混凝土梁配筋计算

一）、储藏室~五层

C20 HRB335 as=30㎜ 根据前面计算结果取设计值计算：

1.L01: b×h=150×250

梁自重：1.2×25×0.15×0.25+20×0.02×[0.15+2×（0.25-0.1）]

=1.31KN/m

墙体重：1.2×22×0.12×(2.8-0.25)=8.08KN/m

梯板传：（1.2×4.2+1.4×2.0）×1.4×1/2=5.49 KN/m井道传：(1.2×4.2+1.4×2.0)×0.42/2=1.65 KN/m

q =16.53 KN/m

Mmax=1/8ql2=1/8×16.53×2.62=13.97KN·M

αs=M/fcmbh02=13.97×106/(9.6×150×2102)=0.22γs=(1+(1-2αs )1/2 )/2=0.874

As=M/γsfyho=13.97 ×106/ (0.874×300×210) =253.66㎜2 选用2φ14 ㎜2

2.L02: b×h=150×130

为暗梁，根据构造配筋

As=308

3.L03: b×h=150×130

为暗梁，根据构造配筋

4.L04: b×h=240×300

梁自重：1.2×25×0.24×0.3+20×0.02×[0.24+2×（0.3-0.1）]=2.42KN/m楼板传：（1.2×4.2+1.4×2.0）×（3.5+3.9）×1/4=14.50KN/m

q =16.92KN/m

Mmax=1/8ql2=1/8×16.92×2.62=14.30KN·M

αs=M/fcmbh02=14.30×106/(9.6×240×2602)=0.092γs=(1+(1-2αs )1/2 )/2=0.952

As=M/γsfyho=14.30 ×106/ (0.952×300×260) =192.58㎜2选用2φ14 As=308㎜2

5.L05: b×h=240×300

梁自重：1.2×25×0.24×0.3+20×0.02×[0.24+2×（0.3-0.1）]=2.42KN/m墙自重：1.2×（22×0.12×2.5×1.2-0.9×2.1×0.5）÷1.2=6.98 （左侧有）楼板传：q1=（1.2×4.2+1.4×2.0）×3.6×1/4=7.06KN/m

q2左=（1.2×4.2+1.4×2.0）×1.5×1/2=5.88KN/mq2右=（1.2×4.2+1.4×2.0）×2.4×1/4=4.70KN/m

q左 =22.34KN/m q右=14.18 KN/m

L01传集中力：L01自重：1.31KN/m

L01上墙自重：1.2×22×0.12×2.55=8.08

楼板传L01：（1.2×4.2+1.4×2.0）×1.5×//4=2.94 KN/m

p =(1.31+8.08+2.94)×1.5×1/2= 9.25KN

RA=[1/2×14.18×2.42+9.25×2.4+22.34×1.2×(0.6+2.4)]/3.6=39.85KN RB=1.2×22.34+9.25+14.18×2.4-RA =30.24KN

当V=0或最小时M最大，令V=0处距B支座x，则30.24-14.18x =0,得x=2.13Mmax=30.24×2.13-1/2×14.18×2.132=32.24 KN·M

αs=M/fcmbh02=32240000/(9.6×240×2602)= 0.207 γs=(1+(1-2αs )1/2)/2=0.883

As=M/γsfyho=32240000/0.883×300×260=468 选用3φ18 As=763㎜2

6.L06: b×h=240×300

梁自重：1.2×25×0.24×0.3+20×0.02×[0.24+2×（0.3-0.1）]=2.42KN/m楼板传：q1=（1.2×4.7+1.4×2.0）×2.1×1/4=4.43KN/m

q2左=（1.2×4.7+1.4×2.0）×5.1×1/4=10.76KN/mq2右=（1.2×4.2+1.4×2.0）×3.6×1/4=7.06KN/m

q左 =17.61KN/m q右=13.91 KN/m

L04传集中力：L04自重：2.42KN/m

楼板传L04：（1.2×4.2+1.4×2.0）×2.9×1/4+(1.2×4.7+1.4×2.0)×4.2×1/4=14.55 KN/m

p =(2.42+14.55)×2.9×1/2=24.61KN

RA=[1/2×13.91×0.722+24.61×0.72+17.61×0.6×(0.3+0.72)]/1.32=24.32KN RB=0.6×17.61+24.61+13.91×0.72-RA =20.87KN当V=0或最小时M最大，令V=0处距A支座x，

则24.32-17.61×0.6-24.61-13.91(x-0.6)=0,得x<0,则V最小处为x=0.6，此时Mmax= 24.32×0.6-17.61×0.6×0.6×1/2=11.42 KN·M

αs=M/fcmbh02=11420000/(9.6×240×2602)= 0.073 γs=(1+(1-2αs )1/2)/2=0.962

As=M/γsfyho=11420000/0.962×300×260=152.19 选用2φ16 As=402㎜2

7．LL01: b×h=240×300

梁自重：1.2×25×0.24×0.3+20×0.02×[0.24+2×（0.3-0.1）]=2.42KN/m楼板传：（1.2×3.5+1.4×2.0）×1.5×1/2=5.25KN/m

q =7.67KN/m

Mmax=1/11ql2=1/11×7.67×3.92=10.61KN·M

αs=M/fcmbh02=10.61×106/(9.6×240×2602)=0.068γs=(1+(1-2αs )1/2 )/2=0.965

As=M/γsfyho=10.61×106/ (0.965×300×260) =140.96㎜2 选用2φ14 As=308㎜2

8．XL01: b×h=240×300

梁自重：1.2×25×0.24×0.3+20×0.02×[0.24+2×（0.3-0.1）]=2.42KN/m

LL01传来集中力：p=1/2×7.67×3.9=14.96KN

Mmax=1/2ql2+pl=1/2×2.42×1.52+14.96×1.5=25.16KN·Mαs=M/fcmbh02=25160000/(9.6×240×2602)= 0.162

γs=(1+(1-2αs )1/2 )/2=0.911

As=M/γsfyho=25160000/0.911×300×260=353 选用3φ18 As=763㎜2

二）、六层

C20 HRB335 as=30㎜

1.L01: b×h=150×250

梁自重：1.2×25×0.15×0.25+20×0.02×[0.15+2×（0.25-0.1）]=1.31KN/m楼板传：（1.2×4.85+1.4×2.0）×2.9×1/4=6.25KN/mL06传集中力p1:

L06自重：2.42KN/m

楼板传L06：q1=（1.2×4.2+1.4×2.0）×0.9×1/2=3.53KN/m

q2左=3.53KN/m

q2右=（1.2×4.2+1.4×2.0）×0.86×1/2+3.53=6.9KN/m

p1 =[1/2×6.9×1.52+3.53×0.9×(0.9/2+1.5)]/2.4=5.82KNp2=6.9×1.5+3.53×0.9-5.82=7.71 KNq=1.31+6.25=7.56 KN/m p1 =5.82KN

RA=[1/2×7.56×2.92+5.82×2.0)]/2.9=14.98KN RB=7.56×2.9+5.82-RA =12.76KN

当V=0或最小时M最大，令V=0处距B支座x，则7.56x=12.76,得x=1.69，此时

Mmax= 12.76×1.69-7.56×1/2×1.692=10.77 KN·M

αs=M/fcmbh02=10770000/(9.6×150×2102)= 0.170 γs=(1+(1-2αs )1/2)/2=0.906

As=M/γsfyho=10770000/0.906×300×210=188.59 选用3φ14 As=461㎜2

2.L02: b×h=200×300

梁自重：1.2×25×0.20×0.30+20×0.02×[0.20+2×（0.30-0.1）]=2.04KN/m楼板传：（1.2×4.7+1.4×2.0）×（2.9/4+1.2/2）=11.18KN/m由前知，L06传集中力p2=6.9×1.5+3.53×0.9-5.82=7.71 KN

q=2.04+11.18=13.22 KN/m p1 =7.71KN

RA=[1/2×13.22×2.92+7.71×2.0)]/2.9=24.49KN RB=13.22×2.9+7.71-RA =21.56KN

当V=0或最小时M最大，令V=0处距B支座x，则13.22x=21.56,得x=1.63，此时

Mmax= 21.56×1.63-13.22×1/2×1.632=17.58 KN·M

αs=M/fcmbh02=17580000/(9.6×200×2602)= 0.135 γs=(1+(1-2αs )1/2)/2=0.927

As=M/γsfyho=17580000/0.927×300×210=243.08 选用4φ16 As=804㎜2

3.L03: b×h=150×300

梁自重：1.2×25×0.15×0.3+20×0.02×[0.15+2×（0.3-0.1）]=1.57KN/m楼板传：（1.2×4.85+1.4×2.0）×3.5×1/4=7.54KN/mL06传集中力p1:

L06自重：2.42KN/m

楼板传L06：q1=（1.2×4.2+1.4×2.0）×0.9×1/2=3.53KN/m

q2左=3.53KN/m

q2右=（1.2×4.2+1.4×2.0）×1.46×1/2+3.53=9.25KN/m

p1 =[1/2×9.25×1.082+3.53×0.9×(0.9/2+1..08)]/1.98=5.18KNp2=9.25×1.08+3.53×0.9-5.18=7.99 KNq=1.57+7.54=9.11 KN/m p1 =5.18KN

RA=[1/2×9.11×2.92+5.18×2.6)]/3.5=14.79KN RB=9.11×3.5+5.18-RA =22.28KN

当V=0或最小时M最大，令V=0处距B支座x，则9.11x=22.28,得x=2.45，此时

Mmax= 22.28×2.45-9.11×1/2×2.452=27.24 KN·M

αs=M/fcmbh02=27240000/(9.6×150×2602)= 0.280 γs=(1+(1-2αs )1/2)/2=0.832

As=M/γsfyho=27240000/0.832×300×260=419.86 选用3φ18 As=763㎜2

4.L04: b×h=200×300

梁自重：1.2×25×0.20×0.30+20×0.02×[0.20+2×（0.30-0.1）]=2.04KN/m楼板传：（1.2×4.7+1.4×2.0）×（2.6/4+1.62/2）=12.32KN/m由前知，L06传集中力p2=7.99 KN

q=2.04+12.32=14.36 KN/m p2 =7.99KN

RA=[1/2×14.36×3.52+7.99×2.6)]/3.5=31.07KN RB=14.36×3.5+7.99-RA =27.18KN

当V=0或最小时M最大，令V=0处距A支座x，则14.36x=27.18,得x=1.89，此时

Mmax= 27.18×1.89-14.36×1/2×1.892=25.72 KN·M

αs=M/fcmbh02=25720000/(9.6×200×2602)= 0.198 γs=(1+(1-2αs )/2=0.888

As=M/γsfyho=25720000/0.888×300×260=371.13 选用4φ18 As=1017㎜2

5.L05: b×h=240×300

同前1~5层。

6.L06: b×h=240×300

)1/2由前知，L06上荷载

q2左=3.53KN/mq2右=9.25KN/m

RA=[3.53×0.9×（0.9/2+1.08）+1/2×9.25×1.082)]/1.98=5.18KN RB=3.53×0.9+9.25×1.08-RA =7.99KN

当V=0或最小时M最大，令V=0处距A支座x，则9.25x=7.99,得x=0.86，此时

Mmax= 7.99×0.86-9.25×1/2×0.862=3.45 KN·M

αs=M/fcmbh02=3450000/(9.6×200×2602)= 0.027 γs=(1+(1-2αs )/2=0.987

As=M/γsfyho=3450000/0.987×300×260=44.83 选用3φ16 As=603㎜2

)1/2

7.L07: b×h=240×300

按简支梁承受均布荷载计算

梁自重：1.2×25×0.24×0.3+20×0.02×[0.24+2×（0.3-0.1）]=2.42KN/m楼板传：（1.2×4.7+1.4×2.0）×6.3×1/4+（1.2×4.2+1.4×2.0）×2.1×1/4=17.41KN/m

q =19.83KN/m

Mmax=1/8ql2=1/8×19.83×1.322=4.32KN·M

αs=M/fcmbh02=4.32×106/(9.6×240×2602)=0.028γs=(1+(1-2αs )1/2 )/2=0.986

As=M/γsfyho=3.79 ×106/ (0.988×300×260) =56.17㎜2 选用2φ14 As=308㎜

2

8.L08: b×h=150×250

按简支梁承受均布荷载计算

梁自重：1.2×25×0.15×0.25+20×0.02×[0.15+2×（0.25-0.1）]=1.31KN/m墙体重：1.2×22×0.12×(2.8-0.25)=8.08KN/m

楼板传：（1.2×4.2+1.4×2.0）×2.1×1/4+（1.2×4.85+1.4×2.0）×2.1×1//4=8.64 KN/m

q =18.03 KN/m

Mmax=1/8ql2=1/8×18.03×2.12=9.94KN·M

αs=M/fcmbh02=9.94×106/(9.6×150×2102)=0.157γs=(1+(1-2αs )1/2 )/2=0.914

As=M/γsfyho=9.94 ×106/ (0.914×300×210) =172.55㎜2 选用2φ14 As=308㎜2

9．LL01: b×h=240×300

梁自重：1.2×25×0.24×0.3+20×0.02×[0.24+2×（0.3-0.1）]=2.42KN/m楼板传：（1.2×3.5+1.4×2.0）×1.5×1/2+(1.2×4.7+1.4×2.0)×4.2/4=14.11KN/m

梁上墙体重：1.2×（5.24×4.2×2.4-2.9×1.3×0.5）÷4.2=14.55 KN/m

q =31.08KN/m

梁上集中力：p=1.2×25×0.24×0.24×2.4=4.15KN

Mmax=1/11ql2+pl=1/11×31.08×4.22+4.15×0.7=52.75KN·Mαs=M/fcmbh02=52.75×106/(9.6×240×2602)=0.339γs=(1+(1-2αs )1/2 )/2=0.784

As=M/γsfyho=52.75×106/ (0.7845×300×260) =862.57㎜2 选用4φ20 As=1256㎜2

10．LL02: b×h=240×300

同前1~5层LL01.

11．XL01: b×h=240×300

同前1~5层XL01.