混凝土梁配筋计算

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1、四、结构梁配筋计算一）、储藏室五层C20 HRB335气=30 mm根据前面计算结果取设计值计算:1. L01: bxh=150x250梁自重：1.2x25x0.15x0.25+20x0.02x0.15+2x (0.25-0.1) =1.31KN/m墙体重：1.2x22x0.12x(2.8-0.25)=8.08KN/m梯板传：(1.2x4.2+1.4x2.0) x1.4x1/2=5.49 KN/m井道传：(1.2x4.2+1.4x2.0)x0.42/2=1.65 KN/mq =16.53 KN/mMmax=1/8ql2=1/8x16.53x2.62=13.97KNMa s=M/Cmbh02=1

2、3.97x106/(9.6x150x2102)=0.22ys=(1+(1-2a s )1/2 )/2=0.874As=M/人ho=13.97 x106/ (0.874x300x210) =253.66 mm 2 选用 2? 14As=308 mm 22. L02: bxh=150x130为暗梁，根据构造配筋3. L03: bxh=150x130为暗梁，根据构造配筋4. L04: bxh=240x300梁 自 重： 1.2x25x0.24x0.3+20x0.02x0.24+2x(0.3-0.1)=2.42KN/m楼板传：(1.2x4.2+1.4x2.0) x (3.5+3.9) x1/4=14.

3、50KN/mq =16.92KN/mMmax=1/8ql2=1/8x16.92x2.62=14.30KNMa s=M/Cmbh02=14.30x106/(9.6x240x2602)=0.092ys=(1+(1-2a s )1/2 )/2=0.952As=M/ho=14.30 x106/ (0.952x300x260) =192.58 mm 2选用 2? 14As=308 mm 25. L05: bxh=240x300梁 自 重： 1.2x25x0.24x0.3+20x0.02x0.24+2x (0.3-0.1) =2.42KN/m墙自重：1.2x (22x0.12x2.5x1.2-0.9x2.

4、1x0.5) 1.2=6.98 (左侧有)楼板传：q1= (1.2x4.2+1.4x2.0) x3.6x1/4=7.06KN/mq2 左=(1.2x4.2+1.4x2.0) x1.5x1/2=5.88KN/mq2 右=(1.2x4.2+1.4x2.0) x2.4x1/4=4.70KN/mq 左=22.34KN/mq 右=14.18 KN/mL01传集中力：L01自重：1.31KN/mL01 上墙自重：1.2x22x0.12x2.55=8.08楼板传 L01： (1.2x4.2+1.4x2.0) x1.5x/4=2.94 KN/mp =(1.31+8.08+2.94)x1.5x1/2= 9.25

5、KNRA=1/2x14.18x2.42+9.25x2.4+22.34x1.2x(0.6+2.4)/3.6=39.85KNRB=1.2x22.34+9.25+14.18x2.4-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=30.24x2.13-1/2x14.18x2.132=32.24 KN-Ma s=M/fCmbh02=32240000/(9.6x240x2602)= 0.207 疽1+(1-2a s )1/2 )/2=0.883As=M/Yfho=32240000/0.883x300x260=468 选用 3?

6、 18 As=763 mm 26. L06: bxh=240x300梁 自 重： 1.2x25x0.24x0.3+20x0.02x0.24+2x (0.3-0.1)=2.42KN/m楼板传：q1= (1.2x4.7+1.4x2.0) x2.1x1/4=4.43KN/mq2左=(1.2x4.7+1.4x2.0) x5.1x1/4=10.76KN/mq2右=(1.2x4.2+1.4x2.0) x3.6x1/4=7.06KN/mq 左=17.61KN/mq 右=13.91 KN/mL04传集中力：L04自重：2.42KN/m楼 板 传 L04 ：( 1.2x4.2+1.4x2.0 ) x2.9x1/

7、4+(1.2x4.7+1.4x2.0)x4.2x1/4=14.55 KN/mp =(2.42+14.55)x2.9x1/2=24.61KNRA=1/2x13.91x0.722+24.61x0.72+17.61x0.6x(0.3+0.72)/1.32=24.32KNRB=0.6x17.61+24.61+13.91x0.72-RA =20.87KN当V=0或最小时M最大，令V=0处距A支座x,则 24.32-17.61x0.6-24.61-13.91(x-0.6)=0,得 xs=(1+(1-2a s )1/2 )/2=0.962As=M/Y/ho=11420000/0.962x300x260=15

8、2.19 选用 2? 16 As=402 mm 27. LL01: bxh=24Ox300梁自重：1.2x25x0.24x0.3+20x0.02x0.24+2x(0.3-0.1) =2.42KN/m楼板传：(1.2x3.5+1.4x2.0) x1.5x1/2=5.25KN/mq =767KN/mMmax=1/11q/2=1/11x7.67x3.92=10.61KNMa s=M/Cmbh02=10.61x106/(9.6x240x2602)=0.068Ys=(1+(1-2a s )1/2 )/2=0.965As=M/Y/ho=10.61x106/ (0.965x300x260) =140.96

9、mm 2 选用 2? 14As=308 mm 28. XL01: bxh=240x300梁自重：1.2x25x0.24x0.3+20x0.02x0.24+2x (0.3-0.1) =2.42KN/mLL01 传来集中力：p=1/2x7.67x3.9=14.96KN Mmax=1/2q/2+pl=1/2x2.42x1.52+14.96x1.5=25.16KNM a s=M/fCmbh02=25160000/(9.6x240x2602)= 0.162 Ys=(1+(1-2a s )1/2 )/2=0.911As=763二)、六层C20 HRB335气=30 mmAs=M/Yfho=25160000

10、/0.911x300x260=353 选用 3? 18 m21. L01: bxh=150x250梁自重： 1.2x25x0.15x0.25+20x0.02x0.15+2x (0.25-0.1) =1.31KN/m楼板传：(1.2x4.85+1.4x2.0) x2.9x1/4=6.25KN/mL06传集中力p1：L06 自重：2.42KN/m楼板传 L06： q1=(1.2x4.2+1.4x2.0) x0.9x1/2=3.53KN/mq2 左=3.53KN/m q =(1.2x4.2+1.4x2.0 )x0.86x1/2+3.53=6.9KN/mp1 =1/2x6.9x1.52+3.53x0.

11、9x(0.9/2+1.5)/2.4=5.82KN p2=6.9x1.5+3.53x0.9-5.82=7.71 KN q=1.31+6.25=7.56 KN/m p1 =5.82KNRa=1/2x7.56x2.92+5.82x2.0)/2.9=14.98KNRb=7.56x2.9+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= 12.76x1.69-7.56x1/2x1.692=10.77 KN-Ma s=M/fCmbh02=10770000/(9.6x 150x2102)= 0.170 /s=(1+(1

12、-2a s )1/2 )/2=0.906As=M/Yfho=10770000/0.906x300x210=188.59 选用 3? 14 As=461 mm 22. L02: bxh=200x300梁 自 重： 1.2x25x0.20x0.30+20x0.02x0.20+2x (0.30-0.1) =2.04KN/m楼板传：(1.2x4.7+1.4x2.0) x (2.9/4+1.2/2) =11.18KN/m由前知，L06 传集中力 p2=6.9x1.5+3.53x0.9-5.82=7.71 KN q=2.04+11.18=13.22 KN/m p1 =7.71KNRA=1/2x13.22x

13、2.92+7.71x2.0)/2.9=24.49KNRb=13.22x2.9+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= 21.56x1.63-13.22x1/2x1.632=17.58 KN-Ma s=M/fCmbh02=17580000/(9.6x200x2602)= 0.135 Ys=(1+(1-2a s )1/2 )/2=0.927As=M/Yfho=17580000/0.927x300x210=243.08 选用 4? 16 As=804 m 23. L03: bxh=150x300x1

14、.46x1/2+3.53=9.25KN/m梁 自 重： 1.2x25x0.15x0.3+20x0.02x0.15+2x (0.3-0.1) =1.57KN/m楼板传：(1.2x4.85+1.4x2.0) x3.5x1/4=7.54KN/mL06传集中力p1：L06 自重：2.42KN/m楼板传 L06： q1= (1.2x4.2+1.4x2.0) x0.9x1/2=3.53KN/m q2 左=3.53KN/m q=(1.2x4.2+1.4x2.0)p1 =1/2x9.25x1.082+3.53x0.9x(0.9/2+1.08)/1.98=5.18KNp2=9.25x1.08+3.53x0.9-

15、5.18=7.99 KNq=1.57+7.54=9.11 KN/m p1 =5.18KNRa=1/2x9.11x2.92+5.18x2.6)/3.5=14.79KNRb=9.11x3.5+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= 22.28x2.45-9.11x1/2x2.452=27.24 KN-Ma s=M/fCmbh02=27240000/(9.6x150x2602)= 0.280 /s=(1+(1-2a s )1/2 )/2=0.832As=M/Yfho=27240000/0.832x30

16、0x260=419.86 选用 3? 18 As=763 mm 24. L04: bxh=200x300p梁 自 重： 1.2x25x0.20x0.30+20x0.02x0.20+2xI_il i 1 111 i 1 1 : 1 1 1(0.30-0.1) =2.04KN/m* 瑚楼板传：(1.2x4.7+1.4x2.0) x (2.6/4+1.62/2) =12.32KN/mL叫由前知，L06传集中力p2=7.99 KNq=2.04+12.32=14.36 KN/m p2 =7.99KNRa=1/2x14.36x3.52+7.99x2.6)/3.5=31.07KN Rb=14.36x3.5+

17、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= 27.18x1.89-14.36x1/2x1.892=25.72 KN-Ma s=M/fCmbh02=25720000/(9.6x200x2602)= 0.198 Ys=(1+(1-2a s )1/2 )/2=0.888As=M/Yfho=25720000/0.888x300x260=371.13 选用 4? 18 As=1017 m 25. L05: bxh=240x3006.L06: bxh=240x300同前15层。由前知，L06上荷载q2 左=3

18、.53KN/mq2 右=9.25KN/mRA=3.53x0.9x (0.9/2+1.08) +1/2x9.25x1.082)/1.98=5.18KNRB=3.53x0.9+9.25x1.08-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= 7.99x0.86-9.25x1/2x0.862=3.45 KN-Ma s=M/Cmbh02=3450000/(9.6x200x2602)= 0.027 *=(1+(1-2a s )1/2 )/2=0.987As=M/Yfho=3450000/0.987x300x260=44.8

19、3 选用 3? 16 As=603 mm 27.L07: bxh=240x300按简支梁承受均布荷载计算梁自重：1.2x25x0.24x0.3+20x0.02x0.24+2x (0.3-0.1) =2.42KN/m楼板传：(1.2x4.7+1.4x2.0) x6.3x1/4+ (1.2x4.2+1.4x2.0) x2.1x1/4=17.41KN/m q =19.83KN/mMmax=1/8ql2=1/8x19.83x1.322=4.32KNMa s=MfCmbh02=4.32x106/(9.6x240x2602)=0.028Ys=(1+(1-2a s )1/2 )/2=0.986As=M/Yf

20、yho=3.79 x106/ (0.988x300x260) =56.17 m 2 选用 2? 14As=308 m 28.L08: bxh=150x250按简支梁承受均布荷载计算梁自重：1.2x25x0.15x0.25+20x0.02x0.15+2x (0.25-0.1) =1.31KN/m墙体重：1.2x22x0.12x(2.8-0.25)=8.08KN/m楼板传：(1.2x4.2+1.4x2.0) x2.1x1/4+ (1.2x4.85+1.4x2.0) x2.1x1/4=8.64 KN/m q =18.03 KN/mMmax=1/8q/2=1/8x18.03x2.12=9.94KNMa

21、 s=M/Cmbh02=9.94x106/(9.6x150x2102)=0.157Ys=(1+(1-2a s )1/2 )/2=0.914As=M/Yfyho=9.94 x106/ (0.914x300x210) =172.55 m 2 选用 2? 14 As=308 m 29. LL01: bxh=240x300梁自重1.2x25x0.24x0.3+20x0.02x0.24+2x (0.3-0.1) =2.42KN/m楼板传：(1.2x3.5+1.4x2.0) x1.5x1/2+(1.2x4.7+1.4x2.0)x4.2/4=14.11KN/m 梁上墙体重：1.2x (5.24x4.2x2.

22、4-2.9x1.3x0.5)：4.2=14.55 KN/mq =31.08KN/m梁上集中力：p=1.2x25x0.24x0.24x2.4=4.15KNMmax=1/11q/2+pl=1/11x31.08x4.22+4.15x0.7=52.75KNMas=M/Cmbh02=52.75x106/(9.6x240x2602)=0.339 ys=(1+(1-2a s )1/2 )/2=0.784As=M/?s/yho=52.75x106/ (0.7845x300x260) =862.57 mm 2 选用 4? 20As=1256 mm 210. LL02: bxh=240x300同前15层LL01.11. XL01: bxh=240x300同前15层XL01.