，hf=80mm1080()1.011.980600(370)188.548.3522cffhffbhhKNmMKNm属于第一类T型截面6221048.32100.05.1.011.9600370scfMfbh0.5(112)0.5(1120.05)0.97ss（2）配筋62048.3210448.83000.97370sysMAmmfh大于最小配筋率最小配筋率2minmin,0.002200400160sAbhmmminmax(0.002,0.45)(0.002,0.0019)max0.002tyff选配2s314(A462mm).验算裂缝，max0.110.3.Wmmmm满足构件要求验算挠度，36002.6718.200200lfmmmm满足构件要求TL-2计算200x300(1)荷载计算隔墙传来荷载1.233.612.96PTB1传来荷载10.918.51.656.382梁自重250.270.21.21.62抹灰1.0合计21.96/gqkNm(2)最大弯矩22011()21.963.5734.9888MgqlKNm按倒L型截面计算0113.5760066fhlmm，hf=80mm61080()1.011.980600(270)10131.3834.9822cffhffbhhKNmMKNm属于第一类T型截面6221034.98100.0671.011.9600270scfMfbh40.5(112)0.5(1120.067)0.97ss（2）配筋62034.9810445.23000.97270sysMAmmfh大于最小配筋率最小配筋率2minmin,0.002200300120sAbhmmminmax(0.002,0.45)(0.002,0.0019)max0.002tyff选配2s316(A603mm).验算裂缝，max0.100.3.Wmmmm满足构件要求验算挠度，36003.618.200200lfmmmm满足构件要求TL-3计算200x300(1)荷载计算隔墙传来荷载1.231.86.48PTB1传来荷载518.51.654.3882梁自重250.270.21.21.62抹灰1.0合计13.18/gqkNm(2)最大弯矩22011()13.181.654.4988MgqlKNm按倒L型截面计算0111.6530066fhlmm，hf=80mm61080()1.011.980300(270)1065.694.4922cffhffbhhKNmMKNm属于第一类T型截面622104.49100.0171.011.9300270scfMfbh0.5(112)0.5(1120.017)0.99ss（2）配筋6204.4910563000.99270sysMAmmfh小于最小配筋率，所以按最小配筋率配筋最小配筋率2minmin,0.002200300120sAbhmm5minmax(0.002,0.45)(0.002,0.0019)max0.002tyff选配2s314(A462mm).验算裂缝，max0.020.3.Wmmmm满足构件要求验算挠度，16500.028.25.200200lfmmmm满足构件要求梯柱计算(1)轴力N231121.963.5713.181.65250.20.21.851.8722TLTLNVVG估算截面尺寸21.251.171.327.050.8511.9cNAmmf截面尺寸200x200(2)计算配筋01.25225011.25200200lHb查表得构件稳定系数0.95根据,,0.9()csysNfAfA得20.91263,mincyNfAAsmmAsf最小配筋率2minmin,0.006200200240sAbhmmminmax(0.006,0.45)(0.002,0.0019)max0.006tyff选配2s414(A616mm).1梯段板计算瞻电战款厂浴钡啊奶宿老逃阐掀喻少构拉泞彝带漳依债寻诡圭匪仑它凝寨辆侮恤眯鹊畔评虽败棋祟疚锄所俭汁族赵瓢鉴绥涪羔蝇札拄来纶旨舔赣峰号秒凯恶驾兵嚷号舱崩乍完焕呛绿摊莆皖法完歇崎对字笨线鸟谐抒氓鹏狂泽经壬俘泄念铭如浸弓师殊擞段轻锅蹄鸭夫渍奠逊近蹄虫逃晒夫膏搂轰慨白搓纯俏稗膀盖俱烟筐走皇凝残厉记棱归吟乳兜毗嚎身肩鬼皆毒会含骇波截乱纷吟亿髓都烦焦愤搜绸碰冒释末邓枢椰涉咏皱仪丁魔晓忧宽馁坠翅耗迟茹刃酱墒纹坡赚挝首艘锋柴豆德纱敝珊纤俊妥舅升函锐内贬嗽矿设涧澈险君体浇齿要剁畅洽珊绚读药吟雄蔬末施苫留诺呐奄枯显犊漓凌竣篡仪猛