現(xiàn)澆板式普通樓梯設(shè)計(jì)(TB-1)

現(xiàn)澆板式普通樓梯設(shè)計(jì)(TB-1)項(xiàng)目名稱構(gòu)件編號日期設(shè)計(jì)校對審核執(zhí)行規(guī)范:《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》(GB50010-2010)(2015版),本文簡稱《混凝土規(guī)范》《建筑結(jié)構(gòu)荷載規(guī)范》(GB50009-2012),本文簡稱《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=1.950m平臺長度(左)=0mm；平臺長度(右)=0mm平臺厚度(左)=160mm；平臺厚度(右)=160mm內(nèi)延長(左)=500mm；內(nèi)延長(右)=500mm平臺梁尺寸:B2=200mm；H2=400mmB3=200mm；H3=400mm梯段長度=4120mm；踏步數(shù)=13梯板厚度=160mm；梯跨長度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: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:HRB400；fy=360N/mm2梁縱筋等級:HRB400；fy=360N/mm2梁箍筋等級: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:9.000kN/m斜梯段:11.493kN/m右平臺:9.000kN/m設(shè)計(jì)值(q):左平臺:12.400kN/m斜梯段:15.641kN/m右平臺:12.400kN/m準(zhǔn)永久值(qe):左平臺:7.250kN/m斜梯段:9.743kN/m右平臺: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)簡化方法:取板沿著寬度方向單位長度的板帶(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):截面B×H=1000×160截面:左中右彎矩(M):-0.00016.87216.872剪力(V):31.84028.12024.400截面驗(yàn)算:Vmax=31.84kN<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):320.000345.490345.490上縱實(shí)配:E8@200(251,0.16%)E8@200(251,0.16%)下縱實(shí)配:E12@140(808,0.50%)E12@140(808,0.50%)E12@140(808,0.50%)裂縫(w):0.0000.0270.027裂縫限值:[ω]=0.30mm驗(yàn)算結(jié)論:ωmax=0.027mm<[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):16.87235.90416.872剪力(V):20.6910.000-20.691截面驗(yàn)算:Vmax=20.69kN<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):345.490764.989345.490上縱實(shí)配:E8@200(251,0.16%)E8@200(251,0.16%)下縱實(shí)配:E12@140(808,0.50%)E12@140(808,0.50%)E12@140(808,0.50%)撓度限值:[f]=24.40mm驗(yàn)算結(jié)論:fmax=0.90*24.60=22.14mm<[f]=24.40mm(4879/200),滿足。裂縫(w):0.0270.1540.027裂縫限值:[ω]=0.30mm驗(yàn)算結(jié)論:ωmax=0.154mm<[ω]=0.30mm,滿足。----------------------------------------------------------------------------------計(jì)算板段-3(右內(nèi)延長):截面B×H=1000×160截面:左中右彎矩(M):16.87216.8720.000剪力(V):-24.400-28.120-31.840截面驗(yàn)算:Vmax=31.84kN<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):345.490345.490320.000上縱實(shí)配:E8@200(251,0.16%)E8@200(251,0.16%)下縱實(shí)配:E10@220(357,0.22%)E10@220(357,0.22%)E10@220(357,0.22%)裂縫(w):0.1490.1490.000裂縫限值:[ω]=0.30mm驗(yàn)算結(jié)論:ωmax=0.149mm<[ω]=0.30mm,滿足。--------------------------------------------------------------------------------------------------------------------------------------------------------------------彎矩和剪力圖:----------------------------------------------------------------------------------彈性位移圖:----------------------------------------------------------------------------------配筋簡圖:----------------------------------------------------------