现浇钢筋混凝土楼板配筋设计计算书Word下载.docx
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h=120mm
2.材料信息
混凝土等级:
C25fc=11.9N/mm2ft=1.27N/mm2ftk=1.78N/mm2Ec=2.80x104N/m吊
钢筋种类:
HRB400fy=360N/mm2Es=2.0x105N/mm2
最小配筋率:
p=0.200%
纵向受拉钢筋合力点至近边距离:
as=25mm
保护层厚度:
c=15mm3.荷载信息(均布荷载)
永久荷载分项系数:
丫g=1.200
可变荷载分项系数:
丫Q=1.400
Wq=1.000
qgk=8.000kN/m
qqk=3.500kN/m
5.边界条件(上端/下端/左端/右端):
固定/固定/固定/固定
6.设计参数
结构重要性系数:
丫0=1.00
塑性板B=1.800
五、计算参数:
1.计算板的跨度:
Lo=2700mm
2.计算板的有效高度:
ho=h-as=120-25=95mm
六、配筋计算(lx/ly=2700/4800=0.563<
2.000所以按双向板计算):
1.X向底板钢筋
1)确定X向板底弯矩
2
Mx=z((丫G*qgk+丫Q*qqk)*Lo)
=0.0311*(1.200*8.000+1.400*3.500)*2.7
=3.289kN*m
2)确定计算系数
as=yo*Mx/(a1*fc*b*ho*ho)
6
=1.00*3.289X10/(1.00*11.9*1000*95*95)
=0.031
3)计算相对受压区高度
E=1-sqrt(1-2*as)=1-sqrt(1-2*0.031)=0.031
4)计算受拉钢筋面积
As=
a1*fc*b*ho*
E/fy=1.000*11.9*1000*95*0.031/360
=98mm
5)验算最小配筋率
p=As/(b*h)=98/(1000*120)=0.081%
p<
pmin=0.200%不满足最小配筋要求
所以取面积为As=pmin*b*h=0.200%*1000*120=240mm采眾方累8@200,实配面积251mnf
2.Y向底板钢筋
1)确定Y向板底弯矩
My=aMx
=0.3164*3.289
=1.041kN*m
as=丫o*My/(a1*fc*b*ho*ho)
=1.00*1.041X106/(1.00*11.9*1000*95*95)
=0.010
E=1-sqrt(1-2*as)=1-sqrt(1-2*0.010)=0.010
As=a1*fc*b*ho*E/fy=1.000*11.9*1000*95*0.010/360
=31mm2
p=As/(b*h)=31/(1000*120)=0.025%
所以取面积为As=pmin*b*h=0.200%*1000*120=240mm耒取方:
累8@200,实配面积251mm
3.X向支座左边钢筋
1)确定左边支座弯矩
Mox=3Mx
=1.8*3.289
=5.920kN*m
as=yo*Mfx/(a1*fc*b*ho*ho)
=1.00*5.920X10/(1.00*11.9*1000*95*95)
=0.055
E=1-sqrt(1-2*as)=1-sqrt(1-2*0.055)=0.057
As=a1*fc*b*ho*E/fy=1.000*11.9*1000*95*0.057/360
=178mm2
p=As/(b*h)=178/(1000*120)=0.148%
所以取面积为As=pmin*b*h=0.200%*1000*120=240mm耒取方:
累8@200,实配面积251mnf
4.X向支座右边钢筋
1)确定右边支座弯矩
as=丫o*Mfx/(a1*fc*b*ho*ho)
=1.00*5.920X106/(1.00*11.9*1000*95*95)
所以取面积为As=pmin*b*h=0.200%*1000*120=240mm米取方集8@200,实配面积251mnf
5.Y向上边支座钢筋
1)确定上边支座弯矩
Moy=3My
=1.8*1.041
=1.873kN*m
as=yo*Mfy/(a1*fc*b*ho*ho)
=1.00*1.873X10/(1.00*11.9*1000*95*95)
=0.017
E=1-sqrt(1-2*as)=1-sqrt(1-2*0.017)=0.018
As=a1*fc*b*ho*E/fy=1.000*11.9*1000*95*0.018/360
=55mm
p=As/(b*h)=55/(1000*120)=0.046%
6.Y
1)
M
向下边支座钢筋
确定下边支座弯矩
oy=3My
2)
确定计算系数
as=丫o*Mfy/(a1*fc*b*ho*ho)
=1.00*1.873X106/(1.00*11.9*1000*95*95)
3)
4)
计算相对受压区高度
计算受拉钢筋面积
a1*fc*b*ho*E/fy=1.000*11.9*1000*95*0.018/360
所以取面积为As=pmin*b*h=0.200%*1000*120=240mm米眾方累8@200,实配面积251mnf
七、跨中挠度计算:
Mk按荷载效应的标准组合计算的弯矩值
Mq按荷载效应的准永久组合计算的弯矩值
1.计算荷载效应
Mk=Mgk+Mqk
=0.0311*(8.000+3.500)*2.72=2.609kN*m
Mq=Mgk+pq*Mqk
=0.0311*(8.000+1.0*3.500)*2.7=2.609kN*m
2.计算受弯构件的短期刚度Bs
1)计算按荷载荷载效应的两种组合作用下,构件纵向受拉钢筋应力
dsk=Mk/(0.87*ho*As)混规(7.1.4-3)
=2.609X10/(0.87*95*251)=125.741N/mm
dsq=Mq/(0.87*ho*As)混规(7.1.4-3)
2)计算按有效受拉混凝土截面面积计算的纵向受拉钢筋配筋率
矩形截面积:
Ate=0.5*b*h=0.5*1000*120=60000mmpte=As/Ate混规(7.1.2-4)
=251/60000=0.418%
3)计算裂缝间纵向受拉钢筋应变不均匀系数"
2k=1.1-0.65*ftk/(pte*dsk)混规(7.1.2-2)
=1.1-0.65*1.78/(0.418%*125.741)=-1.100
因为"
不能小于最小值0.2,所以取”k=0.2
2q=1.1-0.65*ftk/(pte*dsq)混规(7.1.2-2)
因为2不能小于最小值0.2,所以取2q=0.2
4)计算钢筋弹性模量与混凝土模量的比值aE
54
aE=Es/Ec=2.0X10/2.80X10=7.143
5)计算受压翼缘面积与腹板有效面积的比值丫f
矩形截面,丫f=0
6)计算纵向受拉钢筋配筋率p
p=As/(b*ho)=251/(1000*95)=0.264%
7)计算受弯构件的短期刚度Bs
Bsk=Es*As*ho2/[1.152k+0.2+6*aE*p/(1+3.5丫f)](混规(7.2.3-1))
52
=2.0X10*251*95/[1.15*-1.100+0.2+6*7.143*0.264%/(1+3.5*0.0)]
22
=8.340X10kN*m
Bsq=Es*As*ho/[1.152q+0.2+6*aE*p/(1+3.5丫f)](混规(7.2.3-1))
=2.0
=8.340
X10*251*95/[1.15*-1.100+0.2+6*7.143*0.264%/(1+3.5*0.0)]
X102kN*m2
3.计算受弯构件的长期刚度B
1)确定考虑荷载长期效应组合对挠度影响增大影响系数B
当p'
=0时,B=2.0混规(7.2.5)
2)计算受弯构件的长期刚度B
Bk=Mk/(Mq*(0-1)+Mk)*Bs(混规(7.2.2-1))
=2.609/(2.609*(2.0-1)+2.609)*8.340X10
=4.170X10kN*m
Bq=Bsq/0(混规(7.2.2-2))
=8.340X10/2.0
B=min(Bk,Bq)
=min(416.999,416.999)
=416.999
4.计算受弯构件挠度
4
fmax=(qgk+qqk)*Lo/(384*B)
42
=(8.000+3.500)*2.7/(384*4.170X10)
=(8.000+3.500)*2.74/(384*4.170X102)
=3.817mm
5.验算挠度
挠度限值fo=Lo/200=2700/200=13.500mm
fmax=3.817mm<
fo=13.500mm,满足规范要求
八、裂缝宽度验算:
1.跨中X方向裂缝
1)计算荷载效应
Mx=Z(qgk+ipqqk)*Lo
=0.0311*(8.000+1.00*3.500)*2.7
=2.609kN*m
2)带肋钢筋,所以取值Vi=1.0
3)因为C<
20,所以取C=20
4)计算按荷载效应的准永久组合作用下,构件纵向受拉钢筋应力
dsq=Mq/(0.87*ho*As)混规(7.1.4-3)
=2.609X10/(0.87*95*251)
=125.741N/mm
5)计算按有效受拉混凝土截面面积计算的纵向受拉钢筋配筋率
矩形截面积,Ate=0.5*b*h=0.5*1000*120=60000mm
pte=As/Ate混规(7.1.2-4)
=251/60000=0.0042
因为pte=0.0042<
0.01,所以让pte=0.01
6)计算裂缝间纵向受拉钢筋应变不均匀系数"
2=1.1-0.65*ftk/(pte*dsq)混规(7.1.2-2)
=1.1-0.65*1.780/(0.0100*125.741)
=0.180
因为®
=0.180<
0.2,所以让2=0.2
7)计算单位面积钢筋根数n
n=1000/dist=1000/200
=5
8)计算受拉区纵向钢筋的等效直径deq
_-2_-
deq=(刀ni*di)/(刀ni*Vi*di)
=5*8*8/(5*1.0*8)=8
9)计算最大裂缝宽度
3max=acr*2*dsq/Es*(1.9*C+0.08*Deq/pte)(混规(7.1.2-1)
5
=1.9*0.200*125.741/2.0X10*(1.9*20+0.08*8/0.0100)
=0.0244mm<
0.30,满足规范要求
2.跨中Y方向裂缝
1)计算荷载效应
=0.3164*2.609
=0.825kN*m
=0.825X106/(0.87*95*251)
=39.785N/mm
矩形截面积,Ate=0.5*b*h=0.5*1000*120=60000mm2
2=1.1-0.65*ftk/(pte*dsq)混规(7.1.2-2)=1.1-0.65*1.780/(0.0100*39.785)
=-1.808
=-1.808<
deq=(刀ni*di)/(刀ni*vi*di)
3max=acr*2*dsq/Es*(1.9*C+0.08*Deq/pte)(混规(7.1.2-1)
=1.9*0.200*39.785/2.0X105*(1.9*20+0.08*8/0.0100)
=0.0077mm<
3.支座上方向裂缝
=1.8*0.825
=1.486kN*m
=1.486X106/(0.87*95*251)
=71.613N/mm
6)计算裂缝间纵向受拉钢筋应变不均匀系数2
=1.1-0.65*1.780/(0.0100*71.613)
=-0.516
因为2=-0.516<
deq=(刀ni*di)/(刀m*Vi*di)
3max=acr*®
sq/Es*(1.9*C+0.08*Deq/pte)(混规(7.1.2-1)
=1.9*0.200*71.613/2.0X10*(1.9*20+0.08*8/0.0100)
=0.0139mm<
4.支座下方向裂缝
=1.486X10/(0.87*95*251)
2=1.1-0.65*ftk/(pte*dsq)混规(7.1.2-2)
=-0.516<
=1.9*0.200*71.613/2.0X105*(1.9*20+0.08*8/0.0100)
5.支座左方向裂缝
=1.8*2.609
=4.695kN*m
dsq=Mq/(0.87*ho*As)混规(7.143)
=4.695X106/(0.87*95*251)
=226.333N/mm
矩形截面积,
pte=As/Ate
Ate=0.5*b*h=0.5*1000*120=60000mm
混规(7.1.2-4)
6)计算裂缝间纵向受拉钢筋应变不均匀系数“
2=1.1-0.65*ftk/(pte*dsq)混规(7.1.2-2)=1.1-0.65*1.780/(0.0100*226.333)
=0.589
deq=(刀ni*di2)/(刀ni*Vi*di)
=1.9*0.589*226.333/2.0X10*(1.9*20+0.08*8/0.0100)
=0.1291mm<
6.支座右方向裂缝
=4.695X10/(0.87*95*251)
矩形截面积,Ate=0.5*b*h=0.5*1000*120=60000mmpte=As/Ate混规(7.1.2-4)
=1.1-0.65*1.780/(0.0100*226.333)
sq/Es*(1.9*C+0.08*Deq/pte)(混规(7.1.