混凝土梁配筋计算

1、四、结构梁配筋计算一）、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

2、.0)×0.42/2=1.65 kn/mq =16.53 kn/mmmax=1/8ql2=1/8×16.53×2.62=13.97kn·ms=m/fcmbh02=13.97×106/(9.6×150×2102)=0.22s=(1+(1-2s )1/2 )/2=0.874as=m/sfyho=13.97 ×106/ (0.874×300×210) =253.662 选用214 as=30822.l02: b×h=150×130 为暗梁，根据构造配筋3.l03: b×h

3、=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/mq =16.92kn/mmmax=1/8ql2=1/8×16.92×2.62=14.30kn·ms=m/fcmbh02=14.30×106/(9.6×

4、;240×2602)=0.092s=(1+(1-2s )1/2 )/2=0.952as=m/sfyho=14.30 ×106/ (0.952×300×260) =192.582 选用214 as=30825.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

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/mq2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/mq左 =22.34kn/m q右=14.18 kn/ml01传集中力：l01自重：1.31kn/ml01上墙自重：1.2×22×0.12×2.55=8.08 楼板传l01：（

6、1.2×4.2+1.4×2.0）×1.5×/4=2.94 kn/mp =(1.31+8.08+2.94)×1.5×1/2= 9.25knra=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

7、/2×14.18×2.132=32.24 kn·ms=m/fcmbh02=32240000/(9.6×240×2602)= 0.207 s=(1+(1-2s )1/2 )/2=0.883as=m/sfyho=32240000/0.883×300×260=468 选用318 as=76326.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

8、.2×4.7+1.4×2.0）×2.1×1/4=4.43kn/mq2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/mq左 =17.61kn/m q右=13.91 kn/ml04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)&

9、#215;4.2×1/4=14.55 kn/mp =(2.42+14.55)×2.9×1/2=24.61knra=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mma

10、x= 24.32×0.6-17.61×0.6×0.6×1/2=11.42 kn·ms=m/fcmbh02=11420000/(9.6×240×2602)= 0.073 s=(1+(1-2s )1/2 )/2=0.962as=m/sfyho=11420000/0.962×300×260=152.19 选用216 as=40227ll01: b×h=240×300 梁自重：1.2×25×0.24×0.3+20×0.02×0.24+2

11、5;（0.3-0.1）=2.42kn/m楼板传：（1.2×3.5+1.4×2.0）×1.5×1/2=5.25kn/mq =7.67kn/mmmax=1/11ql2=1/11×7.67×3.92=10.61kn·ms=m/fcmbh02=10.61×106/(9.6×240×2602)=0.068s=(1+(1-2s )1/2 )/2=0.965as=m/sfyho=10.61×106/ (0.965×300×260) =140.962 选用214 as=30828x

12、l01: 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/mll01传来集中力：p=1/2×7.67×3.9=14.96knmmax=1/2ql2+pl=1/2×2.42×1.52+14.96×1.5=25.16kn·ms=m/fcmbh02=25160000/(9.6×240×2602)= 0.162s=(1+(1-2s )1/2 )/2=0.911as=

13、m/sfyho=25160000/0.911×300×260=353 选用318 as=7632二）、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.

14、2+1.4×2.0）×0.9×1/2=3.53kn/mq2左=3.53kn/mq2右=（1.2×4.2+1.4×2.0）×0.86×1/2+3.53=6.9kn/mp1 =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 =5.82knra=1/2×7.56×2.92+5.82×2.0)

15、/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·ms=m/fcmbh02=10770000/(9.6×150×2102)= 0.170 s=(1+(1-2s )1/2 )/2=0.906as=m/sfyho=10770000/0.906×300×210=188.59 选用314 as=46122.l0

16、2: 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 knq=2.04+11.18=13.22 kn/m p1 =7.71knra=1/2×13.22×2.92+7.71×2.0)/

17、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·ms=m/fcmbh02=17580000/(9.6×200×2602)= 0.135 s=(1+(1-2s )1/2 )/2=0.927as=m/sfyho=17580000/0.927×300×210=243.08 选用416 as=80423.

18、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/mq2左=3.53kn/mq2右=（1.2×4.2+1.4×2.0

19、）×1.46×1/2+3.53=9.25kn/mp1 =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 =5.18knra=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=2

20、2.28,得x=2.45，此时mmax= 22.28×2.45-9.11×1/2×2.452=27.24 kn·ms=m/fcmbh02=27240000/(9.6×150×2602)= 0.280 s=(1+(1-2s )1/2 )/2=0.832as=m/sfyho=27240000/0.832×300×260=419.86 选用318 as=76324.l04: b×h=200×300 梁自重：1.2×25×0.20×0.30+20×0.02

21、5;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 knq=2.04+12.32=14.36 kn/m p2 =7.99knra=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

22、5;1.89-14.36×1/2×1.892=25.72 kn·ms=m/fcmbh02=25720000/(9.6×200×2602)= 0.198 s=(1+(1-2s )1/2 )/2=0.888as=m/sfyho=25720000/0.888×300×260=371.13 选用418 as=101725.l05: b×h=240×300 同前15层。6.l06: b×h=240×300 由前知，l06上荷载q2左=3.53kn/mq2右=9.25kn/mra=3.53

23、5;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·ms=m/fcmbh02=3450000/(9.6×200×2602)= 0.027 s=(1+(1-2s )1/2 )/2=0.987as=m/sfyho=345

24、0000/0.987×300×260=44.83 选用316 as=60327.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/mq =19.83kn/mmmax=1/8ql2

25、=1/8×19.83×1.322=4.32kn·ms=m/fcmbh02=4.32×106/(9.6×240×2602)=0.028s=(1+(1-2s )1/2 )/2=0.986as=m/sfyho=3.79 ×106/ (0.988×300×260) =56.172 选用214 as=30828.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/mq =18.03 kn/mmmax=1/8ql2=1/8&#