新规范箱涵结构设计

1、钢钢筋筋混混凝凝土土箱箱涵涵结结构构设设计计数数据据输输入入：说明1.孔径及净空净跨径L0 = 2.5m净高h0 = 3m2.设计安全等级设计安全等级11为一级，2为二级，3为三级3.汽车荷载荷载等级公路2级1为I级，2为II级，3为II级折减4.填土情况箱涵顶填土厚H =0.8m0.5m土的内摩擦角 =30填土容重1 =18kN/m3地基承载力0 =350kPa5.建筑材料普通钢筋种类21为R235，2为HRB335，3为HRB400，4为KL400主钢筋直径12mm涵身混凝土强度等级C2515 506.箱涵尺寸顶板、底板厚度 = 0.3m倒角C1 =0.3m侧墙厚度t = 0.28m倒角C

2、2 =0.5m基础襟边c =0.45m基础高度d =0.4m附注：有填充颜色的单元格需要按说明输入数值。1为I级，2为II级，3为II级折减1为R235，2为HRB335，3为HRB400，4为KL400设计: 李海川 2021/11/1 第 3 页钢钢 筋筋 混混 凝凝 土土 箱箱 涵涵 结结 构构 设设 计计一 、 设 计 资 料1 1、孔孔径径及及净净空空净净跨跨径径L L0 = = 2.52.5m m净净高高h h0 = = 3 3m m2 2、设设计计安安全全等等级级一一级级结结构构重重要要性性系系数数r r0 = =1.11.13 3、汽汽车车荷荷载载荷荷载载等等级级公公路路 级级

3、4 4、填填土土情情况况涵涵顶顶填填土土高高度度H H = =0.80.8m m土土的的内内摩摩擦擦角角 = =3030填填土土容容重重1 = =1818kN/mkN/m3地地基基容容许许承承载载力力0 = =350350kPakPa5 5、建建筑筑材材料料普普通通钢钢筋筋种种类类HRB335HRB335主主钢钢筋筋直直径径1212m mm m钢钢筋筋抗抗拉拉强强度度设设计计值值f fsd = =280280MPaMPa涵涵身身混混凝凝土土强强度度等等级级C C2525涵涵身身混混凝凝土土抗抗压压强强度度设设计计值值f fcd = =11.511.5MPaMPa涵涵身身混混凝凝土土抗抗拉拉强强

4、度度设设计计值值f ftd = =1.231.23MPaMPa钢钢筋筋混混凝凝土土重重力力密密度度2 = =2525kN/mkN/m3基基础础混混凝凝土土强强度度等等级级C C1515混混凝凝土土重重力力密密度度3 = =2424kN/mkN/m3二 、 设 计 计 算(一)截面尺寸拟定 ( (见见图图L-01)L-01)顶顶板板、底底板板厚厚度度 = =0.30.3m mC C1 = =0.30.3m m侧侧墙墙厚厚度度t t = =0.280.28m mC C2 = =0.50.5m m横横梁梁计计算算跨跨径径L LP = = L L0+t+t = =2.782.78m mL L = =

5、L L0+2t+2t = =3.063.06m m侧侧墙墙计计算算高高度度h hP = = h h0+ = =3.33.3m mh h = = h h0+2+2 = =3.63.6m m基基础础襟襟边边c c = =0.450.45m m基基础础高高度度d d = =0.40.4m m基基础础宽宽度度B B = =3.963.96m m图图 L-01L-01(二)荷载计算1 1、恒恒载载恒恒载载竖竖向向压压力力p p恒 = = 1H+H+2 = =21.9021.90kN/mkN/m2恒恒载载水水平平压压力力顶顶板板处处e eP1 = = 1HtanHtan2(45-/2)(45-/2) =

6、=4.804.80kN/mkN/m2底底板板处处e eP2 = = 1(H+h)tan(H+h)tan2(45-/3)(45-/3) = =26.4026.40kN/mkN/m22 2、活活载载汽汽车车后后轮轮着着地地宽宽度度0.6m0.6m，由由公公路路桥桥涵涵设设计计通通用用规规范范(JTG(JTG D602004)D602004)第第4.3.44.3.4条条规规定定，按按3030角角向向下下分分布布。一一个个汽汽车车后后轮轮横横向向分分布布宽宽设计: 李海川 2021/11/1 第 4 页0.60.6/2+Htan30=/2+Htan30=0.760.76 m m 1.3/21.3/2

7、m m 1.8/21.8/2 m m故故横横向向分分布布宽宽度度a a = = (0.6/2+Htan30)2+1.3(0.6/2+Htan30)2+1.3 = =2.8242.824m m同同理理，纵纵向向，汽汽车车后后轮轮着着地地长长度度0.2m0.2m0.20.2/2+Htan30=/2+Htan30=0.5620.562 m m 17.517.5由由公公路路钢钢筋筋混混凝凝土土及及预预应应力力混混凝凝土土桥桥涵涵设设计计规规范范(JTG(JTG D622004)D622004)第第5.3.105.3.10条条1 = = 0.2+2.7e0.2+2.7e0/h/h0 = =10.5251

8、0.525 1.01.0 ，取取1 = = 1.001.002 = = 1.15-0.01l1.15-0.01l0/h/h = =1.0571.057 1.01.0 ，取取2 = = 1.001.00 = = 1+(l1+(l0/h)/h)212h h0/1400e/1400e0 = =1.0161.016由由公公路路钢钢筋筋混混凝凝土土及及预预应应力力混混凝凝土土桥桥涵涵设设计计规规范范(JTG(JTG D6D62 22004)2004)第第5 5. .3 3. .5 5条条e e = = ee0+h/2-a+h/2-a = =1.1691.169m mr r0N Nde e = = f f

9、cdbx(hbx(h0-x/2)-x/2)5 56 6. .7 79 9 = =1 11 15 50 00 0 x x( ( 0.27-x/2)0.27-x/2)解解得得x x = =0.0190.019 m mbh h0 = =0 0. .5 56 6 0.270.27 = =0.1510.151 m m故故为为大大偏偏心心受受压压构构件件。 设计: 李海川 2021/11/1 第 7 页A As = = (f(fcdbx-rbx-r0N Nd)/f)/fsd = = 0.0006050.000605 m m2= = 605.0605.0m mm m2 = = 100A100As/(bh/(

10、bh0) ) = =0.220.22 % % 0.20.2 % %符符合合公公路路钢钢筋筋混混凝凝土土及及预预应应力力混混凝凝土土桥桥涵涵设设计计规规范范(JTG(JTG D622004)D622004)第第9.1.129.1.12条条的的要要求求。选选用用 1212 180180 mmmm，实实际际 A As = =628.3628.3m mm m20 0.5110.5110-3f fcu,k1/2bhbh0 = = 688.5688.5 kNkN r r0V Vd = =17.017.0 kNkN故故抗抗剪剪截截面面符符合合公公路路钢钢筋筋混混凝凝土土及及预预应应力力混混凝凝土土桥桥涵涵设

11、设计计规规范范(JTG(JTG D622004)D622004)第第5.2.95.2.9条条的的要要求求。由由公公路路钢钢筋筋混混凝凝土土及及预预应应力力混混凝凝土土桥桥涵涵设设计计规规范范(JTG(JTG D6D62 22004)2004)第第5 5. .2 2. .1010条条0 0.5010.5010-32f ftdbhbh0 = = 166.1166.1 kNkN r r0V Vd = =17.017.0 kNkN故故可可不不进进行行斜斜截截面面抗抗剪剪承承载载力力的的验验算算，仅仅需需按按(JTG(JTG D622004)D622004)第第9.3.139.3.13条条构构造造要要求

12、求配配置置箍箍筋筋。( (2)2)结结点点l l0 = = 2.782.78 m m ，h h = = +C+C1 = = 0.600.60 m m ，a a = = 0.030.03 m m ，h h0 = = 0.570.57 m m ，b b = = 1.001.00 m m ，M Md = =6 60 0. .9 92 2 k kN Nm m ，N Nd = = 44.1644.16 kNkN ， V Vd = = 137.83137.83 kNkNe e0 = = M Md/N/Nd = =1.3801.380m mi i =h/12=h/121/2 = = 0.1730.173m

13、m长长细细比比l l0/i/i = =16.0516.05 1.01.0 ，取取1 = = 1.001.002 = = 1.15-0.01l1.15-0.01l0/h/h = =1.1041.104 1.01.0 ，取取2 = = 1.001.00 = = 1+(l1+(l0/h)/h)212h h0/1400e/1400e0 = =1.0001.000由由公公路路钢钢筋筋混混凝凝土土及及预预应应力力混混凝凝土土桥桥涵涵设设计计规规范范(JTG(JTG D6D62 22004)2004)第第5 5. .3 3. .5 5条条e e = = ee0+h/2-a+h/2-a = =1.6501.6

14、50m mr r0N Nde e = = f fcdbx(hbx(h0-x/2)-x/2)8 80 0. .1 13 3 = =1 11 15 50 00 0 x x( ( 0.57-x/2)0.57-x/2)解解得得x x = =0.0120.012 m mbh h0 = =0 0. .5 56 6 0.570.57 = =0.3190.319 m m故故为为大大偏偏心心受受压压构构件件。 A As = = (f(fcdbx-rbx-r0N Nd)/f)/fsd = = 0.00033410.0003341 m m2= = 334.1334.1m mm m2 = = 100A100As/(b

15、h/(bh0) ) = =0.060.06 % % r r0V Vd = =151.6151.6 kNkN故故抗抗剪剪截截面面符符合合公公路路钢钢筋筋混混凝凝土土及及预预应应力力混混凝凝土土桥桥涵涵设设计计规规范范(JTG(JTG D622004)D622004)第第5.2.95.2.9条条的的要要求求。由由公公路路钢钢筋筋混混凝凝土土及及预预应应力力混混凝凝土土桥桥涵涵设设计计规规范范(JTG(JTG D6D62 22004)2004)第第5 5. .2 2. .1010条条0 0.5010.5010-32f ftdbhbh0 = = 350.6350.6 kNkN r r0V Vd = =

16、151.6151.6 kNkN故故可可不不进进行行斜斜截截面面抗抗剪剪承承载载力力的的验验算算，仅仅需需按按(JTG(JTG D622004)D622004)第第9.3.139.3.13条条构构造造要要求求配配置置箍箍筋筋。2 2、底底板板 (A-D)(A-D)钢钢筋筋按按左左、右右对对称称，用用最最不不利利荷荷载载计计算算。( (1)1)跨跨中中l l0 = = 2.782.78 m m ，h h = = 0.300.30 m m ，a a = = 0.030.03 m m ，h h0 = = 0.270.27 m m ，b b = = 1.001.00 m m ，M Md = =4 43

17、3. .8 80 0 k kN Nm m ，N Nd = = 95.8595.85 kNkN， V Vd = = 45.0545.05 kNkNe e0 = = M Md/N/Nd = =0.4570.457m mi i =h/12=h/121/2 = = 0.0870.087m m长长细细比比l l0/i/i = =32.1032.10 17.517.5由由公公路路钢钢筋筋混混凝凝土土及及预预应应力力混混凝凝土土桥桥涵涵设设计计规规范范(JTG(JTG D622004)D622004)第第5.3.105.3.10条条1 = = 0.2+2.7e0.2+2.7e0/h/h0 = =4.7704

18、.770 1.01.0 ，取取1 = = 1.001.002 = = 1.15-0.01l1.15-0.01l0/h/h = =1.0571.057 1.01.0 ，取取2 = = 1.001.00 = = 1+(l1+(l0/h)/h)212h h0/1400e/1400e0设计: 李海川 2021/11/1 第 8 页 = =1.0361.036由由公公路路钢钢筋筋混混凝凝土土及及预预应应力力混混凝凝土土桥桥涵涵设设计计规规范范(JTG(JTG D6D62 22004)2004)第第5 5. .3 3. .5 5条条e e = = ee0+h/2-a+h/2-a = =0.5940.594

19、m mr r0N Nde e = = f fcdbx(hbx(h0-x/2)-x/2)6 62 2. .5 58 8 = =1 11 15 50 00 0 x x( ( 0.27-x/2)0.27-x/2)解解得得x x = =0.0210.021 m mbh h0 = =0 0. .5 56 6 0.270.27 = =0.1510.151 m m故故为为大大偏偏心心受受压压构构件件。 A As = = (f(fcdbx-rbx-r0N Nd)/f)/fsd = = 0.00048460.0004846 m m2= = 484.6484.6m mm m2 = = 100A100As/(bh/

20、(bh0) ) = =0.180.18 % % r r0V Vd = =49.649.6 kNkN故故抗抗剪剪截截面面符符合合公公路路钢钢筋筋混混凝凝土土及及预预应应力力混混凝凝土土桥桥涵涵设设计计规规范范(JTG(JTG D622004)D622004)第第5.2.95.2.9条条的的要要求求。由由公公路路钢钢筋筋混混凝凝土土及及预预应应力力混混凝凝土土桥桥涵涵设设计计规规范范(JTG(JTG D6D62 22004)2004)第第5 5. .2 2. .1010条条0 0.5010.5010-32f ftdbhbh0 = = 166.1166.1 kNkN r r0V Vd = =49.6

21、49.6 kNkN故故可可不不进进行行斜斜截截面面抗抗剪剪承承载载力力的的验验算算，仅仅需需按按(JTG(JTG D622004)D622004)第第9.3.139.3.13条条构构造造要要求求配配置置箍箍筋筋。( (2)2)结结点点l l0 = = 2.782.78 m m ，h h = = +C+C1 = = 0.600.60 m m ，a a = = 0.030.03 m m ，h h0 = = 0.570.57 m m ，b b = = 1.001.00 m m ，M Md = =7 75 5. .8 85 5 k kN Nm m ，N Nd = = 95.8595.85 kNkN ，

22、 V Vd = = 106.94106.94 kNkNe e0 = = M Md/N/Nd = =0.7910.791m mi i =h/12=h/121/2 = = 0.1730.173m m长长细细比比l l0/i/i = =16.0516.05 1.01.0 ，取取1 = = 1.001.002 = = 1.15-0.01l1.15-0.01l0/h/h = =1.1041.104 1.01.0 ，取取2 = = 1.001.00 = = 1+(l1+(l0/h)/h)212h h0/1400e/1400e0 = =1.0001.000由由公公路路钢钢筋筋混混凝凝土土及及预预应应力力混混

23、凝凝土土桥桥涵涵设设计计规规范范(JTG(JTG D6D62 22004)2004)第第5 5. .3 3. .5 5条条e e = = ee0+h/2-a+h/2-a = =1.0611.061m mr r0N Nde e = = f fcdbx(hbx(h0-x/2)-x/2)1 11 11 1. .9 90 0 = =1 11 15 50 00 0 x x( ( 0.57-x/2)0.57-x/2)解解得得x x = =0.0170.017 m mbh h0 = =0 0. .5 56 6 0.570.57 = =0.3190.319 m m故故为为大大偏偏心心受受压压构构件件。 A A

24、s = = (f(fcdbx-rbx-r0N Nd)/f)/fsd = = 0.00033540.0003354 m m2= = 335.4335.4m mm m2 = = 100A100As/(bh/(bh0) ) = =0.060.06 % % r r0V Vd = =117.6117.6 kNkN故故抗抗剪剪截截面面符符合合公公路路钢钢筋筋混混凝凝土土及及预预应应力力混混凝凝土土桥桥涵涵设设计计规规范范(JTG(JTG D622004)D622004)第第5.2.95.2.9条条的的要要求求。由由公公路路钢钢筋筋混混凝凝土土及及预预应应力力混混凝凝土土桥桥涵涵设设计计规规范范(JTG(J

25、TG D6D62 22004)2004)第第5 5. .2 2. .1010条条0 0.5010.5010-32f ftdbhbh0 = = 350.6350.6 kNkN r r0V Vd = =117.6117.6 kNkN故故可可不不进进行行斜斜截截面面抗抗剪剪承承载载力力的的验验算算，仅仅需需按按(JTG(JTG D622004)D622004)第第9.3.139.3.13条条构构造造要要求求配配置置箍箍筋筋。3 3、左左、右右侧侧板板 (B-A(B-A，C-D)C-D)( (1)1)板板中中l l0 = = 3.303.30 m m ，h h = = 0.280.28 m m ，a

26、a = = 0.030.03 m m ，h h0 = = 0.250.25 m m ，b b = = 1.001.00 m m ，M Md = =1 10 0. .8 83 3 k kN Nm m ，N Nd = = 106.94106.94 kNkN ， V Vd = = 13.3713.37 kNkNe e0 = = M Md/N/Nd = =0.1010.101m m设计: 李海川 2021/11/1 第 9 页i i =h/12=h/121/2 = = 0.0810.081m m长长细细比比l l0/i/i = =40.8340.83 17.517.5由由公公路路钢钢筋筋混混凝凝土土及

27、及预预应应力力混混凝凝土土桥桥涵涵设设计计规规范范(JTG(JTG D622004)D622004)第第5.3.105.3.10条条1 = = 0.2+2.7e0.2+2.7e0/h/h0 = =1.2941.294 1.01.0 ，取取1 = = 1.001.002 = = 1.15-0.01l1.15-0.01l0/h/h = =1.0321.032 1.01.0 ，取取2 = = 1.001.00 = = 1+(l1+(l0/h)/h)212h h0/1400e/1400e0 = =1.2451.245由由公公路路钢钢筋筋混混凝凝土土及及预预应应力力混混凝凝土土桥桥涵涵设设计计规规范范(

28、JTG(JTG D6D62 22004)2004)第第5 5. .3 3. .5 5条条e e = = ee0+h/2-a+h/2-a = =0.2360.236m mr r0N Nde e = = f fcdbx(hbx(h0-x/2)-x/2)2 27 7. .7 78 8 = =1 11 15 50 00 0 x x( ( 0.25-x/2)0.25-x/2)解解得得x x = =0.0100.010 m mbh h0 = =0 0. .5 56 6 0.250.25 = =0.1400.140 m m故故为为大大偏偏心心受受压压构构件件。 A As = = (f(fcdbx-rbx-r

29、0N Nd)/f)/fsd = = -1.54E-05-1.54E-05 m m2-=-= 15.415.4m mm m2 = = 100A100As/(bh/(bh0) ) = =-0.01-0.01 % % r r0V Vd = =14.714.7 kNkN故故抗抗剪剪截截面面符符合合公公路路钢钢筋筋混混凝凝土土及及预预应应力力混混凝凝土土桥桥涵涵设设计计规规范范(JTG(JTG D622004)D622004)第第5.2.95.2.9条条的的要要求求。由由公公路路钢钢筋筋混混凝凝土土及及预预应应力力混混凝凝土土桥桥涵涵设设计计规规范范(JTG(JTG D6D62 22004)2004)第

30、第5 5. .2 2. .1010条条0 0.5010.5010-32f ftdbhbh0 = = 153.8153.8 kNkN r r0V Vd = =14.714.7 kNkN故故可可不不进进行行斜斜截截面面抗抗剪剪承承载载力力的的验验算算，仅仅需需按按(JTG(JTG D622004)D622004)第第9.3.139.3.13条条构构造造要要求求配配置置箍箍筋筋。( (2)2)结结点点l l0 = = 3.303.30 m m ，h h = = t+Ct+C2 = = 0.780.78 m m ，a a = = 0.030.03 m m ，h h0 = = 0.750.75 m m

31、，b b = = 1.001.00 m m ，M Md = =7 75 5. .8 85 5 k kN Nm m ，N Nd = = 106.94106.94 kNkN ， V Vd = = 95.8595.85 kNkNe e0 = = M Md/N/Nd = =0.7090.709m mi i =h/12=h/121/2 = = 0.2250.225m m长长细细比比l l0/i/i = =14.6614.66 1.01.0 ，取取1 = = 1.001.002 = = 1.15-0.01l1.15-0.01l0/h/h = =1.1081.108 1.01.0 ，取取2 = = 1.00

32、1.00 = = 1+(l1+(l0/h)/h)212h h0/1400e/1400e0 = =1.0001.000由由公公路路钢钢筋筋混混凝凝土土及及预预应应力力混混凝凝土土桥桥涵涵设设计计规规范范(JTG(JTG D6D62 22004)2004)第第5 5. .3 3. .5 5条条e e = = ee0+h/2-a+h/2-a = =1.0691.069m mr r0N Nde e = = f fcdbx(hbx(h0-x/2)-x/2)1 12 25 5. .7 78 8 = =1 11 15 50 00 0 x x( ( 0.75-x/2)0.75-x/2)解解得得x x = =0

33、.0150.015 m mbh h0 = =0 0. .5 56 6 0.750.75 = =0.4200.420 m m故故为为大大偏偏心心受受压压构构件件。 A As = = (f(fcdbx-rbx-r0N Nd)/f)/fsd = = 0.00018480.0001848 m m2= = 184.8184.8m mm m2 = = 100A100As/(bh/(bh0) ) = =0.020.02 % % r r0V Vd = =105.4105.4 kNkN故故抗抗剪剪截截面面符符合合公公路路钢钢筋筋混混凝凝土土及及预预应应力力混混凝凝土土桥桥涵涵设设计计规规范范(JTG(JTG D