新規(guī)范雙孔箱涵結(jié)構(gòu)設(shè)計(jì)

1、鋼鋼筋筋混混凝凝土土雙雙孔孔箱箱涵涵結(jié)結(jié)構(gòu)構(gòu)設(shè)設(shè)計(jì)計(jì)數(shù)數(shù)據(jù)據(jù)輸輸入入：說(shuō)明1.孔徑及凈空凈跨徑L0 = 6m凈高h(yuǎn)0 = 3.6m孔數(shù)m=22.設(shè)計(jì)安全等級(jí)設(shè)計(jì)安全等級(jí)11為一級(jí)，2為二級(jí)，3為三級(jí)3.汽車(chē)荷載荷載等級(jí)公路1級(jí)1為I級(jí)，2為II級(jí)，3為II級(jí)折減4.填土情況箱涵頂填土厚H =1m0.5m土的內(nèi)摩擦角 =30填土容重1 =18.7kN/m3地基承載力0 =180kPa5.建筑材料普通鋼筋種類(lèi)21為R235，2為HRB335，3為HRB400，4為KL400主鋼筋直徑22mm涵身混凝土強(qiáng)度等級(jí)C3015 506.箱涵尺寸頂板、底板厚度 = 0.4m倒角C1 =0.05m側(cè)墻厚度t

2、= 0.4m倒角C2 =0.05m基礎(chǔ)襟邊c =0.2m基礎(chǔ)高度d =0.5m附注：有填充顏色的單元格需要按說(shuō)明輸入數(shù)值。第 3 頁(yè)，共 20 頁(yè)鋼鋼 筋筋 混混 凝凝 土土 箱箱 涵涵 結(jié)結(jié) 構(gòu)構(gòu) 設(shè)設(shè) 計(jì)計(jì)一 、 設(shè) 計(jì) 資 料1 1、孔孔徑徑及及凈凈空空凈凈跨跨徑徑L L0 = = 6 6m m凈凈高高h(yuǎn) h0 = = 3.63.6m m孔孔數(shù)數(shù)m m= =2 22 2、設(shè)設(shè)計(jì)計(jì)安安全全等等級(jí)級(jí)一一級(jí)級(jí)結(jié)結(jié)構(gòu)構(gòu)重重要要性性系系數(shù)數(shù)r r0 = =1.11.13 3、汽汽車(chē)車(chē)荷荷載載荷荷載載等等級(jí)級(jí)公公路路 級(jí)級(jí)4 4、填填土土情情況況涵涵頂頂填填土土高高度度H H = =1 1m m土土

3、的的內(nèi)內(nèi)摩摩擦擦角角 = =3030填填土土容容重重1 = =18.718.7kN/mkN/m3地地基基容容許許承承載載力力0 = =180180kPakPa5 5、建建筑筑材材料料普普通通鋼鋼筋筋種種類(lèi)類(lèi)HRB335HRB335主主鋼鋼筋筋直直徑徑2222m mm m鋼鋼筋筋抗抗拉拉強(qiáng)強(qiáng)度度設(shè)設(shè)計(jì)計(jì)值值f fsd = =280280MPaMPa涵涵身身混混凝凝土土強(qiáng)強(qiáng)度度等等級(jí)級(jí)C C3030涵涵身身混混凝凝土土抗抗壓壓強(qiáng)強(qiáng)度度設(shè)設(shè)計(jì)計(jì)值值f fcd = =13.813.8MPaMPa涵涵身身混混凝凝土土抗抗拉拉強(qiáng)強(qiáng)度度設(shè)設(shè)計(jì)計(jì)值值f ftd = =1.391.39MPaMPa鋼鋼筋筋混混凝

4、凝土土重重力力密密度度2 = =2525kN/mkN/m3基基礎(chǔ)礎(chǔ)混混凝凝土土強(qiáng)強(qiáng)度度等等級(jí)級(jí)C C1515混混凝凝土土重重力力密密度度3 = =2424kN/mkN/m3二 、 設(shè) 計(jì) 計(jì) 算(一)截面尺寸擬定 ( (見(jiàn)見(jiàn)圖圖L-01)L-01)頂頂板板、底底板板厚厚度度 = =0.40.4m mC C1 = =0.050.05m m第 4 頁(yè)，共 20 頁(yè)側(cè)側(cè)墻墻厚厚度度t t = =0.40.4m mC C2 = =0.050.05m m橫橫梁梁計(jì)計(jì)算算跨跨徑徑L LP = = L L0+t+t = =6.46.4m mL L = = 2L2L0+3t+3t = =13.213.2m m

5、側(cè)側(cè)墻墻計(jì)計(jì)算算高高度度h hP = = h h0+ = =4 4m mh h = = h h0+2+2 = =4.44.4m m基基礎(chǔ)礎(chǔ)襟襟邊邊c c = =0.20.2m m基基礎(chǔ)礎(chǔ)高高度度d d = =0.50.5m m基基礎(chǔ)礎(chǔ)寬寬度度B B = =13.613.6m m(二)荷載計(jì)算1 1、恒恒載載恒恒載載豎豎向向壓壓力力p p恒 = = 1H+H+2 = =28.7028.70kN/mkN/m2恒恒載載水水平平壓壓力力頂頂板板處處e eP1 = = 1HtanHtan2(45-/2)(45-/2) = =6.236.23kN/mkN/m2圖圖 L-01L-01底底板板處處e eP2

6、= = 1(H+h)tan(H+h)tan2(45-/3)(45-/3) = =33.6633.66kN/mkN/m22 2、活活載載汽汽車(chē)車(chē)后后輪輪著著地地寬寬度度0.6m0.6m，由由公公路路橋橋涵涵設(shè)設(shè)計(jì)計(jì)通通用用規(guī)規(guī)范范(JTG(JTG D602004)D602004)第第4.3.44.3.4條條規(guī)規(guī)定定，按按3030角角向向下下分分布布。一一個(gè)個(gè)汽汽車(chē)車(chē)后后輪輪橫橫向向分分布布寬寬0.60.6/2+Htan30=/2+Htan30=0.880.88 m m 1 1.3/2m.3/2m 1 1.8/2m.8/2m故故車(chē)車(chē)輪輪壓壓力力擴(kuò)擴(kuò)散散線線相相重重疊疊，應(yīng)應(yīng)按按如如下下計(jì)計(jì)算算橫橫

7、向向分分布布寬寬度度a a = = (0.6/2+Htan30)2+1.3(0.6/2+Htan30)2+1.3 = =3.0553.055m m同同理理，縱縱向向，汽汽車(chē)車(chē)后后輪輪著著地地長(zhǎng)長(zhǎng)度度0.2m0.2m0.20.2/2+Htan30=/2+Htan30=0.6770.677 m m1.4/2m 17.517.5由由公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D622004)D622004)第第5.3.105.3.10條條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由由公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D6D622004)22004)第第5.3.55.3.5條條e e = = ee0+h/2-a+h/2-a = =-77.878-77.878m m第 12 頁(yè)，共 20 頁(yè)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故故為為大大偏偏心心受受壓壓構(gòu)構(gòu)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 % %符符合合公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D622004)D622004)第第9.1.129.1.12條條的的要要求求。選選用用 2222 130130 mmmm，實(shí)實(shí)際際 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鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)

11、規(guī)規(guī)范范(JTG(JTG D622004)D622004)第第5.2.95.2.9條條的的要要求求。由由公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D6D622004)22004)第第5.2.105.2.10條條0 0.5010.5010-32f ftdbhbh0 = =250.2250.2 kNkN r r0V Vd = =52.852.8 kNkN故故可可不不進(jìn)進(jìn)行行斜斜截截面面抗抗剪剪承承載載力力的的驗(yàn)驗(yàn)算算，僅僅需需按按(JTG(JTG D622004)D622004)第第9.3.139.3.13條條構(gòu)構(gòu)造造要要求求配配置置箍箍筋筋

12、。( (2)2)結(jié)結(jié)點(diǎn)點(diǎn)(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長(zhǎng)長(zhǎng)細(xì)細(xì)比比l l0/i/i = =49.2749.27 17.517.5由由公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D622004)D622004)第第5.3.105.3.10條條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由由公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D6D622004)22004)第第5.3.55.3.5條條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故故為為大大偏偏心心受受壓壓構(gòu)構(gòu)件件。 A As = = (f(fcdbx-rbx-r0N Nd)/f)/fsd = = 0.0056931370.005693137 m m2= = 5693.15693.1 m mm m2第 13 頁(yè)，共 20 頁(yè) = = 100A100As/(bh/(bh0) ) = =1.391.39 % % 0.20.2 % %符符合合公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D622004)D622004)第第9.1.129.1.12條條的

16、的要要求求。選選用用 2222 6060 mmmm，實(shí)實(shí)際際 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鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D622004)D622004)第第5.2.95.2.9條條的的要要求求。由由公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D6D622004)22

17、004)第第5.2.105.2.10條條0 0.5010.5010-32f ftdbhbh0 = =285.0285.0 kNkN r r0V Vd = =499.5499.5 kNkN故故斜斜截截面面內(nèi)內(nèi)混混凝凝土土與與箍箍筋筋共共同同的的抗抗剪剪承承載載力力已已滿(mǎn)滿(mǎn)足足要要求求。2 2、底底板板 (C-DD-F)(C-DD-F)鋼鋼筋筋按按左左、右右對(duì)對(duì)稱(chēng)稱(chēng)，用用最最不不利利荷荷載載計(jì)計(jì)算算。( (1)1)跨跨中中l(wèi) 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長(zhǎng)長(zhǎng)細(xì)細(xì)比比l l0/i/i = =55.4355.43 17.517.5由由公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D622004)D622004)第第5.3.105.3.

19、10條條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由由公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D6D622004)22004)第第5.3.55.3.5條條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故故為為大大偏偏心心受受壓壓構(gòu)構(gòu)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 頁(yè)，共 20 頁(yè) = = 100A100As/(bh/(bh0) ) = =0.740.74 % % 0.20.2 % %符符合合公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D622004)D622004)第第9.1.129.1.12條條的的要要求求。選選用用 2222 140140 mmmm，實(shí)實(shí)際際 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鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D622004)D622004)第第5.2.95.2.9條條的的要要求求。由由公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D6D622004)22004)第第5.2.105.2.10條條0 0.5010.5010-32f ftdbhbh0 = =250.2250.2 kNkN r r0V Vd = =15.515.5 kNkN故故可可不不進(jìn)進(jìn)行行斜斜截截面面抗抗剪剪承承載載力力的的驗(yàn)驗(yàn)算算，僅僅需需按按(JTG(JTG D62

23、2004)D622004)第第9.3.139.3.13條條構(gòu)構(gòu)造造要要求求配配置置箍箍筋筋。( (2)2)結(jié)結(jié)點(diǎn)點(diǎn)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長(zhǎng)長(zhǎng)細(xì)細(xì)比比l l0/i/i = =49.2749.27 17.517.5由由公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D622004)D622004)第第5.3.105.3.10條條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由由公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D6D622004)22004)第第5.3.55.3.5條條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故故為為大大偏偏心心受受壓壓構(gòu)構(gòu)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 % %符符合合公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D622004)D622004)第第9.1.129.1.12

27、條條的的要要求求。選選用用 2222 100100 mmmm，實(shí)實(shí)際際 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鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D622004)D622004)第第5.2.95.2.9條條的的要要求求。第 15 頁(yè)，共 20 頁(yè)由由公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JT

28、G(JTG D6D622004)22004)第第5.2.105.2.10條條0 0.5010.5010-32f ftdbhbh0 = =285.0285.0 kNkN r r0V Vd = =499.5499.5 kNkN故故斜斜截截面面內(nèi)內(nèi)混混凝凝土土與與箍箍筋筋共共同同的的抗抗剪剪承承載載力力已已滿(mǎn)滿(mǎn)足足要要求求。3 3、左左、右右側(cè)側(cè)板板 (A-C(A-C，E-F)E-F)( (1)1)板板中中l(wèi) 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長(zhǎng)長(zhǎng)細(xì)細(xì)比比l l0/i/i = =34.6434.64 17.517.5由由公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D622004)D622004)第第5.3.105.3.10條條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由由公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D6D622004)22004)第第5.3.55.3.5條條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故故為為大大偏偏心心受受壓壓構(gòu)構(gòu)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 % %符符合合公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D622004)D622004)第第9.1.129.1.12條條的的要要求求。選選用用 1818 130130 mmmm，實(shí)實(shí)際際 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鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)

33、應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D622004)D622004)第第5.2.95.2.9條條的的要要求求。由由公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D6D622004)22004)第第5.2.105.2.10條條第 16 頁(yè)，共 20 頁(yè)0 0.5010.5010-32f ftdbhbh0 = =248.8248.8 kNkN r r0V Vd = =7.17.1 kNkN故故可可不不進(jìn)進(jìn)行行斜斜截截面面抗抗剪剪承承載載力力的的驗(yàn)驗(yàn)算算，僅僅需需按按(JTG(JTG D622004)D622004)第第9.

34、3.139.3.13條條構(gòu)構(gòu)造造要要求求配配置置箍箍筋筋。( (2)2)結(jié)結(jié)點(diǎn)點(diǎn)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長(zhǎng)長(zhǎng)細(xì)細(xì)比比l l0/i/i = =30.7930.79 17.517.5由由公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D622004)D622004)第第5.3.105.3.10條條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由由公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D6D622004)22004)第第5.3.55.3.5條條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故故為為大大偏偏心心受受壓壓構(gòu)構(gòu)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 % %符符合合公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D622004)D622004)第第9.1.129.1.12條條的的要要求求。選選用用 2222

38、170170 mmmm，實(shí)實(shí)際際 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鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D622004)D622004)第第5.2.95.2.9條條的的要要求求。由由公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D6D622004)22004)第第5.2.105.2.

39、10條條0 0.5010.5010-32f ftdbhbh0 = =283.6283.6 kNkN r r0V Vd = =47.447.4 kNkN故故可可不不進(jìn)進(jìn)行行斜斜截截面面抗抗剪剪承承載載力力的的驗(yàn)驗(yàn)算算，僅僅需需按按(JTG(JTG D622004)D622004)第第9.3.139.3.13條條構(gòu)構(gòu)造造要要求求配配置置箍箍筋筋。3 3、中中間間板板 (B-D)(B-D)( (1)1)板板中中l(wèi) 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 頁(yè)，共 20 頁(yè)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長(zhǎng)長(zhǎng)細(xì)細(xì)比比l l0/i/i = =34.6434.64 17.517.5由由公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D622004)D622004)第第5.3.105.

41、3.10條條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由由公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D6D622004)22004)第第5.3.55.3.5條條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故故為為大大偏偏心心受受壓壓構(gòu)構(gòu)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鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D622004)D622004)第第5.2.95.2.9條條的的要要求求。由由公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D6D622004)22004)第第5.2.105.2.10條條0 0.5010.5010-32f ftdbhbh0 = =250.2250.2 k

44、NkN r r0V Vd = =90.490.4 kNkN故故可可不不進(jìn)進(jìn)行行斜斜截截面面抗抗剪剪承承載載力力的的驗(yàn)驗(yàn)算算，僅僅需需按按(JTG(JTG D622004)D622004)第第9.3.139.3.13條條構(gòu)構(gòu)造造要要求求配配置置箍箍筋筋。( (2)2)結(jié)結(jié)點(diǎn)點(diǎn)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長(zhǎng)長(zhǎng)細(xì)細(xì)比比l l0/i/i = =27.7127.71 17.517.5由由公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D622004)D622004)第第5.3.105.3.10條條第 18 頁(yè)，共 20 頁(yè)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由由公公路路鋼鋼筋筋混混凝凝土土及及預(yù)預(yù)應(yīng)應(yīng)力力混混凝凝土土橋橋涵涵設(shè)設(shè)計(jì)計(jì)規(guī)規(guī)范范(JTG(JTG D6D622004)22004)第第5.3.55.3.5條條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 1