活性炭濾池一樓梯計(jì)算書(shū)

現(xiàn)澆板式普通樓梯設(shè)計(jì)(BLT-8)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),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;D-HRB335;E-HRB400;F-RRB400;G-HRB500;Q-HRBF400;R-HRBF500-----------------------------------------------------------------------1已知條件：幾何信息:左標(biāo)高=0.000m；右標(biāo)高=2.450m平臺(tái)長(zhǎng)度(左)=0mm；平臺(tái)長(zhǎng)度(右)=0mm平臺(tái)厚度(左)=100mm；平臺(tái)厚度(右)=220mm內(nèi)延長(zhǎng)(左)=0mm；內(nèi)延長(zhǎng)(右)=950mm平臺(tái)梁尺寸:B2=250mm；H2=400mmB3=250mm；H3=400mm梯段長(zhǎng)度=4850mm；踏步數(shù)=16梯板厚度=250mm；梯跨長(zhǎng)度L0=2600mm,梯井寬:200mm平面類型:雙跑荷載信息:附加恒荷載=2.000kN/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=20mm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:0.20mm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):斜梯段:14.667kN/m右平臺(tái):11.000kN/m設(shè)計(jì)值(q):斜梯段:19.768kN/m右平臺(tái):15.000kN/m準(zhǔn)永久值(qe):斜梯段:12.917kN/m右平臺(tái):9.250kN/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(shuō)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(shuō)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(斜梯段):截面B×H=1000×250截面:左中右彎矩(M):0.00062.89340.592剪力(V):42.8788.671-25.535截面驗(yàn)算:Vmax=42.88kN<0.7βhftbh0=225.22kN截面滿足上部計(jì)算縱筋(As'):0.0000.0000.000下部計(jì)算縱筋(As):500.000813.473516.032上縱實(shí)配:E10@200(393,0.16%)E10@200(393,0.16%)下縱實(shí)配:E14@150(1026,0.41%)E14@150(1026,0.41%)E14@150(1026,0.41%)撓度限值:[f]=28.78mm驗(yàn)算結(jié)論:fmax=18.71mm<[f]=28.78mm(5756/200),滿足。裂縫(w):0.0000.1360.038裂縫限值:[ω]=0.20mm驗(yàn)算結(jié)論:ωmax=0.136mm<[ω]=0.20mm,滿足。----------------------------------------------------------------------------------計(jì)算板段-2(右內(nèi)延長(zhǎng)):截面B×H=1000×220截面:左中右彎矩(M):40.59240.592-0.000剪力(V):-29.697-37.760-45.822截面驗(yàn)算:Vmax=45.82kN<0.7βhftbh0=195.19kN截面滿足上部計(jì)算縱筋(As'):0.0000.0000.000下部計(jì)算縱筋(As):601.595601.595440.000上縱實(shí)配:E10@200(393,0.18%)E10@200(393,0.18%)下縱實(shí)配:E14@150(1026,0.47%)E14@150(1026,0.47%)E14@150(1026,0.47%)裂縫(w):0.0530.0530.000裂縫限值:[ω]=0.20mm驗(yàn)算結(jié)論:ωmax=0.053mm<[ω]=0.20mm,滿足。--------------------------------------------------------------------------------------------------------------------------------------------------------------------彎矩和剪力圖:----------------------------------------------------------------------------------彈性位移圖:----------------------------------------------------------------------------------配筋簡(jiǎn)圖:----------------------------------------------------------------------------------撓度、裂縫圖:--------