水工鋼筋混凝土設(shè)計(jì)

1、23/23水工鋼筋混凝土課程設(shè)計(jì)一、梁、柱的設(shè)計(jì) 1主梁的設(shè)計(jì)設(shè)計(jì)資料初步擬定：次梁跨度6m，截面尺寸：300700二級(jí)建筑物（01.0），按持久狀況設(shè)計(jì)（1.0），采納C20混凝土（fc=10N/2）及縱筋采納級(jí)鋼筋(fy=210N/2)， 箍筋為級(jí)鋼筋(fy=310N/2)，柱截面尺寸：300300，取lo=lc=6m配筋設(shè)計(jì)荷載計(jì)算 恒荷載：次梁傳來集中荷載：10.35（8-0.3）79.7 KN主梁自重：0.30.722510.5 KN標(biāo)準(zhǔn)值：gk79.7+10.590.2 KN設(shè)計(jì)值：gggk =1.0590.294.71 KN活荷載：標(biāo)準(zhǔn)值：qk=6848 KN設(shè)計(jì)值：q=Qqk

2、1.24857.6 KN內(nèi)力計(jì)算 查表得公式：彎矩計(jì)算值為：M=1gl0+2ql0剪力計(jì)算值為：V=1g +2q跨中彎矩：M1=（0.12594.71+0.282557.6）6=219.8 KN/mMC= MB=-0.2794.71+(-0.315)57.66=-262.3 KN/m支座邊緣彎矩：MBMB-1/2V0=-262.3- (94.71+57.6)0.3=-216.6 KNm支座邊緣截面剪力： VA= 0.7394.71+0.86557.6=119 KNVB= -1.2794.71-0.13557.6=-128.1 KNVBr= 194.71+1.22557.6=165.27 KN配

3、筋計(jì)算目標(biāo)-表1 (h0=700-60=640,fc=10N/ mm2,fy=310N/mm2, d=1.20)縱筋支座M219.8-216.60 M219.8-216.6d0 MS=fcbd020.2150.256=1-1-2s0.2450.301 fcAS=bd02 fy15171864配筋610620 （表1）抗剪鋼筋：截面尺寸復(fù)核：hw=h0=640 hw 640 =2.134.0 b 3000.25fcbh0=0.2510300640=480 KNdV=1.2128.1=153.72 KNdVd4VA1.2119142.8 KN1/dVc支座B處截面要配抗剪鋼筋選用雙肢箍筋10200

4、，Asv1572sv = Asv/bS=0.3%miN 符合要求1/dVcs1/d（0.07 fcbh0+1.25fy Asv/Sh0）221.9 KN1/dVcs d4VA 不必配置彎起鋼筋 0.25 fcbh00.2510300640480 KN dVbr1.2165.27198.32miN 符合要求1/dVcs1/d（0.07 fcbh0+1.25fy Asv/Sh0）221.9 KN1/dVcs dVBr 不必配置彎起鋼筋 miN = Asv/bS 0.12Asv/bS 用雙肢6 Asv56.52 得到：S157250取用：6157 2次梁的設(shè)計(jì)設(shè)計(jì)資料初步擬定：次梁跨度8m，截面尺寸

5、：300600二級(jí)建筑物（01.0），按持久狀況設(shè)計(jì)（1.0），采納C20混凝土（fc=10N/2）及縱筋采納級(jí)鋼筋(fy=210N/2)， 箍筋為級(jí)鋼筋(fy=310N/2)，取lo=lc=8m配筋設(shè)計(jì)荷載計(jì)算 恒荷載：板傳來：3.326.6 KN/m梁自重：0.3（0.6-0.1）253.75 KN/m標(biāo)準(zhǔn)值：gk6.6+3.7510.35 KN/m設(shè)計(jì)值：gggk =1.0510.35=10.87 KN/m活荷載：標(biāo)準(zhǔn)值：qk=326 KN/m設(shè)計(jì)值：q=Qqk 1.267.2 KN/m考慮主梁對(duì)板的約束，折算荷載為：gg+q/2=10.87+7.2/2=12.67 KN/mq=q3/4

6、=5.4 KN/m內(nèi)力計(jì)算跨中彎矩：M=0 1/8（g+q）l021/8（12.67+5.4）82=144.56 KNm支座邊緣截面剪力設(shè)計(jì)值： V=0 1/2（g+q）lN111/2(12.67+5.4)8=72.28 KN配筋計(jì)算目標(biāo)-表2 (h0=600-45=555,fc=10N/ mm2,fy=210N/mm2, d=1.20)M144.560 M144.56d0 MS=fcbd020.188=1-1-2s0.210 fcAS=bd02 fy1128配筋616 （表2）截面尺寸復(fù)核：hw=h0=555 hw 555 =1.854.0 b 3000.25fcbh0=0.25103005

7、55=416.3 KNdV=1.272.28=86.74 KNdV則不需要進(jìn)行斜截面抗剪配筋計(jì)算，僅按構(gòu)造要求配置服筋:miN=0.12% 假定用雙肢6 Asv=56.52 sv = Asv/bS=0.12% S= Asv /(svb)=157則選用6157 3柱的設(shè)計(jì)設(shè)計(jì)資料初步擬定：截面尺寸：300300，二級(jí)建筑物（01.0），按持久狀況設(shè)計(jì)（1.0），采納C20混凝土及級(jí)鋼筋，柱高8500配筋設(shè)計(jì)荷載計(jì)算 恒荷載：主梁傳來集中荷載：90.26541.2 KN柱自重：0.30.38.52519.13 KN標(biāo)準(zhǔn)值：gk541.2+19.13560.33 KN設(shè)計(jì)值：gggk =1.0556

8、0.33=588.35 KN活荷載：標(biāo)準(zhǔn)值：qk=48+64472 KN設(shè)計(jì)值：q=Qqk 1.27286.4 KN內(nèi)力計(jì)算 軸向力設(shè)計(jì)值： N=0 （g+q）=588.35+86.4=674.8 KN 柱為一端固定，一端不移動(dòng)。Lo0.7lN0.78.55.950 m Lo/b5.95/0.311.18 需要考慮縱向鋼筋的阻礙，查表得：0.75AS（dNfcA）/（fy）5802sv = Asv/A580/30020.6選用414鋼筋（AS6162），置于柱子四角，箍筋選用6250。二、頂板設(shè)計(jì)主廠房頂板設(shè)計(jì)資料初步擬定：板厚180，主梁尺寸：300700，活載：qK0.9KN/m，由于b=

9、0.50.1lc=0.5,取lo=lc=5m廠房頂設(shè)計(jì)荷載計(jì)算恒荷載：板重：0.20.1254.5 KN/m20抹面層：20.021200.8 KN/m標(biāo)準(zhǔn)值：gk4.5+0.85.3 KN/m設(shè)計(jì)值：gggk =1.055.3=5.6 KN/m活荷載：標(biāo)準(zhǔn)值：qk=1 KN/m設(shè)計(jì)值：q=Qqk 1.211.2 KN/m考慮主梁對(duì)板的約束，折算荷載為：gg+q/2=5.6+1.2/2=6.2 KN/mq=q/2=0.6 KN/m內(nèi)力計(jì)算采納等跨計(jì)算,查表得公式：M=1gl02+2ql02跨中彎矩：邊跨：M1=0.086.252+0.10.652=13.9 KNm中間跨：M2=0.0256.2

10、52+0.0750.652=5 KNm支座彎矩：MB=-0.16.225-0.1170.625=-13.7 KNmMC=-13.7 KNm 支座邊緣彎矩：MBMB-1/2V0=-13.7-1/2(5/26.80.3)=-11.15 KNmMCMB-11.15 KNm配筋計(jì)算目標(biāo)-表3 (d0=180-30=150,fc=10N/ mm2,fy=210N/mm2, d=1.20)截面1BM13.911.1550 M13.911.155d0 MS=fcbd020.070.060.027=1-1-2s0.0730.0610.027 fcAS=bd02 fy521436193配筋89581108260

11、 （表3）安裝廠頂板 頂板設(shè)計(jì)荷載計(jì)算恒荷載：板重：0.151253.75 KN/m20抹面層：20.021200.8 KN/m標(biāo)準(zhǔn)值：gk3.75+0.84.55 KN/m設(shè)計(jì)值：gggk =1.054.55=4.78 KN/m活荷載：標(biāo)準(zhǔn)值：qk=1 KN/m設(shè)計(jì)值：q=Qqk 1.211.2 KN/m考慮主梁對(duì)板的約束，折算荷載為：gg+q/2=4.78+1.2/2=5.08 KN/mq=q/2=0.6 KN/m內(nèi)力及配筋計(jì)算查表得公式：M=（g+q）lX2 且LX/LY0.67塊：跨中：MXmax=0.038255.0842+0.07635342=3.842 KNm支座：MYmax =

12、0.01445.0842+0.0403342=1.557 KNm支座：MX0-0.07855.6842=-7.134 KNmMY0-0.05725.6842=-5.198 KNm配筋表格-表4 (h0=150-30=120,fc=10N/ mm2,fy=210N/mm2, d=1.20)截面MXmaxMYmaxMX0MY0M3.8421.557-7.134-5.1980 M3.8421.557-7.134-5.198d0 MS=fcbd020.0320.0130.0590.043=1-1-2s0.0330.0130.060.044 fcAS=bd02 f筋614063

13、3081406110 （表4）塊： Xmax0.047 X簡(jiǎn)0.07635 X0-0.0102Ymax0.0264 Y簡(jiǎn)0.07635 Y0-0.0774跨中：MXmax=0.0475.0842+0.07635342=4.553 KNm支座：MYmax =0.02645.0842+0.0403342=2.553 KNm支座：MX0-0.01025.6842=-9.27 KNmMY0-0.07745.6842=-7.034 KNm配筋表格-表5 (h0=150-30=120,fc=10N/ mm2,fy=210N/mm2, d=1.20)截面MXmaxMYmaxMX0MY0M4.5532.553

14、-9.27-7.0340 M4.5532.553-9.277.034d0 MS=fcbd020.0380.02310.0770.059=1-1-2s0.0390.0210.080.06 fcAS=bd02 fy223120457343配筋6125612081008140 （表5）塊： Xmax0.675 X00.0751Ymax0.016 Y00.057跨中：MXmax=0.0355.0842+0.07635342=3.578 KNm支座：MYmax =0.0165.0842+0.0403342=1.687 KNm支座：MX0-0.07515.6842=-6.825 KNm MY0-0.057

15、5.6842=-5.18 KNm配筋表格-表6 (h0=150-30=120,fc=10N/ mm2,fy=210N/mm2, d=1.20)截面MXmaxMYmaxMX0MY0M3.5781.687-6.825-5.180 M3.5781.687-6.825-5.18d0 MS=fcbd020.030.0140.0570.044=1-1-2s0.030.0140.0590.044 fcAS=bd02 f筋6160633081406110 （表6）塊： Xmax0.0455 X簡(jiǎn)0.07635 X0-0.0755Ymax0.02615 Y簡(jiǎn)0.0403 Y0-0.09

16、37跨中：MXmax=0.04555.0842+0.07635342=4.431 KNm支座：MYmax =0.026155.0842+0.0403342=2.512 KNm支座：MX0-0.07555.6842=-6.861 KNm MY0-0.09375.6842=-8.515 KNm配筋表格-表7 (h0=150-30=120,fc=10N/ mm2,fy=210N/mm2, d=1.20)截面MXmaxMYmaxMX0MY0M4.4312.5128.5156.8610 M4.4312.5128.5156.861d0 MS=fcbd020.0390.0210.0710.057=1-1-2

17、s0.0380.0210.0740.059 fcAS=bd02 fy217120403337配筋6125622081208280 （表7）副廠房頂板頂板設(shè)計(jì)荷載計(jì)算 恒荷載：板重：0.11252.5 KN/m20抹面層：20.021200.8 KN/m標(biāo)準(zhǔn)值：gk2.5+0.83.3 KN/m設(shè)計(jì)值：gggk =1.053.3=3.47 KN/m活荷載：標(biāo)準(zhǔn)值：qk=1 KN/m設(shè)計(jì)值：q=Qqk 1.211.2 KN/m考慮主梁對(duì)板的約束，折算荷載為：gg+q/2=3.47+1.2/2=4.07 KN/mq=q/2=0.6 KN/m內(nèi)力計(jì)算采納等跨計(jì)算,查表得公式：M=1gl02+2ql02

18、跨中彎矩：邊跨：M1=0.07814.072.22+0.10.62.22=1.511 KNm中間跨：M2=0.03314.072.22+0.07870.62.22=0.728 KNmM3=0.04624.072.22+0.08550.62.22=0.957 KNm支座彎矩：MB=-0.1054.072.22-0.1190.62.22=-1.995 KNmMC=-0.0794.072.22-0.1110.62.22=-1.572 KNm支座邊緣彎矩：MBMB-1/2V0=-1.996-1/2(2/24.67)0.3=-1.296 KNmMCMC-1/2V0=-1.572-1/2(2/24.67)

19、0.3 =-1.296 KNm配筋計(jì)算目標(biāo)-表8 (d0=100-20=80,fc=10N/ mm2,fy=210N/mm2, d=1.20)截面1B2C3M1.5111.2960.7280.8720.9570 M1.5111.2960.7280.8720.957d0 MS=fcbd020.0280.0240.0140.0160.018=1-1-2s0.0280.0240.0140.0160.018 fcAS=bd02 fy10791536169配筋62606300633063306330 （表8）三、底版設(shè)計(jì)1安裝廠房設(shè)計(jì)設(shè)計(jì)資料初步擬定：板厚150，主梁尺寸：300700，活載：qK5KN

20、/m，由于b0.1lc,取lX=lY=6m底板設(shè)計(jì)荷載計(jì)算恒荷載：板重：0.151253.75 KN/m20抹面層：20.021200.8 KN/m標(biāo)準(zhǔn)值：gk3.75+0.84.55 KN/m設(shè)計(jì)值：gggk =1.054.55=4.78 KN/m活荷載：標(biāo)準(zhǔn)值：qk=5 KN/m設(shè)計(jì)值：q=Qqk 1.256 KN/m考慮主梁對(duì)板的約束，折算荷載為：gg+q/2=4.78+6/2=7.78 KN/mq=q/2=3 KN/m內(nèi)力及配筋計(jì)算查表得公式：M=（g+q）lX2 且LX/LY0.67塊：跨中：MXmax=0.038257.7842+0.07635342=8.43 KNm支座：MYma

21、x =0.01447.7842+0.0403342=3.73 KNm支座：MX0-0.078510.7842=-13.54 KNm MY0-0.057210.7842=-9.87 KNm配筋表格-表9 (h0=150-30=120,fc=10N/ mm2,fy=210N/mm2, d=1.20)截面MXmaxMYmaxMX0MY0M8.433.73-13.54-9.870 M8.433.73-13.54-9.87d0 MS=fcbd020.070.030.1130.082=1-1-2s0.0730.0460.1200.086 fcAS=bd02 fy417263686491配筋81208190

22、101108100 （表9）塊： Xmax0.047 X簡(jiǎn)0.07635 X0-0.0102Ymax0.0264 Y簡(jiǎn)0.07635 Y0-0.0774跨中：MXmax=0.0477.7842+0.07635342=9.52 KNm支座：MYmax =0.02647.7842+0.0403342=5.22 KNm支座：MX0-0.010210.7842=-17.59 KNmMY0-0.077410.7842=-13.35 KNm配筋表格-表10 (h0=150-30=120,fc=10N/ mm2,fy=210N/mm2, d=1.20)截面MXmaxMYmaxMX0MY0M9.525.22-

23、17.59-13.380 M9.525.22-17.59-13.35d0 MS=fcbd020.0790.0440.1470.111=1-1-2s0.0820.0450.1600.118 fcAS=bd02 fy469257914674配筋101608190108510110 （表10）塊： Xmax0.035 X00.0751Ymax0.016 Y00.057跨中：MXmax=0.0357.7842+0.07635342=8.02 KNm支座：MYmax =0.0167.7842+0.0403342=3.93 KNm支座：MX0-0.075110.7842=-12.95 KNm MY0-0.

24、05710.7842=-9.83 KNm配筋表格-表11 (h0=150-30=120,fc=10N/ mm2,fy=210N/mm2, d=1.20)截面MXmaxMYmaxMX0MY0M8.023.93-12.95-9.830 M8.023.93-12.95-9.83d0 MS=fcbd020.0670.0330.1080.081=1-1-2s0.0690.0340.1150.085 fcAS=bd02 fy394194657486配筋81258250101108100 （表11）塊： Xmax0.0455 X簡(jiǎn)0.07635 X0-0.0755Ymax0.02615 Y簡(jiǎn)0.0403 Y

25、0-0.0937跨中：MXmax=0.04557.7842+0.07635342=9.33 KNm支座：MYmax =0.026157.7842+0.0403342=5.19 KNm支座：MX0-0.075510.7842=-13.02 KNmMY0-0.093710.7842=-16.16 KNm配筋表格-表12 (h0=150-30=120,fc=10N/ mm2,fy=210N/mm2, d=1.20)截面MXmaxMYmaxMX0MY0M9.335.1916.1613.020 M9.335.1916.1613.02d0 MS=fcbd020.0780.0430.1350.109=1-1-2s0.080.0440.1460.116 fcAS=bd02 fy457251834663配筋81108190109010110 （表12）2副廠房底版設(shè)計(jì)設(shè)計(jì)資料某電站副廠房采納現(xiàn)澆鋼筋混凝土肋形樓蓋，起平面尺寸為：18m8m，結(jié)構(gòu)按單向板布置。初步擬定：板厚100，二級(jí)建筑物（01.0），按持久狀況設(shè)計(jì)（1.0），采納C20混凝土及級(jí)鋼筋，樓面