新规范箱涵结构设计.xls

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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 = 3m 净高h0 = 2.5m 2.设计安全等级 设计安全等级31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 =200kPa 5.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C2015 50 6.箱涵尺寸 顶板、底板厚度 = 0.3m 倒角C1 =

2、0.3m 侧墙厚度t = 0.28m 倒角C2 =0.5m 基础襟边c =0.2m 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 2019/9/13 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 = = 3 3m m4 4 净净高高h h0 = = 2.52.5m m3 3 2 2、设设计计安安全全等等级级三三级级 结结构构重重要要性性系系数数r

3、 r0 = =0.90.9 3 3、汽汽车车荷荷载载 荷荷载载等等级级公公路路 级级 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 m0 0. .5 5 土土的的内内摩摩擦擦角角 = =3030 填填土土容容重重1 = =1818kN/mkN/m32 24 4 地地基基容容许许承承载载力力0 = =200200kPakPa 5 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 C

4、2020 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 = =9.29.2MPaMPa 涵涵身身混混凝凝土土抗抗拉拉强强度度设设计计值值f ftd = =1.061.06MPaMPa 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 m0 0. .4 4 C C1 = =0.30.3m m 侧侧墙墙厚厚度度t t

5、 = =0.280.28m m0 0. .3 35 5 C C2 = =0.50.5m m 横横梁梁计计算算跨跨径径L LP = = L L0+t+t = =3.283.28m m4 4. .3 35 5 L L = = L L0+2t+2t = =3.563.56m m4 4. .7 7 侧侧墙墙计计算算高高度度h hP = = h h0+ = =2.82.8m m3 3. .4 4 h h = = h h0+2+2 = =3.13.1m m3 3. .8 8 基基础础襟襟边边 c c = =0.20.2m 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 =

6、 =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) = =4.804.80kN/mkN/m2 底底板板处处e eP2 = = 1(H+h)tan(H+h)tan2(45-/(45-/2 2) ) = =23.4023.40kN/mkN/m2 2 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(J

7、TG(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 2019/9/13 第 4 页 0.60.6/2+Htan30=/2+Htan30=0.760.76 m m 1.3/21.3/2 m m 0.5886751350.588675135 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

8、/h/h0 = =22.04722.047 1.01.0 ，取取1 = = 1.001.00 2 = = 1.15-0.01l1.15-0.01l0/h/h = =1.0411.041 1.01.0 ，取取2 = = 1.001.00 = = 1+(l1+(l0/h)/h)212h h0/1400e/1400e0 = =1.0111.011 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 = =2.3282.328m m

9、 r r0N Nde e = = f fcdbx(hbx(h0-x/2)-x/2) 6 68 8. .4 49 9 = =9 92 20 00 0x x( ( 0.27-x/2)0.27-x/2) 解解得得x x = =0.0290.029 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 2019/9/13 第 7 页 A As = = (f(fcdbx-rbx-r0N Nd)/f)/fsd = = 0.00085250.0008525 m m2= = 852.5852.5m mm

10、m2 = = 100A100As/(bh/(bh0) ) = =0.320.32 % % 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 130130 mmmm，实实际际 A As = =870.0870.0m mm m2 0 0.5110.5110-3f fcu,k1/2bhbh0 = = 615.8615.8 kNkN r r0V Vd = =8.88.8 kNkN 故故抗抗剪剪截截面面符符合合公公路路钢钢筋筋混

11、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 = = 143.1143.1 kNkN r r0V Vd = =8.88.8 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)D62200

12、4)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 = = 3.283.28 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 63 3. .5 50 0 k kN Nm m ，N Nd = = 32.6932.69 kNkN ， V Vd = = 135.05135.05 kNkN e e0 = = M Md/N/Nd = =1.9421.942m m i i

13、=h/12=h/121/2 = = 0.1730.173m m 长长细细比比l l0/i/i = =18.9418.94 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 = =9.4019.401 1.01.0 ，取取1 = = 1.001.00 2 = = 1.15-0.01l1.15-0.01l0/h/h = =1.0951.095 1.01.0 ，取取2 = = 1.001.00 = = 1+(

14、l1+(l0/h)/h)212h h0/1400e/1400e0 = =1.0061.006 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 = =2.2252.225m m r r0N Nde e = = f fcdbx(hbx(h0-x/2)-x/2) 6 65 5. .4 45 5 = =9 92 20 00 0x x( ( 0.57-x/2)0.57-x/2) 解解得得x x = =0.0130.013 m mb

15、h 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 = = 0.00030960.0003096 m m2= = 309.6309.6m mm m2 = = 100A100As/(bh/(bh0) ) = =0.050.05 % % r r0V Vd = =121.5121.5 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)D6220

16、04)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 = = 302.1302.1 kNkN r r0V Vd = =121.5121.5 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

17、)(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 = = 3.283.28 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 = =7 70 0. .6 67 7 k kN Nm m ，N Nd = = 72.6172.61 kNkN， V Vd = = 27.2627.26 kNkN e e0 = = M Md/N/Nd = =0.9730.973m m i i =h/12=h/

18、121/2 = = 0.0870.087m m 长长细细比比l l0/i/i = =37.8737.87 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 = =9.9329.932 1.01.0 ，取取1 = = 1.001.00 2 = = 1.15-0.01l1.15-0.01l0/h/h = =1.0411.041 1.01.0 ，取取2 = = 1.001.00 = = 1+(l1+(l0/h

19、)/h)212h h0/1400e/1400e0 设计: 李海川 2019/9/13 第 8 页 = =1.0241.024 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 = =1.1161.116m m r r0N Nde e = = f fcdbx(hbx(h0-x/2)-x/2) 7 72 2. .9 95 5 = =9 92 20 00 0x x( ( 0.27-x/2)0.27-x/2) 解解得得x x =

20、=0.0310.031 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 = = 0.00079060.0007906 m m2= = 790.6790.6m mm m2 = = 100A100As/(bh/(bh0) ) = =0.290.29 % % 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9.1.12

21、9.1.12条条的的要要求求。 选选用用 1212 140140 mmmm，实实际际 A As = =807.8807.8m mm m2 0 0.5110.5110-3f fcu,k1/2bhbh0 = = 615.8615.8 kNkN r r0V Vd = =24.524.5 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 D6

22、D62 22004)2004)第第5 5. .2 2. .1010条条 0 0.5010.5010-32f ftdbhbh0 = = 143.1143.1 kNkN r r0V Vd = =24.524.5 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 = = 3.283.28 m m ，h h = = +C+C1 = = 0.600.60 m m ，a a = = 0.030.03 m m ，h h0

23、 = = 0.570.57 m m ，b b = = 1.001.00 m m ， M Md = =7 72 2. .5 56 6 k kN Nm m ，N Nd = = 72.6172.61 kNkN ， V Vd = = 135.05135.05 kNkN e e0 = = M Md/N/Nd = =0.9990.999m m i i =h/12=h/121/2 = = 0.1730.173m m 长长细细比比l l0/i/i = =18.9418.94 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)

24、D622004)第第5.3.105.3.10条条 1 = = 0.2+2.7e0.2+2.7e0/h/h0 = =4.9344.934 1.01.0 ，取取1 = = 1.001.00 2 = = 1.15-0.01l1.15-0.01l0/h/h = =1.0951.095 1.01.0 ，取取2 = = 1.001.00 = = 1+(l1+(l0/h)/h)212h h0/1400e/1400e0 = =1.0121.012 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. .

25、5 5条条 e e = = ee0+h/2-a+h/2-a = =1.2821.282m m r r0N Nde e = = f fcdbx(hbx(h0-x/2)-x/2) 8 83 3. .7 75 5 = =9 92 20 00 0x x( ( 0.57-x/2)0.57-x/2) 解解得得x x = =0.0160.016 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 = = 0.00029890.0002989 m

26、 m2= = 298.9298.9m mm m2 = = 100A100As/(bh/(bh0) ) = =0.050.05 % % r r0V Vd = =121.5121.5 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 0.5010.5010-3

27、2f ftdbhbh0 = = 302.1302.1 kNkN r r0V Vd = =121.5121.5 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 = = 2.802.80 m m ，h h = = 0.280.28 m m ，a a = = 0.030.03 m m ，h h0 = = 0.250.25 m m ，b b = =

28、1.001.00 m m ， M Md = =2 28 8. .5 57 7 k kN Nm m ，N Nd = = 135.05135.05 kNkN ， V Vd = = 14.1714.17 kNkN e e0 = = M Md/N/Nd = =0.2120.212m m 设计: 李海川 2019/9/13 第 9 页 i i =h/12=h/121/2 = = 0.0810.081m m 长长细细比比l l0/i/i = =34.6434.64 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)D62

29、2004)第第5.3.105.3.10条条 1 = = 0.2+2.7e0.2+2.7e0/h/h0 = =2.4852.485 1.01.0 ，取取1 = = 1.001.00 2 = = 1.15-0.01l1.15-0.01l0/h/h = =1.0501.050 1.01.0 ，取取2 = = 1.001.00 = = 1+(l1+(l0/h)/h)212h h0/1400e/1400e0 = =1.0841.084 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

30、条条 e e = = ee0+h/2-a+h/2-a = =0.3390.339m m r r0N Nde e = = f fcdbx(hbx(h0-x/2)-x/2) 4 41 1. .2 26 6 = =9 92 20 00 0x x( ( 0.25-x/2)0.25-x/2) 解解得得x x = =0.0190.019 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-r0N Nd)/f)/fsd = = 0.00017810.0001781 m m2

31、= = 178.1178.1m mm m2 = = 100A100As/(bh/(bh0) ) = =0.070.07 % % r r0V Vd = =12.812.8 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 ft

32、dbhbh0 = = 132.5132.5 kNkN r r0V Vd = =12.812.8 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 = = 2.802.80 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 ，b b = = 1.001.00 m m ， M Md = =7 72

33、 2. .5 56 6 k kN Nm m ，N Nd = = 135.05135.05 kNkN ， V Vd = = 72.6172.61 kNkN e e0 = = M Md/N/Nd = =0.5370.537m m i i =h/12=h/121/2 = = 0.2250.225m m 长长细细比比l l0/i/i = =12.4412.44 1.01.0 ，取取1 = = 1.001.00 2 = = 1.15-0.01l1.15-0.01l0/h/h = =1.1141.114 1.01.0 ，取取2 = = 1.001.00 = = 1+(l1+(l0/h)/h)212h h0

34、/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 = =0.8970.897m m r r0N Nde e = = f fcdbx(hbx(h0-x/2)-x/2) 1 10 09 9. .0 06 6 = =9 92 20 00 0x x( ( 0.75-x/2)0.75-x/2) 解解得得x x = =0.0160.016 m mbh h0 = =0 0. .5

35、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 = = 9.085E-059.085E-05 m m2= = 90.890.8m mm m2 = = 100A100As/(bh/(bh0) ) = =0.010.01 % % r r0V Vd = =65.365.3 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

36、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 = = 397.5397.5 kNkN r r0V Vd = =65.365.3 kNkN 设计: 李海川 2019/9/13 第 10 页 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。 (五)配筋图 见见设

37、设计计图图纸纸。 (六)基底应力验算 1 1、荷荷载载计计算算 ( (取取单单位位涵涵长长计计算算) ) ( (1)1)恒恒载载 箱箱重重力力P P箱 = = 222(L+th(L+th0+C+C1C C2) ) = =95.995.9kNkN 基基础础重重力力P P基 = = 3BdBd = =38.038.0kNkN 填填土土重重力力P P土 = = 1H HL L = =51.351.3kNkN 水水重重力力P P水 = = 水(L(L0h h0-2C-2C1C C2) ) = =72.072.0kNkN ( (2)2)车车辆辆荷荷载载 ( (由由图图L-07)L-07) 竖竖直直力力P

38、 P车 = = q q车L L = =157.8157.8kNkN 水水平平力力E E车 = = e e车(h(h+d)+d) = =51.751.7kNkN 弯弯矩矩M M车 = = E E车(h(h+d)/2+d)/2 = =90.590.5kNkNm m 2 2、基基底底应应力力 N N = = P P箱+P+P基+P+P土+P+P水+P+P车 = =415.0415.0kNkN M M = = M M车 = =90.590.5kNkNm m 由由公公路路桥桥涵涵地地基基与与基基础础设设计计规规范范(JT(JTJ J 0240248585) )第第3.2.2-23.2.2-2式式 = = N/AM/WN/AM/W = = N/B6M/BN/B6M/B2 = = 139.4139.4 kPakPa 0 = =200200 kPakPa 70.270.2 基基底底应应力力满满足足设设计计要要求求。 计计算算结结果果： 钢筋直径 (mm) 主筋间距 (cm) 顶 板底 板侧 墙 跨中节点跨中节点跨中节点 12139149 227 基基底底应应力力： max= 139.4 kPa