現(xiàn)澆板式普通樓梯設(shè)計(jì)(TB1)計(jì)算書(shū)

現(xiàn)澆板式普通樓梯設(shè)計(jì)(TB1)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=1.000m平臺(tái)長(zhǎng)度(左)=0mm；平臺(tái)長(zhǎng)度(右)=1000mm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=600mmB3=200mm；H3=600mmB4=200mm；H4=600mm梯段長(zhǎng)度=1400mm；踏步數(shù)=6梯板厚度=100mm；梯跨長(zhǎng)度L0=5000mm,梯井寬:200mm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):1.2；活載分項(xiàng)系數(shù):1.4；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:26.00kN/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(按裂縫控制配筋計(jì)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:10.192kN/m右平臺(tái):7.600kN/m設(shè)計(jì)值(q):斜梯段:12.931kN/m右平臺(tái):9.820kN/m右平臺(tái)梁(TL-2):20.371kN/m準(zhǔn)永久值(qe):斜梯段:8.442kN/m右平臺(tái):5.850kN/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):-3.0973.399-2.082剪力(V):9.3100.538-8.234截面驗(yàn)算:Vmax=9.31kN<0.7βhftbh0=80.08kN截面滿足上部計(jì)算縱筋(As'):200.0000.000200.000下部計(jì)算縱筋(As):0.000200.0000.000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%)撓度限值:[f]=9.43mm驗(yàn)算結(jié)論:fmax=0.90*0.84=0.75mm<[f]=9.43mm(1887/200),滿足。裂縫(w):0.0220.0110.015裂縫限值:[ω]=0.40mm驗(yàn)算結(jié)論:ωmax=0.022mm<[ω]=0.40mm,滿足。----------------------------------------------------------------------------------計(jì)算板段-2(右平臺(tái)):截面B×H=1000×100截面:左中右彎矩(M):-2.0820.7950.047剪力(V):6.7842.365-2.054截面驗(yàn)算:Vmax=6.78kN<0.7βhftbh0=80.08kN截面滿足上部計(jì)算縱筋(As'):200.0000.0000.000下部計(jì)算縱筋(As):0.000200.000200.000上部縱筋(As'):200.00250.83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]=4.50mm驗(yàn)算結(jié)論:fmax=0.07mm<[f]=4.50mm(900/200),滿足。裂縫(w):0.0150.0020.001裂縫限值:[ω]=0.40mm驗(yàn)算結(jié)論:ωmax=0.015mm<[ω]=0.40mm,滿足。----------------------------------------------------------------------------------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=200×600Mc=66.23kN.mVk=51.95kN截面驗(yàn)算:V=51.95kN<0.250βcfcbh0=411.13kN截面滿足計(jì)算面積實(shí)配面積實(shí)配鋼筋配筋率上部鋼筋:2403082E140.26%下部鋼筋:3324022E160.34%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)(TB2)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=1.500m平臺(tái)長(zhǎng)度(左)=0mm；平臺(tái)長(zhǎng)度(右)=1000mm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=600mmB3=200mm；H3=600mmB4=200mm；H4=600mm梯段長(zhǎng)度=2520mm；踏步數(shù)=10梯板厚度=100mm；梯跨長(zhǎng)度L0=5000mm,梯井寬:200mm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):1.2；活載分項(xiàng)系數(shù):1.4；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:26.00kN/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(按裂縫控制配筋計(jì)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:9.900kN/m右平臺(tái):7.600kN/m設(shè)計(jì)值(q):斜梯段:12.580kN/m右平臺(tái):9.820kN/m右平臺(tái)梁(TL-2):33.726kN/m準(zhǔn)永久值(qe):斜梯段:8.150kN/m右平臺(tái):5.850kN/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):-8.5529.431-6.162剪力(V):15.7510.769-14.212截面驗(yàn)算:Vmax=15.75kN<0.7βhftbh0=80.08kN截面滿足上部計(jì)算縱筋(As'):312.3020.000221.703下部計(jì)算縱筋(As):0.000346.3270.000上縱實(shí)配:E8@160(314,0.31%)E8@200(251,0.25%)下縱實(shí)配:E10@200(393,0.39%)E10@200(393,0.39%)E10@200(393,0.39%)撓度限值:[f]=15.53mm驗(yàn)算結(jié)論:fmax=0.90*5.63=5.07mm<[f]=15.53mm(3106/200),滿足。裂縫(w):0.1400.0230.113裂縫限值:[ω]=0.40mm驗(yàn)算結(jié)論:ωmax=0.140mm<[ω]=0.40mm,滿足。----------------------------------------------------------------------------------計(jì)算板段-2(右平臺(tái)):截面B×H=1000×100截面:左中右彎矩(M):-6.1622.0872.087剪力(V):13.5859.1664.747截面驗(yàn)算:Vmax=13.58kN<0.7βhftbh0=80.08kN截面滿足上部計(jì)算縱筋(As'):221.7030.0000.000下部計(jì)算縱筋(As):0.000200.000200.000上部縱筋(As'):221.70250.83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]=4.50mm驗(yàn)算結(jié)論:fmax=0.32mm<[f]=4.50mm(900/200),滿足。裂縫(w):0.1130.0150.015裂縫限值:[ω]=0.40mm驗(yàn)算結(jié)論:ωmax=0.113mm<[ω]=0.40mm,滿足。----------------------------------------------------------------------------------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=200×600Mc=109.65kN.mVk=86.00kN截面驗(yàn)算:V=86.00kN<0.250βcfcbh0=411.13kN截面滿足計(jì)算面積實(shí)配面積實(shí)配鋼筋配筋率上部鋼筋:2403082E140.26%下部鋼筋:5656033E160.50%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)(TB3)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=1.500m平臺(tái)長(zhǎng)度(左)=0mm；平臺(tái)長(zhǎng)度(右)=1000mm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)=1120mm平臺(tái)梁尺寸:B2=200mm；H2=600mmB3=200mm；H3=600mmB4=200mm；H4=600mm梯段長(zhǎng)度=3640mm；踏步數(shù)=10梯板厚度=140mm；梯跨長(zhǎng)度L0=5000mm,梯井寬:200mm平面類型:雙跑荷載信息:附加恒荷載=1.500kN/m2活荷載:5.500kN/m2恒載分項(xiàng)系數(shù):1.2；活載分項(xiàng)系數(shù):1.4；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:26.00kN/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(按裂縫控制配筋計(jì)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:13.079kN/m右平臺(tái):9.600kN/m設(shè)計(jì)值(q):斜梯段:16.795kN/m右平臺(tái):12.620kN/m右平臺(tái)梁(TL-2):14.500kN/m準(zhǔn)永久值(qe):斜梯段:10.329kN/m右平臺(tái):6.850kN/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=1000×140截面:左中右彎矩(M):-12.60823.227-4.277剪力(V):21.8542.760-16.334截面驗(yàn)算:Vmax=21.85kN<0.7βhftbh0=120.12kN截面滿足上部計(jì)算縱筋(As'):301.3880.000280.000下部計(jì)算縱筋(As):0.000571.9870.000上縱實(shí)配:E8@160(314,0.22%)E8@170(296,0.21%)下縱實(shí)配:E12@190(595,0.43%)E12@190(595,0.43%)E12@190(595,0.43%)撓度限值:[f]=21.20mm驗(yàn)算結(jié)論:fmax=0.90*2.46=2.22mm<[f]=21.20mm(4239/200),滿足。裂縫(w):0.1240.0160.016裂縫限值:[ω]=0.40mm驗(yàn)算結(jié)論:ωmax=0.124mm<[ω]=0.40mm,滿足。----------------------------------------------------------------------------------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):-4.2770.044-0.927剪力(V):10.4442.746-4.952截面驗(yàn)算:Vmax=10.44kN<0.7βhftbh0=80.08kN截面滿足上部計(jì)算縱筋(As'):200.0000.000200.000下部計(jì)算縱筋(As):0.000200.0000.000上縱實(shí)配:E8@170(296,0.30%)E8@170(296,0.30%)下縱實(shí)配:E8@200(251,0.25%)E8@200(251,0.25%)E8@200(251,0.25%)裂縫(w):0.0240.0000.004裂縫限值:[ω]=0.40mm驗(yàn)算結(jié)論:ωmax=0.024mm<[ω]=0.40mm,滿足。----------------------------------------------------------------------------------計(jì)算板段-3(右平臺(tái)):截面B×H=1000×100截面:左中右彎矩(M):-0.9271.022-0.814剪力(V):5.8040.125-5.554截面驗(yàn)算:Vmax=5.80kN<0.7βhftbh0=80.08kN截面滿足上部計(jì)算縱筋(As'):200.0000.000200.000下部計(jì)算縱筋(As):0.000200.0000.000上部縱筋(As'):200.00200.00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]=4.50mm驗(yàn)算結(jié)論:fmax=0.07mm<[f]=4.50mm(900/200),滿足。裂縫(w):0.0050.0030.005裂縫限值:[ω]=0.40mm驗(yàn)算結(jié)論:ωmax=0.005mm<[ω]=0.40mm,滿足。----------------------------------------------------------------------------------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=200×600Mc=47.14kN.mVk=36.98kN截面驗(yàn)算:V=36.98kN<0.250βcfcbh0=411.13kN截面滿足計(jì)算面積實(shí)配面積實(shí)配鋼筋配筋率上部鋼筋:2403082E140.26%下部鋼筋:2403082E140.26%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)(TB4)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=2.000m平臺(tái)長(zhǎng)度(左)=0mm；平臺(tái)長(zhǎng)度(右)=1000mm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=600mmB3=200mm；H3=600mmB4=200mm；H4=600mm梯段長(zhǎng)度=3640mm；踏步數(shù)=14梯板厚度=140mm；梯跨長(zhǎng)度L0=5000mm,梯井寬:200mm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):1.2；活載分項(xiàng)系數(shù):1.4；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:26.00kN/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(按裂縫控制配筋計(jì)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:10.944kN/m右平臺(tái):7.600kN/m設(shè)計(jì)值(q):斜梯段:13.832kN/m右平臺(tái):9.820kN/m右平臺(tái)梁(TL-2):51.839kN/m準(zhǔn)永久值(qe):斜梯段:9.194kN/m右平臺(tái):5.850kN/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=1000×140截面:左中右彎矩(M):-20.76319.909-11.495剪力(V):26.6332.141-22.352截面驗(yàn)算:Vmax=26.63kN<0.7βhftbh0=120.12kN截面滿足上部計(jì)算縱筋(As'):507.6670.000280.000下部計(jì)算縱筋(As):0.000485.5780.000上縱實(shí)配:E10@150(524,0.37%)E8@170(296,0.21%)下縱實(shí)配:E10@160(491,0.35%)E10@160(491,0.35%)E10@160(491,0.35%)撓度限值:[f]=21.65mm驗(yàn)算結(jié)論:fmax=0.90*9.70=8.73mm<[f]=21.65mm(4330/200),滿足。裂縫(w):0.1680.0310.137裂縫限值:[ω]=0.40mm驗(yàn)算結(jié)論:ωmax=0.168mm<[ω]=0.40mm,滿足。----------------------------------------------------------------------------------計(jì)算板段-2(右平臺(tái)):截面B×H=1000×100截面:左中右彎矩(M):-11.4954.7534.753剪力(V):22.47318.05413.635截面驗(yàn)算:Vmax=22.47kN<0.7βhftbh0=80.08kN截面滿足上部計(jì)算縱筋(As'):427.9670.0000.000下部計(jì)算縱筋(As):0.000200.000200.000上部縱筋(As'):427.97250.83下部縱筋(As):200.00上縱實(shí)配:E8@110(457,0.46%)E8@110(457,0.46%)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]=4.50mm驗(yàn)算結(jié)論:fmax=0.64mm<[f]=4.50mm(900/200),滿足。裂縫(w):0.1280.0690.069裂縫限值:[ω]=0.40mm驗(yàn)算結(jié)論:ωmax=0.128mm<[ω]=0.40mm,滿足。----------------------------------------------------------------------------------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=200×600Mc=168.54kN.mVk=132.19kN截面驗(yàn)算:V=132.19kN<0.250βcfcbh0=411.13kN截面滿足計(jì)算面積實(shí)配面積實(shí)配鋼筋配筋率上部鋼筋:2403082E140.26%下部鋼筋:90410184E180.85%箍筋:254402d8@2500.20%----------------------------------------------------------------------------------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)(TB5)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=2.500m平臺(tái)長(zhǎng)度(左)=0mm；平臺(tái)長(zhǎng)度(右)=1000mm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=600mmB3=200mm；H3=600mmB4=200mm；H4=600mm梯段長(zhǎng)度=3920mm；踏步數(shù)=15梯板厚度=140mm；梯跨長(zhǎng)度L0=5000mm,梯井寬:200mm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):1.2；活載分項(xiàng)系數(shù):1.4；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:26.00kN/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(按裂縫控制配筋計(jì)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:11.403kN/m右平臺(tái):7.600kN/m設(shè)計(jì)值(q):斜梯段:14.383kN/m右平臺(tái):9.820kN/m右平臺(tái)梁(TL-2):55.683kN/m準(zhǔn)永久值(qe):斜梯段:9.653kN/m右平臺(tái):5.850kN/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=1000×140截面:左中右彎矩(M):-22.76825.489-13.161剪力(V):26.3541.993-22.367截面驗(yàn)算:Vmax=26.35kN<0.7βhftbh0=120.12kN截面滿足上部計(jì)算縱筋(As'):559.9340.000315.077下部計(jì)算縱筋(As):0.000631.9200.000上縱實(shí)配:E12@200(565,0.40%)E8@150(335,0.24%)下縱實(shí)配:E12@170(665,0.48%)E12@170(665,0.48%)E12@170(665,0.48%)撓度限值:[f]=24.10mm驗(yàn)算結(jié)論:fmax=0.90*10.96=9.86mm<[f]=24.10mm(4819/200),滿足。裂縫(w):0.1960.0280.137裂縫限值:[ω]=0.40mm驗(yàn)算結(jié)論:ωmax=0.196mm<[ω]=0.40mm,滿足。----------------------------------------------------------------------------------計(jì)算板段-2(右平臺(tái)):截面B×H=1000×100截面:左中右彎矩(M):-13.1615.5865.586剪力(V):25.25020.83116.412截面驗(yàn)算:Vmax=25.25kN<0.7βhftbh0=80.08kN截面滿足上部計(jì)算縱筋(As'):495.6490.0000.000下部計(jì)算縱筋(As):0.000200.000200.000上部縱筋(As'):495.65250.83下部縱筋(As):200.00上縱實(shí)配:E10@150(524,0.52%)E10@150(524,0.52%)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]=4.50mm驗(yàn)算結(jié)論:fmax=0.68mm<[f]=4.50mm(900/200),滿足。裂縫(w):0.1510.1010.101裂縫限值:[ω]=0.40mm驗(yàn)算結(jié)論:ωmax=0.151mm<[ω]=0.40mm,滿足。----------------------------------------------------------------------------------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=200×600Mc=181.04kN.mVk=141.99kN截面驗(yàn)算:V=141.99kN<0.250βcfcbh0=411.13kN截面滿足計(jì)算面積實(shí)配面積實(shí)配鋼筋配筋率上部鋼筋:2403082E140.26%下部鋼筋:98010184E180.85%箍筋:254402d8@2500.20%----------------------------------------------------------------------------------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)(TB6)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=1.500m平臺(tái)長(zhǎng)度(左)=0mm；平臺(tái)長(zhǎng)度(右)=1000mm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=600mmB3=200mm；H3=600mmB4=200mm；H4=600mm梯段長(zhǎng)度=2520mm；踏步數(shù)=10梯板厚度=140mm；梯跨長(zhǎng)度L0=5000mm,梯井寬:200mm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):1.2；活載分項(xiàng)系數(shù):1.4；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:26.00kN/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(按裂縫控制配筋計(jì)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:11.079kN/m右平臺(tái):7.600kN/m設(shè)計(jì)值(q):斜梯段:13.995kN/m右平臺(tái):9.820kN/m右平臺(tái)梁(TL-2):32.994kN/m準(zhǔn)永久值(qe):斜梯段:9.329kN/m右平臺(tái):5.850kN/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=1000×140截面:左中右彎矩(M):-10.39210.492-5.101剪力(V):18.3711.704-14.964截面驗(yàn)算:Vmax=18.37kN<0.7βhftbh0=120.12kN截面滿足上部計(jì)算縱筋(As'):280.0000.000280.000下部計(jì)算縱筋(As):0.000280.0000.000上縱實(shí)配:E8@170(296,0.21%)E8@170(296,0.21%)下縱實(shí)配:E8@170(296,0.21%)E8@170(296,0.21%)E8@170(296,0.21%)撓度限值:[f]=15.53mm驗(yàn)算結(jié)論:fmax=0.90*2.92=2.63mm<[f]=15.53mm(3106/200),滿足。裂縫(w):0.1110.0220.021裂縫限值:[ω]=0.40mm驗(yàn)算結(jié)論:ωmax=0.111mm<[ω]=0.40mm,滿足。----------------------------------------------------------------------------------計(jì)算板段-2(右平臺(tái)):截面B×H=1000×100截面:左中右彎矩(M):-5.1011.5561.556剪力(V):11.8157.3962.977截面驗(yàn)算:Vmax=11.82kN<0.7βhftbh0=80.08kN截面滿足上部計(jì)算縱筋(As'):200.0000.0000.000下部計(jì)算縱筋(As):0.000200.000200.000上部縱筋(As'):200.00250.83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]=4.50mm驗(yàn)算結(jié)論:fmax=0.26mm<[f]=4.50mm(900/200),滿足。裂縫(w):0.0770.0120.012裂縫限值:[ω]=0.40mm驗(yàn)算結(jié)論:ωmax=0.077mm<[ω]=0.40mm,滿足。----------------------------------------------------------------------------------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=200×600Mc=107.27kN.mVk=84.13kN截面驗(yàn)算:V=84.13kN<0.250βcfcbh0=411.13kN截面滿足計(jì)算面積實(shí)配面積實(shí)配鋼筋配筋率上部鋼筋:2403082E140.26%下部鋼筋:5526033E160.50%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:----------------------------------------