10、樓梯設(shè)計(jì)樓梯設(shè)計(jì)計(jì)算簡(jiǎn)圖采用現(xiàn)澆樓梯，由于板跨度不大、活載較小，采用板式樓梯計(jì)算，簡(jiǎn)圖如圖由于每層層高相同，所以每層的樓梯設(shè)計(jì)都相同，設(shè)以第一層為設(shè)計(jì)對(duì)象。設(shè)計(jì)資料：活載標(biāo)準(zhǔn)值：材料選用：混凝土C30(f=14.3N/mm2f=1.43N/mm2)鋼筋：d<10mm選用HPB300級(jí)鋼筋d>10mm選用HRB335級(jí)鋼筋梯段板計(jì)算：計(jì)算梯段板時(shí)取1m寬板作為計(jì)算單元，支承在平臺(tái)梁上的梯段板內(nèi)力計(jì)算時(shí)將其簡(jiǎn)化為簡(jiǎn)支斜板，再簡(jiǎn)化為水平板計(jì)算，簡(jiǎn)圖如下。確定板厚：L0=3000mmh>(￡~土兄。=(100~120)mm，取h=100mm荷載計(jì)算(取1m板寬計(jì)算):荷載計(jì)算(取1m板寬計(jì)算):樓梯斜板傾斜角：恒荷載標(biāo)準(zhǔn)值：踏步重:耐磨磚面層：斜板：扶手荷載：板底抹灰：恒載標(biāo)準(zhǔn)荷載值值：荷載設(shè)計(jì)值：活載設(shè)計(jì)值：總荷載設(shè)計(jì)值:a=arctanJG，。)-2848'cosa=0.8763000x0.3x0.15x25x—-1.875KN樓梯斜板傾斜角：恒荷載標(biāo)準(zhǔn)值：踏步重:耐磨磚面層：斜板：扶手荷載：板底抹灰：恒載標(biāo)準(zhǔn)荷載值值：荷載設(shè)計(jì)值：活載設(shè)計(jì)值：總荷載設(shè)計(jì)值:1(0.30+0.15)x0.6x——-0.900KN/m0.3010.11x25x3.139KN/m0.876(不計(jì)入，另加2①12)10.25x0.285kN/m0.876gk-6.200kN/mgd-1.2x6.200-7.439kN/mqd-1.4x3.5-4.90KN/mq-7.439+4.9-12.339kN/m內(nèi)力計(jì)算:計(jì)算跨度L0=(3000+200)=3200mm跨中彎矩M-—ql2-0.1x12.339x3.22-12.635KN?m100內(nèi)力計(jì)算:配筋計(jì)算:h-100-25-75mm012.635x106M1————0.157a1fbh01.0x14.3x100012.635x106匚-1-、,‘1-2a-0.172y-0.5x(1+g'1-2a)-0.914M614mm2fyh0采用①10@100As=785mmP-max(45f/f,0.2%)-0.238%A-0.238%x1000x100=238mm2mintys,min分布筋采用48@2003)平臺(tái)板計(jì)算匕=1.8m,I。?-3.6,102/101-2按雙向板計(jì)算取板厚100mm,h=100-25=75mm考慮板與梁現(xiàn)澆的影響，考慮彈性作用、則：g=1.2x3.4-4.08KN/mq=1.4x3.5-4.9KN/mg+q/2=4.08+4.9/2=6.53KN/mq/2=4.9/2=2.45KN/m2g+q=4.08+4.9=8.98KN/m2l01/l02=1.8/3.6=0.5m1=(0.0646+0.2x0.0063)x6.53x1.82+(0.0965+0.0174x0.2)x2.45x1.82=2.187KN-mm2=(0.0063+0.2x0.0646)x6.53x1.82+(0.0174+0.0965x0.2)x2.45x1.82=0.698KN-mm；=-0.1212x8.98x1.82=-3.526KN-m截面h0/mmM(KN?m)asgYsAs配筋實(shí)際面積L01方向752.1870.0210.0220.98893.785①8@200251L02方向752.7920.0240.0230.973108.898①8@200251m1'方向75-3.5260.03980.04060.979172.030巾8@200251m1"方向750----巾8@200251m2'方向750----巾8@200251m2"方向750----巾8@200251分布筋跨中取為48@2004)平臺(tái)梁計(jì)算，入)平臺(tái)梁TL1計(jì)算，分析梁為簡(jiǎn)支梁：計(jì)算跨度L0=3600mm初步確定：h>L/12=3600/12=300，取h=300mm，b=200mm荷載計(jì)算：平臺(tái)板傳來(lái)：(4.08+4.9)x18=8.082KN/m23梯段傳來(lái)：12.339x=18.509KN/m2梁自重：0.2x(0.30—0.1)x25=1.0KN/m梁側(cè)粉刷：0-02x(0.3—0.1)x2x17=0.136kN/m總均布荷載為：p=8.082+18.509+1.0+0.136=27.727KN/m活荷載：q=3.xR+七)KN4m/22

總荷載設(shè)計(jì)值：p=1.2x27.727+1.4x8.4=45.032KN/mB)截面設(shè)計(jì)：計(jì)算跨度近似按l=3.6m0內(nèi)力計(jì)算：彎矩設(shè)計(jì)值：M=0.1xql2=0.1x45.032x3.62=58.361KN-m倒L形截面、約按矩形截面計(jì)算配筋：b'=l/6=3600/6=600mmh=300-35=265mm0.(以fbhh-匕=1.0*14.3*600*100*(265-50)=153.73KN-m>58.361KN-m1cff02\7，58.361x106以=M/以fbh2==0.0969，1cf01.0x14.3x600x2652&=1-J1-2U=1-J1-2x0.0969=0.1021<&b=0.518y=2(1+(1-2以)=2x(1+J1-2x0.0969)=0.94958.361x106A=M/fyh=360~0949~^^=645mm2A

P=—s

bh0645hfh1.43300=1.22%>p=0.45—=A

P=—s

bh0200*265minh0"360265>0.2%h=0.2%300=0.226%20(A=628mm20(A=628mm2)實(shí)配選用2支座剪力：剪力設(shè)計(jì)值：V=0.5xPxl=0.5*58.361x(3.6-0.2)=99.214KN0.7fb'h=0.7x1.43x200x265=53.05kN<Vtf0計(jì)算配筋，箍筋的最大間距為200mm取(p8@200V=0.7fbh+1.0f*h=0.7x1.43x200x265+1.0x270x1006x265=89.04kNcst0yvs0200f1.43?p=0.24」=0.24x----=0.127%yvA2x503選48@200雙肢