新规范双孔箱涵结构设计

1、钢钢筋筋混混凝凝土土双双孔孔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 = 6m净高h0 = 3.6m孔数m=22.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1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 =1m0.5m土的内摩擦角 =30填土容重1 =18.7kN/m3地基承载力0 =180kPa5.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22mm涵身混凝土强度等级C3015 506.箱涵尺寸顶板、底板厚度 = 0.4m倒角C1 =0.05m侧墙厚度t

2、= 0.4m倒角C2 =0.05m基础襟边c =0.2m基础高度d =0.5m附注：有填充颜色的单元格需要按说明输入数值。第 3 页，共 20 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 = = 6 6m m净净高高h h0 = = 3.63.6m m孔孔数数m m= =2 22 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4 4、填填土土情情况况涵涵顶顶填填土土高高度度H H = =1 1m m土土

3、的的内内摩摩擦擦角角 = =3030填填土土容容重重1 = =18.718.7kN/mkN/m3地地基基容容许许承承载载力力0 = =180180kPakPa5 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2222m 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 C3030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 = =13.813.8MPaMPa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 = =1.391.39MPaMPa钢钢筋筋混混凝

4、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 = =0.40.4m mC C1 = =0.050.05m m第 4 页，共 20 页侧侧墙墙厚厚度度t t = =0.40.4m mC C2 = =0.050.05m m横横梁梁计计算算跨跨径径L LP = = L L0+t+t = =6.46.4m mL L = = 2L2L0+3t+3t = =13.213.2m m

5、侧侧墙墙计计算算高高度度h hP = = h h0+ = =4 4m mh h = = h h0+2+2 = =4.44.4m m基基础础襟襟边边c c = =0.20.2m m基基础础高高度度d d = =0.50.5m m基基础础宽宽度度B B = =13.613.6m m(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 = =28.7028.70kN/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) = =6.236.23kN/mkN/m2图图 L-01L-01底底板板处处e eP2

6、= = 1(H+h)tan(H+h)tan2(45-/3)(45-/3) = =33.6633.66kN/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0.60.6/2+Htan30=/2+Htan30=0.880.88 m m 1 1.3/2m.3/2m 1 1.8/2m.8/2m故故车车轮轮压压力力扩扩散散线线相相重重叠叠，应应按按如如下下计计算算横横

7、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 = =3.0553.055m 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=0.6770.677 m m1.4/2m 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 = =-392.995-392.995 1.01.0

8、 ，取取1 = = -392.99-392.992 = = 1.15-0.01l1.15-0.01l0/h/h = =0.9900.990 1.01.0 ，取取2 = = 0.990.99 = = 1+(l1+(l0/h)/h)212h h0/1400e/1400e0 = =1.4891.489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 D6D622004)22004)第第5.3.55.3.5条条e e = = ee0+h/2-a+h/2-a = =-77.878-77.878m m第 12 页，共 20 页r r0N Nde e =

9、= f fcdbx(hbx(h0-x/2)-x/2)2 25 54 4. .1 14 4 = =1 13 38 80 00 0 x x( ( 0.36-x/2)0.36-x/2)解解得得x x = =0.0550.055 m mbh h0 = =0 0. .5 56 6 0.360.36 = =0.2020.202 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 = = 0.0027431810.002743181 m m2= = 2743.22743.2 m mm m2 = = 100A100As/(bh/(bh0) )

10、 = =0.760.76 % % 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 2222 130130 mmmm，实实际际 A As = =2924.12924.1m mm m20 0.5110.5110-3f fcu,k1/2bhbh0 = =1005.61005.6 kNkN r r0V Vd = =52.852.8 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

11、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 D6D622004)22004)第第5.2.105.2.10条条0 0.5010.5010-32f ftdbhbh0 = =250.2250.2 kNkN r r0V Vd = =52.852.8 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

12、。( (2)2)结结点点(AE)(AE)l l0 = = 6.406.40 m m ，h h = = +C+C1 = = 0.450.45 m m ，a a = = 0.040.04 m m ，h h0 = = 0.410.41 m m ，b b = = 1.001.00 m m ，M Md = = 3 36 67 7. .0 00 0 k kN Nm m ，N Nd = = -2.97-2.97 kNkN ， V Vd = = 454.10454.10 kNkNe e0 = = M Md/N/Nd = =-123.707-123.707m mi i =h/12=h/121/2 = = 0.1

13、300.130m m长长细细比比l l0/i/i = =49.2749.27 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 = =-814.456-814.456 1.01.0 ，取取1 = = -814.46-814.462 = = 1.15-0.01l1.15-0.01l0/h/h = =1.0081.008 1.01.0 ，取取2 = = 1.001.00 = = 1+(l1+(l0/h)/h)2

14、12h h0/1400e/1400e0 = =1.3901.390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 D6D622004)22004)第第5.3.55.3.5条条e e = = ee0+h/2-a+h/2-a = =-171.768-171.768m mr r0N Nde e = = f fcdbx(hbx(h0-x/2)-x/2)5 56 60 0. .5 54 4 = =1 13 38 80 00 0 x x( ( 0.41-x/2)0.41-x/2)解解得得x x = =0.1150.115 m mbh h0 = =0 0

15、. .5 56 6 0.410.41 = =0.2300.230 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 = = 0.0056931370.005693137 m m2= = 5693.15693.1 m mm m2第 13 页，共 20 页 = = 100A100As/(bh/(bh0) ) = =1.391.39 % % 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

16、的要要求求。选选用用 2222 6060 mmmm，实实际际 A As = =6335.56335.5m mm m20 0.5110.5110-3f fcu,k1/2bhbh0 = =1145.31145.3 kNkN r r0V Vd = =499.5499.5 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 D6D622004)22

17、004)第第5.2.105.2.10条条0 0.5010.5010-32f ftdbhbh0 = =285.0285.0 kNkN r r0V Vd = =499.5499.5 kNkN故故斜斜截截面面内内混混凝凝土土与与箍箍筋筋共共同同的的抗抗剪剪承承载载力力已已满满足足要要求求。2 2、底底板板 (C-DD-F)(C-DD-F)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 = = 6.406.40 m m ，h h = = 0.400.40 m m ，a a = = 0.040.04 m m ，h h0 = = 0.360.36 m m

18、，b b = = 1.001.00 m m ，M Md = = 2 23 35 5. .2 21 1 k kN Nm m ，N Nd = = 131.72131.72 kNkN， V Vd = = 14.0714.07 kNkNe e0 = = M Md/N/Nd = =1.7861.786m mi i =h/12=h/121/2 = = 0.1150.115m m长长细细比比l l0/i/i = =55.4355.43 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.

19、10条条1 = = 0.2+2.7e0.2+2.7e0/h/h0 = =13.59213.592 1.01.0 ，取取1 = = 1.001.002 = = 1.15-0.01l1.15-0.01l0/h/h = =0.9900.990 1.01.0 ，取取2 = = 0.990.99 = = 1+(l1+(l0/h)/h)212h h0/1400e/1400e0 = =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 D6D622004)22004)第第5.3.55.3.5条条e e = = ee0+h/2-a+h/2-

20、a = =2.0112.011m mr r0N Nde e = = f fcdbx(hbx(h0-x/2)-x/2)2 29 91 1. .3 35 5 = =1 13 38 80 00 0 x x( ( 0.36-x/2)0.36-x/2)解解得得x x = =0.0640.064 m mbh h0 = =0 0. .5 56 6 0.360.36 = =0.2020.202 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 = = 0.0026568870.002656887 m m2= = 2656.92656.9 m

21、 mm m2第 14 页，共 20 页 = = 100A100As/(bh/(bh0) ) = =0.740.74 % % 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 2222 140140 mmmm，实实际际 A As = =2715.22715.2m mm m20 0.5110.5110-3f fcu,k1/2bhbh0 = =1005.61005.6 kNkN r r0V Vd = =15.515.5 kNkN故故抗抗剪

22、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 D6D622004)22004)第第5.2.105.2.10条条0 0.5010.5010-32f ftdbhbh0 = =250.2250.2 kNkN r r0V Vd = =15.515.5 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 D62

23、2004)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 = = 6.406.40 m m ，h h = = +C+C1 = = 0.450.45 m m ，a a = = 0.040.04 m m ，h h0 = = 0.410.41 m m ，b b = = 1.001.00 m m ，M Md = = 3 36 63 3. .8 89 9 k kN Nm m ，N Nd = = 131.72131.72 kNkN， V Vd = = 454.10454.10 kNkNe e0 = = M Md/N/Nd = =2.7632

24、.763m mi i =h/12=h/121/2 = = 0.1300.130m m长长细细比比l l0/i/i = =49.2749.27 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 = =18.39218.392 1.01.0 ，取取1 = = 1.001.002 = = 1.15-0.01l1.15-0.01l0/h/h = =1.0081.008 1.01.0 ，取取2 = = 1.001.0

25、0 = = 1+(l1+(l0/h)/h)212h h0/1400e/1400e0 = =1.0211.021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 D6D622004)22004)第第5.3.55.3.5条条e e = = ee0+h/2-a+h/2-a = =3.0073.007m mr r0N Nde e = = f fcdbx(hbx(h0-x/2)-x/2)4 43 35 5. .6 67 7 = =1 13 38 80 00 0 x x( ( 0.41-x/2)0.41-x/2)解解得得x x = =0.0860.086

26、 m mbh h0 = =0 0. .5 56 6 0.410.41 = =0.2300.230 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 = = 0.0037223170.003722317 m m2= = 3722.33722.3 m mm m2 = = 100A100As/(bh/(bh0) ) = =0.910.91 % % 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

27、条条的的要要求求。选选用用 2222 100100 mmmm，实实际际 A As = =3801.33801.3m mm m20 0.5110.5110-3f fcu,k1/2bhbh0 = =1145.31145.3 kNkN r r0V Vd = =499.5499.5 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。第 15 页，共 20 页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(JT

28、G(JTG D6D622004)22004)第第5.2.105.2.10条条0 0.5010.5010-32f ftdbhbh0 = =285.0285.0 kNkN r r0V Vd = =499.5499.5 kNkN故故斜斜截截面面内内混混凝凝土土与与箍箍筋筋共共同同的的抗抗剪剪承承载载力力已已满满足足要要求求。3 3、左左、右右侧侧板板 (A-C(A-C，E-F)E-F)( (1)1)板板中中l l0 = = 4.004.00 m m ，h h = = 0.400.40 m m ，a a = = 0.040.04 m m ，h h0 = = 0.360.36 m m ，b b = =

29、1.001.00 m m ，M Md = = 1 19 92 2. .9 95 5 k kN Nm m ，N Nd = = 240.30240.30 kNkN， V Vd = = 6.486.48 kNkNe e0 = = M Md/N/Nd = =0.8030.803m mi i =h/12=h/121/2 = = 0.1150.115m 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)D622004)第第5.3.105.3.10条条1 = = 0

30、.2+2.7e0.2+2.7e0/h/h0 = =6.2566.256 1.01.0 ，取取1 = = 1.001.002 = = 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 = =1.0321.032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 D6D622004)22004)第第5.3.55.3.5条条e e = = ee0+h/2-a+h/2-a = =0.9870.9

31、87m mr r0N Nde e = = f fcdbx(hbx(h0-x/2)-x/2)2 26 60 0. .7 77 7 = =1 13 38 80 00 0 x x( ( 0.36-x/2)0.36-x/2)解解得得x x = =0.0570.057 m mbh h0 = =0 0. .5 56 6 0.360.36 = =0.2000.200 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 = = 0.0018840340.001884034 m m2= = 1884.01884.0 m mm m2 = = 10

32、0A100As/(bh/(bh0) ) = =0.530.53 % % 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 1818 130130 mmmm，实实际际 A As = =1957.51957.5m mm m20 0.5110.5110-3f fcu,k1/2bhbh0 = =1000.01000.0 kNkN r r0V Vd = =7.17.1 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

33、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 D6D622004)22004)第第5.2.105.2.10条条第 16 页，共 20 页0 0.5010.5010-32f ftdbhbh0 = =248.8248.8 kNkN r r0V Vd = =7.17.1 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.

34、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 = = 4.004.00 m m ，h h = = t+Ct+C2 = = 0.450.45 m m ，a a = = 0.040.04 m m ，h h0 = = 0.410.41 m m ，b b = = 1.001.00 m m ，M Md = = 2 24 48 8. .9 95 5 k kN Nm m ，N Nd = = 240.30240.30 kNkN， V Vd = = 43.1343.13 kNkNe e0 = = M Md/N/Nd = =1.0361.036m mi i =h/12=

35、h/121/2 = = 0.1300.130m m长长细细比比l l0/i/i = =30.7930.79 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 = =7.0567.056 1.01.0 ，取取1 = = 1.001.002 = = 1.15-0.01l1.15-0.01l0/h/h = =1.0611.061 1.01.0 ，取取2 = = 1.001.00 = = 1+(l1+(l0/h)/

36、h)212h h0/1400e/1400e0 = =1.0221.022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 D6D622004)22004)第第5.3.55.3.5条条e e = = ee0+h/2-a+h/2-a = =1.2421.242m mr r0N Nde e = = f fcdbx(hbx(h0-x/2)-x/2)3 32 28 8. .3 31 1 = =1 13 38 80 00 0 x x( ( 0.41-x/2)0.41-x/2)解解得得x x = =0.0630.063 m mbh h0 = =0 0. .

37、5 56 6 0.410.41 = =0.2280.228 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 = = 0.0021711120.002171112 m m2= = 2171.12171.1 m mm m2 = = 100A100As/(bh/(bh0) ) = =0.530.53 % % 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 2222

38、170170 mmmm，实实际际 A As = =2236.12236.1m mm m20 0.5110.5110-3f fcu,k1/2bhbh0 = =1139.71139.7 kNkN r r0V Vd = =47.447.4 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 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 D6D622004)22004)第第5.2.105.2.

39、10条条0 0.5010.5010-32f ftdbhbh0 = =283.6283.6 kNkN r r0V Vd = =47.447.4 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、中中间间板板 (B-D)(B-D)( (1)1)板板中中l l0 = = 4.004.00 m m ，h h = = 0.400.40 m m ，a a = = 0.040.04 m m ，h h0 = = 0.360.36 m m ，b b =

40、= 1.001.00 m m ，第 17 页，共 20 页M Md = =4 49 9. .9 93 3 k kN Nm m ，N Nd = = 454.10454.10 kNkN， V Vd = = 40.1640.16 kNkNe e0 = = M Md/N/Nd = =0.1100.110m mi i =h/12=h/121/2 = = 0.1150.115m 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)D622004)第第5.3.105.

41、3.10条条1 = = 0.2+2.7e0.2+2.7e0/h/h0 = =1.0251.025 1.01.0 ，取取1 = = 1.001.002 = = 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 = =1.2341.234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 D6D622004)22004)第第5.3.55.3.5条条e e = = ee0+h/2-a+h/2-

42、a = =0.2960.296m mr r0N Nde e = = f fcdbx(hbx(h0-x/2)-x/2)1 14 47 7. .6 69 9 = =1 13 38 80 00 0 x x( ( 0.36-x/2)0.36-x/2)解解得得x x = =0.0310.031 m mbh h0 = =0 0. .5 56 6 0.360.36 = =0.2020.202 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 = = -0.00025269-0.00025269 m m2-=-= 252.7252.7 m

43、mm m2 = = 100A100As/(bh/(bh0) ) = =-0.07-0.07 % % r r0V Vd = =44.244.2 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 D6D622004)22004)第第5.2.105.2.10条条0 0.5010.5010-32f ftdbhbh0 = =250.2250.2 k

44、NkN r r0V Vd = =90.490.4 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 = = 4.004.00 m m ，h h = = t+Ct+C2 = = 0.500.50 m m ，a a = = 0.040.04 m m ，h h0 = = 0.460.46 m m ，b b = = 1.001.00 m m ，M Md = =3 39 9. .7 78 8 k kN Nm m ，N Nd

45、 = = 454.10454.10 kNkN， V Vd = = 309.54309.54 kNkNe e0 = = M Md/N/Nd = =0.0880.088m mi i =h/12=h/121/2 = = 0.1440.144m m长长细细比比l l0/i/i = =27.7127.71 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条条第 18 页，共 20 页1 = = 0.2+2.7e0.2+2.7e0/h/h0 = =0.7140.714 1.01

46、.0 ，取取1 = = 0.710.712 = = 1.15-0.01l1.15-0.01l0/h/h = =1.0701.070 1.01.0 ，取取2 = = 1.001.00 = = 1+(l1+(l0/h)/h)212h h0/1400e/1400e0 = =1.1711.171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 D6D622004)22004)第第5.3.55.3.5条条e e = = ee0+h/2-a+h/2-a = =0.3130.313m mr r0N Nde e = = f fcdbx(hbx(h0-x/2)-x/2)1 15 56 6. .1 15 5 = =1 13 38 80 00 0 x x( ( 0.46-x/2)0.46-x/2)解解得得x x = =0.0250.025 m mbh h0 = =0 0. .5 56 6 0.460.