現(xiàn)澆板式普通樓梯設(shè)計(jì)(筒體樓梯TB1)

現(xiàn)澆板式普通樓梯設(shè)計(jì)(筒體樓梯TB1)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(chēng)《混凝土規(guī)范》《建筑結(jié)構(gòu)荷載規(guī)范》(GB50009-2012),本文簡(jiǎn)稱(chēng)《荷載規(guī)范》鋼筋：d-HPB300;D-HRB335;E-HRB400;F-RRB400;G-HRB500;P-HRBF335;Q-HRBF400;R-HRBF500-----------------------------------------------------------------------1已知條件：幾何信息:左標(biāo)高=0.000m；右標(biāo)高=1.200m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)=100mm內(nèi)延長(zhǎng)(左)=0mm；內(nèi)延長(zhǎng)(右)=0mm平臺(tái)梁尺寸:B2=200mm；H2=400mmB3=200mm；H3=400mm梯段長(zhǎng)度=1820mm；踏步數(shù)=7梯板厚度=100mm；梯跨長(zhǎng)度L0=2600mm,梯井寬:150mm平面類(lèi)型:雙跑荷載信息:附加恒荷載=1.000kN/m2活荷載:3.500kN/m2恒載分項(xiàng)系數(shù)=1.200,活載分項(xiàng)系數(shù):1.400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):HPB300；fy=270N/mm2驗(yàn)算信息:撓度限值:L0/200；裂縫限值:0.40mm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:9.514kN/m設(shè)計(jì)值(q):斜梯段:12.117kN/m準(zhǔn)永久值(qe):斜梯段:7.764kN/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=1000×100截面:左中右彎矩(M):-0.0005.809-0.000剪力(V):9.8890.000-9.889截面驗(yàn)算:Vmax=9.89kN<0.7βhftbh0=80.08kN截面滿(mǎn)足上部計(jì)算縱筋(As'):0.0000.0000.000下部計(jì)算縱筋(As):200.000208.532200.000上縱實(shí)配:E8@200(251,0.25%)E8@200(251,0.25%)下縱實(shí)配:E8@200(251,0.25%)E8@200(251,0.25%)E8@200(251,0.25%)撓度限值:[f]=11.75mm驗(yàn)算結(jié)論:fmax=9.02mm<[f]=11.75mm(2350/200),滿(mǎn)足。裂縫(w):0.0000.0930.000裂縫限值:[ω]=0.40mm驗(yàn)算結(jié)論:ωmax=0.093mm<[ω]=0.40mm,滿(mǎn)足。--------------------------------------------------------------------------------------------------------------------------------------------------------------------彎矩和剪力圖:----------------------------------------------------------------------------------彈性位移圖:----------------------------------------------------------------------------------配筋簡(jiǎn)圖:----------------------------------------------------------------------------------撓度、裂縫圖:現(xiàn)澆板式普通樓梯設(shè)計(jì)(筒體樓梯TB2以及梯板跨度小于2430)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(chēng)《混凝土規(guī)范》《建筑結(jié)構(gòu)荷載規(guī)范》(GB50009-2012),本文簡(jiǎn)稱(chēng)《荷載規(guī)范》鋼筋：d-HPB300;D-HRB335;E-HRB400;F-RRB400;G-HRB500;P-HRBF335;Q-HRBF400;R-HRBF500-----------------------------------------------------------------------1已知條件：幾何信息:左標(biāo)高=0.000m；右標(biāo)高=1.325m平臺(tái)長(zhǎng)度(左)=0mm；平臺(tái)長(zhǎng)度(右)=1200mm平臺(tái)厚度(左)=100mm；平臺(tái)厚度(右)=100mm內(nèi)延長(zhǎng)(左)=0mm；內(nèi)延長(zhǎng)(右)=500mm平臺(tái)梁尺寸:B2=200mm；H2=400mmB3=200mm；H3=400mmB4=240mm；H4=250mm梯段長(zhǎng)度=2170mm；踏步數(shù)=8梯板厚度=100mm；梯跨長(zhǎng)度L0=2600mm,梯井寬:150mm平面類(lèi)型:雙跑荷載信息:附加恒荷載=1.000kN/m2活荷載:3.500kN/m2恒載分項(xiàng)系數(shù)=1.200,活載分項(xiàng)系數(shù):1.400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):HPB300；fy=270N/mm2驗(yàn)算信息:撓度限值:L0/200；裂縫限值:0.40mm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:9.614kN/m右平臺(tái):7.000kN/m設(shè)計(jì)值(q):斜梯段:12.236kN/m右平臺(tái):9.100kN/m右平臺(tái)梁(TL-2):29.014kN/m準(zhǔn)永久值(qe):斜梯段:7.864kN/m右平臺(tái):5.250kN/m(2)內(nèi)力計(jì)算:a.樓梯板:矩陣位移法求解。b.平臺(tái)梁:跨中彎矩Mc=1/8·qL2;支座剪力Vk=1/2·qL3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=1000×100截面:左中右彎矩(M):0.0006.6661.165剪力(V):9.1960.527-8.142截面驗(yàn)算:Vmax=9.20kN<0.7βhftbh0=80.08kN截面滿(mǎn)足上部計(jì)算縱筋(As'):0.0000.0000.000下部計(jì)算縱筋(As):200.000240.582200.000上縱實(shí)配:E8@200(251,0.25%)E8@200(251,0.25%)下縱實(shí)配:E8@200(251,0.25%)E8@200(251,0.25%)E8@200(251,0.25%)撓度限值:[f]=14.06mm驗(yàn)算結(jié)論:fmax=8.78mm<[f]=14.06mm(2811/200),滿(mǎn)足。裂縫(w):0.0000.0810.008裂縫限值:[ω]=0.40mm驗(yàn)算結(jié)論:ωmax=0.081mm<[ω]=0.40mm,滿(mǎn)足。----------------------------------------------------------------------------------計(jì)算板段-2(右內(nèi)延長(zhǎng)):截面B×H=1000×100截面:左中右彎矩(M):1.1651.165-6.576剪力(V):-10.171-12.901-15.631截面驗(yàn)算:Vmax=15.63kN<0.7βhftbh0=80.08kN截面滿(mǎn)足上部計(jì)算縱筋(As'):0.0000.000237.170下部計(jì)算縱筋(As):200.000200.0000.000上縱實(shí)配:E8@200(251,0.25%)E8@200(251,0.25%)下縱實(shí)配:E8@200(251,0.25%)E8@200(251,0.25%)E8@200(251,0.25%)裂縫(w):0.0080.0080.123裂縫限值:[ω]=0.40mm驗(yàn)算結(jié)論:ωmax=0.123mm<[ω]=0.40mm,滿(mǎn)足。----------------------------------------------------------------------------------計(jì)算板段-3(右平臺(tái)):截面B×H=1000×100截面:左中右彎矩(M):-6.5761.1010.000剪力(V):10.9835.9780.973截面驗(yàn)算:Vmax=10.98kN<0.7βhftbh0=80.08kN截面滿(mǎn)足上部計(jì)算縱筋(As'):237.1700.0000.000下部計(jì)算縱筋(As):0.000200.000200.000上部縱筋(As'):237.17250.83下部縱筋(As):200.00上縱實(shí)配:E8@200(251,0.25%)E8@200(251,0.25%)下縱實(shí)配:E8@200(251,0.25%)E8@200(251,0.25%)E8@200(251,0.25%)撓度限值:[f]=5.50mm驗(yàn)算結(jié)論:fmax=0.75mm<[f]=5.50mm(1100/200),滿(mǎn)足。裂縫(w):0.1230.0000.000裂縫限值:[ω]=0.40mm驗(yàn)算結(jié)論:ωmax=0.123mm<[ω]=0.40mm,滿(mǎn)足。----------------------------------------------------------------------------------平臺(tái)梁配筋結(jié)果:----------------------------------------------------------------------------------單位說(shuō)明:彎矩:kN.m 剪力:kN截面尺寸:mm*mm縱筋面積:mm2 箍筋面積:mm2/m內(nèi)力計(jì)算:公式法右平臺(tái)梁(TL-2):B×H=200×400Mc=26.44kN.mVk=39.17kN截面驗(yàn)算:V=39.17kN<0.250βcfcbh0=268.13kN截面滿(mǎn)足計(jì)算面積實(shí)配面積實(shí)配鋼筋配筋率上部鋼筋:1602262E120.28%下部鋼筋:2033082E140.38%箍筋:254335d8@3000.17%----------------------------------------------------------------------------------彎矩和剪力圖:----------------------------------------------------------------------------------平臺(tái)梁荷載圖:----------------------------------------------------------------------------------彈性位移圖:----------------------------------------------------------------------------------配筋簡(jiǎn)圖:----------------------------------------------------------------------------------撓度、裂縫圖:現(xiàn)澆板式普通樓梯設(shè)計(jì)(金州苑筒體樓梯TB3梯板跨度2430~2520)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(chēng)《混凝土規(guī)范》《建筑結(jié)構(gòu)荷載規(guī)范》(GB50009-2012),本文簡(jiǎn)稱(chēng)《荷載規(guī)范》鋼筋：d-HPB300;D-HRB335;E-HRB400;F-RRB400;G-HRB500;P-HRBF335;Q-HRBF400;R-HRBF500-----------------------------------------------------------------------1已知條件：幾何信息:左標(biāo)高=0.000m；右標(biāo)高=1.325m平臺(tái)長(zhǎng)度(左)=0mm；平臺(tái)長(zhǎng)度(右)=1200mm平臺(tái)厚度(左)=100mm；平臺(tái)厚度(右)=100mm內(nèi)延長(zhǎng)(左)=350mm；內(nèi)延長(zhǎng)(右)=350mm平臺(tái)梁尺寸:B2=200mm；H2=400mmB3=200mm；H3=400mmB4=240mm；H4=250mm梯段長(zhǎng)度=2520mm；踏步數(shù)=8梯板厚度=110mm；梯跨長(zhǎng)度L0=2600mm,梯井寬:150mm平面類(lèi)型:雙跑荷載信息:附加恒荷載=1.000kN/m2活荷載:3.500kN/m2恒載分項(xiàng)系數(shù)=1.200,活載分項(xiàng)系數(shù):1.400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):HPB300；fy=270N/mm2驗(yàn)算信息:撓度限值:L0/200；裂縫限值:0.40mm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):7.000kN/m斜梯段:9.831kN/m右平臺(tái):7.000kN/m設(shè)計(jì)值(q):左平臺(tái):9.100kN/m斜梯段:12.497kN/m右平臺(tái):9.100kN/m右平臺(tái)梁(TL-2):34.922kN/m準(zhǔn)永久值(qe):左平臺(tái):5.250kN/m斜梯段:8.081kN/m右平臺(tái):5.250kN/m(2)內(nèi)力計(jì)算:a.樓梯板:矩陣位移法求解。b.平臺(tái)梁:跨中彎矩Mc=1/8·qL2;支座剪力Vk=1/2·qL3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(左內(nèi)延長(zhǎng)):截面B×H=1000×100截面:左中右彎矩(M):0.0004.4784.478剪力(V):11.9989.9507.903截面驗(yàn)算:Vmax=12.00kN<0.7βhftbh0=80.08kN截面滿(mǎn)足上部計(jì)算縱筋(As'):0.0000.0000.000下部計(jì)算縱筋(As):200.000200.000200.000上縱實(shí)配:E8@200(251,0.25%)E8@200(251,0.25%)下縱實(shí)配:E8@150(335,0.34%)E8@150(335,0.34%)E8@150(335,0.34%)裂縫(w):0.0000.0230.023裂縫限值:[ω]=0.40mm驗(yàn)算結(jié)論:ωmax=0.023mm<[ω]=0.40mm,滿(mǎn)足。----------------------------------------------------------------------------------計(jì)算板段-2(斜梯段):截面B×H=1000×100截面:左中右彎矩(M):4.4788.887-1.837剪力(V):6.389-2.805-11.999截面驗(yàn)算:Vmax=12.00kN<0.7βhftbh0=80.08kN截面滿(mǎn)足上部計(jì)算縱筋(As'):0.0000.000200.000下部計(jì)算縱筋(As):200.000325.2300.000上縱實(shí)配:E8@200(251,0.25%)E8@160(314,0.31%)下縱實(shí)配:E8@150(335,0.34%)E8@150(335,0.34%)E8@150(335,0.34%)撓度限值:[f]=15.76mm驗(yàn)算結(jié)論:fmax=10.47mm<[f]=15.76mm(3151/200),滿(mǎn)足。裂縫(w):0.0230.0760.010裂縫限值:[ω]=0.40mm驗(yàn)算結(jié)論:ωmax=0.076mm<[ω]=0.40mm,滿(mǎn)足。----------------------------------------------------------------------------------計(jì)算板段-3(右內(nèi)延長(zhǎng)):截面B×H=1000×110截面:左中右彎矩(M):-1.837-1.837-9.438剪力(V):-14.842-16.890-18.937截面驗(yàn)算:Vmax=18.94kN<0.7βhftbh0=90.09kN截面滿(mǎn)足上部計(jì)算縱筋(As'):220.000220.000304.236下部計(jì)算縱筋(As):0.0000.0000.000上縱實(shí)配:E8@160(314,0.29%)E8@160(314,0.29%)下縱實(shí)配:E8@200(251,0.23%)E8@200(251,0.23%)E8@200(251,0.23%)裂縫(w):0.0090.0090.131裂縫限值:[ω]=0.40mm驗(yàn)算結(jié)論:ωmax=0.131mm<[ω]=0.40mm,滿(mǎn)足。----------------------------------------------------------------------------------計(jì)算板段-4(右平臺(tái)):截面B×H=1000×100截面:左中右彎矩(M):-9.4381.101-0.000剪力(V):13.5858.5803.575截面驗(yàn)算:Vmax=13.58kN<0.7βhftbh0=80.08kN截面滿(mǎn)足上部計(jì)算縱筋(As'):346.6040.0000.000下部計(jì)算縱筋(As):0.000200.000200.000上部縱筋(As'):346.60250.83下部縱筋(As):200.00上縱實(shí)配:E8@140(359,0.36%)E8@140(359,0.36%)下縱實(shí)配