現(xiàn)澆板式普通樓梯設(shè)計(jì)(TB-2)

現(xiàn)澆板式普通樓梯設(shè)計(jì)(TB-2)項(xiàng)目名稱構(gòu)件編號(hào)日期設(shè)計(jì)校對(duì)審核執(zhí)行規(guī)范:《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》(GB50010-2010)(2015版),本文簡(jiǎn)稱《混凝土規(guī)范》《建筑結(jié)構(gòu)荷載規(guī)范》(GB50009-2012),本文簡(jiǎn)稱《荷載規(guī)范》鋼筋：d-HPB300;E-HRB400-----------------------------------------------------------------------1已知條件：幾何信息:左標(biāo)高=0.000m；右標(biāo)高=1.800m平臺(tái)長(zhǎng)度(左)=0mm；平臺(tái)長(zhǎng)度(右)=0mm平臺(tái)厚度(左)=160mm；平臺(tái)厚度(右)=160mm內(nèi)延長(zhǎng)(左)=500mm；內(nèi)延長(zhǎng)(右)=500mm平臺(tái)梁尺寸:B2=200mm；H2=400mmB3=200mm；H3=400mm梯段長(zhǎng)度=3860mm；踏步數(shù)=12梯板厚度=160mm；梯跨長(zhǎng)度L0=3100mm,梯井寬:100mm平面類型:雙跑荷載信息:附加恒荷載=1.500kN/m2活荷載:3.500kN/m2恒載分項(xiàng)系數(shù):1.3；活載分項(xiàng)系數(shù):1.5；活載調(diào)整系數(shù):γL=1.00活載準(zhǔn)永久值系數(shù)：0.5混凝土等級(jí):C30,fc=14.30N/mm2混凝土容重:25.00kN/mm3配筋調(diào)整系數(shù):1.00；縱筋保護(hù)層厚度:c=15mm板縱筋等級(jí):HRB400；fy=360N/mm2梁縱筋等級(jí):HRB400；fy=360N/mm2梁箍筋等級(jí):HRB400；fy=360N/mm2驗(yàn)算信息:撓度限值:L0/200；裂縫限值:0.30mm計(jì)算要求:1)樓梯板計(jì)算；2)平臺(tái)梁計(jì)算；3)板裂縫驗(yàn)算；4)板撓度驗(yàn)算2荷載與內(nèi)力計(jì)算：(1)荷載計(jì)算標(biāo)準(zhǔn)值(qk):左平臺(tái):9.000kN/m斜梯段:11.493kN/m右平臺(tái):9.000kN/m設(shè)計(jì)值(q):左平臺(tái):12.400kN/m斜梯段:15.641kN/m右平臺(tái):12.400kN/m準(zhǔn)永久值(qe):左平臺(tái):7.250kN/m斜梯段:9.743kN/m右平臺(tái):7.250kN/m(2)內(nèi)力計(jì)算:a.樓梯板:矩陣位移法求解。3計(jì)算結(jié)果：計(jì)算說明:(a)簡(jiǎn)化方法:取板沿著寬度方向單位長(zhǎng)度的板帶(b)計(jì)算方法:矩陣位移法單位說明:彎矩:kN.m/m 剪力:kN/m撓度:mm縱筋面積:mm2/m 截面尺寸:mm×mm裂縫:mm板段配筋計(jì)算結(jié)果:----------------------------------------------------------------------------------計(jì)算板段-1(左內(nèi)延長(zhǎng)):截面B×H=1000×160截面:左中右彎矩(M):0.00015.65215.652剪力(V):29.80626.08622.366截面驗(yàn)算:Vmax=29.81kN<0.7βhftbh0=140.14kN截面滿足上部計(jì)算縱筋(As'):0.0000.0000.000下部計(jì)算縱筋(As):320.000320.000320.000上縱實(shí)配:E8@200(251,0.16%)E8@200(251,0.16%)下縱實(shí)配:E12@160(707,0.44%)E12@160(707,0.44%)E12@160(707,0.44%)裂縫(w):0.0000.0290.029裂縫限值:[ω]=0.30mm驗(yàn)算結(jié)論:ωmax=0.029mm<[ω]=0.30mm,滿足。----------------------------------------------------------------------------------計(jì)算板段-2(斜梯段):截面B×H=1000×160截面:左中右彎矩(M):15.65231.64415.652剪力(V):18.9290.000-18.929截面驗(yàn)算:Vmax=18.93kN<0.7βhftbh0=140.14kN截面滿足上部計(jì)算縱筋(As'):0.0000.0000.000下部計(jì)算縱筋(As):320.000667.969320.000上縱實(shí)配:E8@200(251,0.16%)E8@200(251,0.16%)下縱實(shí)配:E12@160(707,0.44%)E12@160(707,0.44%)E12@160(707,0.44%)撓度限值:[f]=22.90mm驗(yàn)算結(jié)論:fmax=0.90*20.60=18.54mm<[f]=22.90mm(4579/200),滿足。裂縫(w):0.0290.1550.029裂縫限值:[ω]=0.30mm驗(yàn)算結(jié)論:ωmax=0.155mm<[ω]=0.30mm,滿足。----------------------------------------------------------------------------------計(jì)算板段-3(右內(nèi)延長(zhǎng)):截面B×H=1000×160截面:左中右彎矩(M):15.65215.652-0.000剪力(V):-22.366-26.086-29.806截面驗(yàn)算:Vmax=29.81kN<0.7βhftbh0=140.14kN截面滿足上部計(jì)算縱筋(As'):0.0000.0000.000下部計(jì)算縱筋(As):320.000320.000320.000上縱實(shí)配:E8@200(251,0.16%)E8@200(251,0.16%)下縱實(shí)配:E8@150(335,0.21%)E8@150(335,0.21%)E8@150(335,0.21%)裂縫(w):0.1240.1240.000裂縫限值:[ω]=0.30mm驗(yàn)算結(jié)論:ωmax=0.124mm<[ω]=0.30mm,滿足。--------------------------------------------------------------------------------------------------------------------------------------------------------------------彎矩和剪力圖:----------------------------------------------------------------------------------彈性位移圖:----------------------------------------------------------------------------------配筋簡(jiǎn)圖:----------------------------------------------------------