樓梯設(shè)計(jì)設(shè)計(jì)說(shuō)明書(shū)

經(jīng)典word整理文檔，僅參考，雙擊此處可刪除頁(yè)眉頁(yè)腳。本資料屬于網(wǎng)絡(luò)整理，如有侵權(quán)，請(qǐng)聯(lián)系刪除，謝謝！樓梯間開(kāi)間為3.9m，進(jìn)深為7.2。采用板式樓梯，底層為等跑樓梯，共28級(jí)踏步，踏步寬0.3米，其踏步的水平投影長(zhǎng)度為13×0.3=3.9m，二層及其以上層樓梯均為等跑樓梯，共24級(jí)踏步，踏步寬0.3米，其踏步的水平投影長(zhǎng)度為。樓梯的踢面和踏面均做水磨石層，底面為水泥砂漿粉刷?；炷翉?qiáng)度等級(jí)C30。板采用HPB235鋼筋，梁縱筋采用HRB335鋼筋。（一）底層樓梯設(shè)計(jì)1．梯段板TB1設(shè)計(jì)板傾斜角tanα=150/300=0.5，cosα=0.894。板斜長(zhǎng)為3.9/0.894=4.36m，板厚約為板斜長(zhǎng)的1/30，h=140mm。取1m寬板帶計(jì)算。1）荷載計(jì)算γ=1.2γ=1.4。GQ總荷載設(shè)計(jì)值p=1.2×7.75+1.4×2.5=12.8kN/m。梯段板荷載計(jì)算表荷載標(biāo)準(zhǔn)值(kN/m)(0.3+0.15)×0.65/0.3=0.98(0.3+0.15)×0.02×20/0.3=0.60.5×0.3×0.15×25/0.3=1.880.14×25/0.894=3.910.02×17/0.894=0.387.75活荷載2.52）截面設(shè)計(jì)1板水平計(jì)算跨度l，彎矩設(shè)計(jì)值Mplm。22n10n板的有效高度h=140-20=120mm。0M19.471060.095fbh1.014.310001202s21c0M則0.951，A2fhsssy0選配Φ12@120，實(shí)際A=943mm2s分布筋為Φ8@300。2．平臺(tái)板PTB1設(shè)計(jì)設(shè)平臺(tái)板厚100mm，取1m寬帶板計(jì)算。1）荷載計(jì)算平臺(tái)板的荷載計(jì)算見(jiàn)下表。荷載設(shè)計(jì)值p=1.2×3.89+1.4×2.5=8.17kN/m平臺(tái)板荷載計(jì)算表0.02×20=0.40.1×25=2.50.02×17=0.343.89活荷載2.52）截面設(shè)計(jì)平臺(tái)板的計(jì)算跨度l=1.80-0.65/2=1.475m01彎矩設(shè)計(jì)值Mpl0.18.171.4751.78kNm22100板的有效高度h=100-20=80mm0M1.781060.020fbh1.014.31000802s21c0M則0.990，A2fhsssy0選配Φ8@200，實(shí)際A=252mm2s3．平臺(tái)梁TL1設(shè)計(jì)設(shè)平臺(tái)梁截面尺寸為200mm×400mm1）荷載計(jì)算平臺(tái)梁的荷載計(jì)算見(jiàn)下表?？偤奢d設(shè)計(jì)值1.2×20.57+1.4×6.97=34.67kN/m平臺(tái)梁荷載計(jì)算表荷載標(biāo)準(zhǔn)值(kN/m)0.02×(0.4-0.1)×2×17=0.23.89×1.675/2=3.267.75×3.9/2=15.1120.57活荷載2.5×(3.9/2+1.675/2)=6.972）截面設(shè)計(jì)計(jì)算跨度l=1.05l=1.05×(3.9-0.24)=3.84m0n11彎矩設(shè)計(jì)值Mpl34.673.8463.90kNm228801剪力設(shè)計(jì)值Vpl0.534.673.8466.57kN20截面按倒L形計(jì)算，b’=b+5hf=200+5×100=700mm，梁的有效高度f(wàn)h=h-a=400-35=365mm00s經(jīng)判別屬第一類T形截面。M63.901060.048fbh1.014.37003652s21c0M則0.975，A2sfhssy0選配416，實(shí)際A=804mm2s配置Φ10@200箍筋，則斜截面受剪承載力為A101200V0.7fbh1.25fh0.71.432003651.25210365svscst0yv042195N665700N滿足要求。（二）其他層樓梯設(shè)計(jì)1．梯段板TB2設(shè)計(jì)板傾斜角tanα=150/300=0.5，cosα=0.894。板斜長(zhǎng)為3.3/0.894=3.69m，板厚約為板斜長(zhǎng)的1/30，h=120mm。取1m寬板帶計(jì)算。1）荷載計(jì)算梯段板的荷載計(jì)算列于下表。荷載設(shè)計(jì)值p=1.2×7.2+1.4×2.5=12.14kN/m。梯段板荷載計(jì)算表荷載標(biāo)準(zhǔn)值(kN/m)(0.3+0.15)×0.65/0.3=0.98(0.3+0.15)×0.02×20/0.3=0.60.5×0.3×0.15×25/0.3=1.880.12×25/0.894=3.360.02×17/0.894=0.387.2活荷載2.52）截面設(shè)計(jì)1板水平計(jì)算跨度l=3.3mMplm。222n10n板的有效高度h=120-20=100mm。0M13.221060.092fbh1.014.310001002s21c0M則0.951，A2sfhssy0選配Φ10@100，實(shí)際A=785mm2s分布筋為Φ8@300。2．平臺(tái)板PTB2設(shè)計(jì)設(shè)平臺(tái)板厚100mm，取1m寬帶板計(jì)算。1）荷載計(jì)算荷載設(shè)計(jì)值同PTB1，p=8.17kN/m2）截面設(shè)計(jì)平臺(tái)板的計(jì)算跨度l=1.8-0.3/2=1.65m01彎矩設(shè)計(jì)值Mpl0.18.171.652.22kNm22100板的有效高度h=100-20=80mm0M2.221060.024fbh1.014.31000802s21c0M則0.987，A2fhsssy0選配Φ8@150，實(shí)際A=335mm2s3．平臺(tái)板PTB3設(shè)計(jì)設(shè)平臺(tái)板厚100mm，取1m寬帶板計(jì)算。1）荷載計(jì)算荷載設(shè)計(jì)值同PTB1，p=8.17kN/m2）截面設(shè)計(jì)平臺(tái)板的計(jì)算跨度l=2.10-0.60/2=1.80m01彎矩設(shè)計(jì)值Mpl0.18.171.802.65kNm22100板的有效高度h=100-20=80mm0M2.651060.029fbh1.014.31000802s21c0M則0.985，A2fhsssy0選配Φ8@150，實(shí)際A=335mm2s4．平臺(tái)梁TL2設(shè)計(jì)取平臺(tái)梁截面尺寸為200mm×400mm1）荷載計(jì)算平臺(tái)梁的荷載計(jì)算見(jiàn)下表?？偤奢d設(shè)計(jì)值1.2×20.81+1.4×7.13=34.95kN/m平臺(tái)梁荷載計(jì)算表荷載標(biāo)準(zhǔn)值(kN/m)0.2×0.4×25=20.02×(0.4-0.1)×2×17=0.23.89×1.95/2=3.507.75×3.9/2=15.1120.81活荷載2.5×(3.9/2+1.95/2)=7.132）截面設(shè)計(jì)計(jì)算跨度l=1.05l=1.05×(3.9-0.24)=3.84m0n1彎矩設(shè)計(jì)值Mpl0.12534.953.8464.42kNm22801剪力設(shè)計(jì)值Vpl0.534.953.8467.10kN20截面按倒L形計(jì)算，b’=700mm，梁的有效高度h=365mmf0經(jīng)判別屬第一類T形截面。M64.421060.048fbh1.014.37003652s21c0M則0.975，A2sfhssy0選配416，實(shí)際A=804mm2s配置Φ10@200箍筋，則斜截面受剪承載力為A101200V0.7fbh1.25fh0.71.432003651.25210365svscst0yv0142195N67100N滿足要求。5．平臺(tái)梁TL3設(shè)計(jì)取平臺(tái)梁截面尺寸為200mm×400mm1）荷載計(jì)算平臺(tái)梁的荷載計(jì)算見(jiàn)下表?？偤奢d設(shè)計(jì)值1.2×17.97+1.4×6.63=30.85kN/m平臺(tái)梁荷載計(jì)算表荷載標(biāo)準(zhǔn)值(kN/m)0.02×(0.4-0.1)×2×17=0.23.89×2.0/2=3.897.2×3.3/2=11.8817.97活荷載2.5×(3.3/2+2.0/2)=6.632）截面設(shè)計(jì)計(jì)算跨度l=1.05l=1.05×(3.9-0.24)=3.84m0n1彎矩設(shè)計(jì)值Mpl0.12530.853.8456.86kNm22801剪力設(shè)計(jì)值Vpl0.530.853.8459.22kN20截面按倒L形計(jì)算，b’=700mm，梁的有效高度h=365mmf0經(jīng)判別屬第一類T形截面。M56.861060.043fbh1.014.37003652s21c0M則0.978，A2ssfhsy0選配316，實(shí)際A=603mm2s配置Φ10@200箍筋，則斜截面受剪承載力為A101200V0.7fbh1.25fh0.71.432003651.25210365svscst0yv0142195N59220N滿足要求。6．平臺(tái)梁TL4設(shè)計(jì)取平臺(tái)梁截面尺寸為200mm×400mm1）荷載計(jì)算平臺(tái)梁的荷載計(jì)算見(jiàn)下表?？偤奢d設(shè)計(jì)值1.2×18.46+1.4×6.94=31.87kN/m平臺(tái)梁荷載計(jì)算表荷載標(biāo)準(zhǔn)值(kN/m)0.02×(0.4-0.1)×2×17=0.23.89×1.95/2=4.387.2×3.3/2=11.8818.46活荷載2.5×(3.3/2+1.95/2)=6.942）截面設(shè)計(jì)計(jì)算跨度l=1.05l=1.05×(3.9-0.24)=3.84m0n1彎矩設(shè)計(jì)值Mpl0.12531.873.8458.74kNm22801剪力設(shè)計(jì)值Vpl0.531.873.8461.19kN20截面按倒L形計(jì)算，b’=700mm，梁的有效高度h=365mmf0