自己編制的表格-兩孔箱涵(結(jié)構(gòu)、配筋、裂縫、基底應(yīng)力)箱涵結(jié)構(gòu)計(jì)算(恒載+活載)

1、第 1 頁(yè)，共 45 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 = = 9.19.1m m凈凈高高h(yuǎn) h0 = = 5.45.4m 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 = =2.12.1m m土土的的內(nèi)內(nèi)摩摩擦擦角角 = =3030填填土土容容重重1 = =1818kN/mkN/m3地地基基容容許許承承載

2、載力力0 = =200200kPakPa5 5、建建筑筑材材料料普普通通鋼鋼筋筋種種類(lèi)類(lèi)HRB400HRB400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 fy = =360360MPaMPa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 = =14.314.3MPaMPa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 = =1.431.43MPaMPa鋼鋼筋筋混混凝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 C2020混混凝凝土土

3、重重力力密密度度C = =23.523.5kN/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)頂頂板板厚厚度度11 = =0.80.8m m底底板板厚厚度度11 = =1 1m m第 2 頁(yè)，共 45 頁(yè)C C1 = =0.40.4m m側(cè)側(cè)墻墻厚厚度度t t = =1 1m mC C2 = =0.40.4m m中中墻墻厚厚度度tt = =0.80.8m m橫橫梁梁計(jì)計(jì)算算跨跨徑徑L LP = = L L0+ +( (t t+t+t）/2/2 = =1010m mL L = = 2L2L0+2t+t+2t+t = =2121m mL1=L1=1010m

4、 m側(cè)側(cè)墻墻計(jì)計(jì)算算高高度度h hP = = h h0+ = =6.26.2m mh h = = h h0+ +（1+21+2） = =7.27.2m m基基礎(chǔ)礎(chǔ)襟襟邊邊c c = =0.10.1m m基基礎(chǔ)礎(chǔ)高高度度d d = =0.30.3m m基基礎(chǔ)礎(chǔ)寬寬度度B B = =21.221.2m m土土壓壓力力分分項(xiàng)項(xiàng)系系數(shù)數(shù)3=3=1.11.1自自重重分分項(xiàng)項(xiàng)系系數(shù)數(shù)4=4=1.051.05(二)荷載計(jì)算1 1、恒恒載載恒恒載載豎豎向向土土壓壓力力q q恒土 =3=3 1H H = =41.5841.58kN/mkN/m2頂頂板板自自重重q q恒自 =4=4 211 = =21.0021.

5、00kN/mkN/m2恒恒載載水水平平壓壓力力頂頂板板（頂頂板板底底面面）處處e eP1 =3=3 1（H+1H+1）tantan2(45-/2)(45-/2) = =19.1419.14kN/mkN/m2圖圖 L-01L-01底底板板（底底板板頂頂面面）處處e eP2 =3=3 1(H+h0+1)tan(H+h0+1)tan2(45-/3)(45-/3) = =54.7854.78kN/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0.6x0.2m,0.6x0.2m,后后輪輪分分布布間間距距1.4x1.8m,1.4x1.8m,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

6、(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a=2Htan30+a=2Htan30+（0.2+1.40.2+1.4）= =4.0254.025m m同同理理，縱縱向向，汽汽車(chē)車(chē)后后輪輪縱縱向向分分布布寬寬度度a=2Htan30+a=2Htan30+（0.6+1.80.6+1.8）= =4.8554.855m mG G = =280280kNkN車(chē)車(chē)輛輛荷荷載載垂垂直直壓壓力力q q車(chē) = = G/(ab)G/(ab) = =14.3314.33kN/mkN/m2車(chē)車(chē)輛輛荷荷載載水水

7、平平壓壓力力e e車(chē) = = q q車(chē)tantan2(45-/2)(45-/2) = =4.784.78kN/mkN/m2第 3 頁(yè)，共 45 頁(yè)垂垂直直與與頂頂板板的的均均布布荷荷載載總總和和q2=qq2=q恒恒土土+ +q q恒恒自自+ +q q車(chē)車(chē)= =7 76 6. .9 91 1kN/mkN/m2底底板板底底面面的的均均布布荷荷載載總總和和q1=qq1=q恒恒土土+q+q恒恒自自+q+q車(chē)車(chē)+ +（2t+t2t+t）*h0*2*h0*2）/L=/L=9 94 4. .9 91 1kN/mkN/m2恒恒載載頂頂板板均均布布荷荷載載q2q2恒恒= =6 62 2. .5 58 8kN/m

8、kN/m底底板板q1q1恒恒=q2=q2恒恒+ +（2t+t2t+t）*h0*2*h0*2）/L=/L=8 80 0. .5 58 8kN/mkN/mq3q3恒恒= =1 19 9. .1 14 4kN/mkN/mq4q4恒恒= =5 54 4. .7 78 8kN/mkN/m恒恒載載+1.2+1.2活活載載頂頂板板均均布布荷荷載載q2q2恒恒+ +活活= =q2q2恒恒+q+q車(chē)車(chē)7 79 9. .7 78 8kN/mkN/m底底板板q1q1恒恒+ +活活=q=q1 1恒恒+q+q車(chē)車(chē)9 97 7. .7 78 8kN/mkN/mq3q3恒恒+ +活活= =q3q3恒恒+e+e車(chē)車(chē)2 24

9、4. .8 87 7kN/mkN/mq4q4恒恒+ +活活= =q4q4恒恒+e+e車(chē)車(chē)6 60 0. .5 51 1kN/mkN/m恒恒載載計(jì)計(jì)算算 雙雙孔孔箱箱涵涵設(shè)設(shè)計(jì)計(jì)基基本本資資料料表表底板均布q1頂板均布q2側(cè)墻上 q3 側(cè)墻下 q4板跨長(zhǎng)L1(m) 80.5862.5819.1454.7810 墻跨長(zhǎng)L2 (m)底板厚d1 (m)頂板厚d2 (m)側(cè)墻厚d3 (m)隔墻厚d4 (m)加腋尺寸6.20.8110.80.4 注注：下下表表計(jì)計(jì)算算數(shù)數(shù)據(jù)據(jù)隨隨本本表表數(shù)數(shù)據(jù)據(jù)改改變變而而改改變變; ;荷荷載載指指向向涵涵內(nèi)內(nèi)為為正正。 雙雙孔孔箱箱涵涵彎彎矩矩分分配配表表 彎矩單位：k

10、Nm 結(jié)點(diǎn)D BAC桿端DBBDBAABACCA勁度 K0.0170666670.053763441 0.053763440.033333333分配系數(shù)0.240952150.75904785 0.617283950.382716049固端彎矩MF-671.5671.5-129.81188106.97852-521.5521.5127.9387284 255.877457158.644023279.3220116-80.67401428-161.3480286-508.2788198 -254.1394178.43808948 156.87617997.2632309548.63161548-

11、9.449913136-18.89982627-59.53826321 -29.7691329.188003581 18.376007211.393124445.69656222-1.106934607-2.213869214-6.974134368 -3.4870672第 4 頁(yè)，共 45 頁(yè)2.152510611.334556577彎矩合計(jì)-762.730862489.0382759-489.0382759 252.865065 -252.8650648655.1501893 注注：本本表表數(shù)數(shù)據(jù)據(jù)隨隨基基本本資資料料表表中中數(shù)數(shù)據(jù)據(jù)改改變變而而改改變變。 剪力、跨間及加腋起點(diǎn)截面彎矩表Q

12、BDQDBQACQCAQABQBA-375.5307414430.2692586272.6714876-353.1285124-58.069547171.0824534M底左M底右M頂左M頂右M上M下-183.6955087-444.3010551-54.75347478-362.6794281-209.0526-369.2113842Xo1Mo1Xo2Mo2Xo3Mo35.339653247386.01345984.357166628341.17248813.9358649-181.566454注注：本本表表數(shù)數(shù)據(jù)據(jù)隨隨基基本本資資料料表表中中數(shù)數(shù)據(jù)據(jù)改改變變而而改改變變；QBD、QDB、Q

13、AC、QCA、QAB、QBA為為桿桿端端剪剪力力，kN；M底左、M底右、M頂左、M頂右、M上、M下為為各各加加腋腋起起點(diǎn)點(diǎn)截截面面彎彎矩矩，kNm；Xo1、Xo2、Xo3為為跨跨間間最最大大彎彎矩矩截截面面位位置置，m；Mo1、Mo2、Mo3為為跨跨間間最最大大彎彎矩矩，kNm 。恒恒載載( (覆覆土土重重+ +自自重重）頂板底底板板側(cè)墻彎矩（KNm）跨間341.17386.01386.01-181.57加腋起點(diǎn)左- -5 54 4. .7 75 5左- -1 18 83 3. .7 70 0上上-209.05右- -3 36 62 2. .6 68 8右- -4 44 44 4. .3 30

14、 0下下-369.21剪力（KN）左2 27 72 2. .6 67 7左- -3 37 75 5. .5 53 3上上-58.07右- -3 35 53 3. .1 13 3右4 43 30 0. .2 27 7下下171.08軸向力（KN）58.07171.08171.08上上272.67272.67下下375.53375.53恒恒載載+ +活活載載計(jì)計(jì)算算 雙雙孔孔箱箱涵涵設(shè)設(shè)計(jì)計(jì)基基本本資資料料表表底板均布q1頂板均布q2側(cè)墻上 q3 側(cè)墻下 q4板跨長(zhǎng)L1(m) 97.7879.7824.8760.5110 墻跨長(zhǎng)L2 (m)底板厚d1 (m)頂板厚d2 (m)側(cè)墻厚d3 (m) 隔

15、墻厚d4 (m)加腋尺寸6.210.810.80.4 注注：下下表表計(jì)計(jì)算算數(shù)數(shù)據(jù)據(jù)隨隨本本表表數(shù)數(shù)據(jù)據(jù)改改變變而而改改變變; ;荷荷載載指指向向涵涵內(nèi)內(nèi)為為正正。固端彎矩MF第 5 頁(yè)，共 45 頁(yè) 雙雙孔孔箱箱涵涵彎彎矩矩分分配配表表 彎矩單位：kNm 結(jié)點(diǎn)D BAC桿端DBBDBAABACCA勁度 K0.0333333330.053763441 0.053763440.017066667分配系數(shù)0.3827160490.617283951 0.759047850.24095215固端彎矩MF-814.794112814.794112-148.1726322 125.339272-664.

16、794112664.794112204.7360183 409.472037129.982803364.99140163-166.7412496-333.4824992-537.8749988-268.9375102.0682154 204.13643164.8010685932.4005343-19.53157208-39.06314417-63.00507123 -31.50253611.95596597 23.91193197.5906036763.795301838-2.287870031-4.575740063-7.380225908-3.6901132.800972310.8891

17、40649彎矩合計(jì)-1003.354804437.6727285-437.6727285 461.530496 -461.5304958765.9813498 注注：本本表表數(shù)數(shù)據(jù)據(jù)隨隨基基本本資資料料表表中中數(shù)數(shù)據(jù)據(jù)改改變變而而改改變變。 剪力、跨間及加腋起點(diǎn)截面彎矩表QBDQDBQACQCAQABQBA-432.3082597545.4446747368.4313818-429.3215526-117.7785146.9104429M底左M底右M頂左M頂右M上M下-88.19428865-598.2871579-192.3134843-411.9009463-375.75719 -329.

18、2621655Xo1Mo1Xo2Mo2Xo3Mo35.578553186518.04126024.618364482389.24470822.80025171 -242.4981715注注：本本表表數(shù)數(shù)據(jù)據(jù)隨隨基基本本資資料料表表中中數(shù)數(shù)據(jù)據(jù)改改變變而而改改變變；QBD、QDB、QAC、QCA、QAB、QBA為為桿桿端端剪剪力力，kN；M底左、M底右、M頂左、M頂右、M上、M下為為各各加加腋腋起起點(diǎn)點(diǎn)截截面面彎彎矩矩，kNm；Xo1、Xo2、Xo3為為跨跨間間最最大大彎彎矩矩截截面面位位置置，m；Mo1、Mo2、Mo3為為跨跨間間最最大大彎彎矩矩，kNm 。恒恒載載+ +活活載載第 6 頁(yè)，共

19、 45 頁(yè)頂板底底板板側(cè)墻彎矩（KNm）跨間389.24518.04518.04-242.50加腋起點(diǎn)左- -1 19 92 2. .3 31 1左- -8 88 8. .1 19 9上上-375.76右- -4 41 11 1. .9 90 0右- -5 59 98 8. .2 29 9下下-329.26剪力（KN）左3 36 68 8. .4 43 3左- -4 43 32 2. .3 31 1上上-117.78右- -4 42 29 9. .3 32 2右5 54 45 5. .4 44 4下下146.91軸向力（KN）117.78146.91146.91上上368.43368.43下下

20、432.31432.311 1、頂頂板板(A-BB-E)(A-BB-E)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 = = 10.0010.00 m m ，h h = = 0.800.80 m m ，a a = = 0.060.06 m m ，h h0 = = 0.740.74 m m ，b b = = 1.001.00 m m ，安安全全系系數(shù)數(shù)K=K=1 1. .3 35 5M Md = =5 52 25 5. .4 48 8 k kN Nm m ，N Nd = = 159.00159.00 kNkN， V Vd = = -579.58

21、-579.58 kNkNe e0 = = M Md/N/Nd = =3.3053.305m mi i =h/12=h/121/2 = = 0.2310.231m m長(zhǎng)長(zhǎng)細(xì)細(xì)比比l l0/i/i = =43.3043.30 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 = =12.27512.275 1.01.0 ，取取1 = = 1.001.002 = = 1.15-0.01l1.15-0.01l0/h

22、/h = =1.0251.025 1.01.0 ，取取2 = = 1.001.00 = = 1+(l1+(l0/h)/h)212h h0/1400e/1400e0 = =1.0251.025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 = =3.7263.726m mr r0N Nde e = = f fcdbx(hbx(h0-x/2)-x/2)6 65 51 1. .7 75 5 = =1 14 43 30 00 0 x x( (

23、 0.74-x/2)0.74-x/2)解解得得x x = =0.0640.064 m mbh h0 = =0 0. .5 53 3 0.740.74 = =0.3920.392 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 = =0.002075730.00207573m m2= = 2075.72075.7m mm m2第 7 頁(yè)，共 45 頁(yè) = = 100A100As/(bh/(bh0) ) = =0.280.28 % % 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

24、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 180180 mmmm，實(shí)實(shí)際際 A As = =2111.82111.8m mm m20.07N+0.7ftbh00.07N+0.7ftbh0 = =750.9750.9 kNkN r r0V Vd = =637.5637.5 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。不不需需要要進(jìn)進(jìn)行行抗抗剪剪承

25、承載載力力計(jì)計(jì)算算(二)基底應(yīng)力驗(yàn)算1 1、完完建建無(wú)無(wú)水水無(wú)無(wú)車(chē)車(chē)工工況況 荷荷載載計(jì)計(jì)算算 ( (取取單單位位涵涵長(zhǎng)長(zhǎng)計(jì)計(jì)算算) )取取一一個(gè)個(gè)車(chē)車(chē)道道寬寬度度3.5m3.5m作作為為分分析析對(duì)對(duì)象象，一一級(jí)級(jí)公公路路，一一輛輛車(chē)車(chē)550KN,550KN,作作用用范范圍圍15mx2.5m15mx2.5m，箱箱涵涵長(zhǎng)長(zhǎng)21m21m，最最多多一一輛輛車(chē)車(chē)加加兩兩個(gè)個(gè)后后軸軸重重280280箱箱重重力力P P箱 = = 222(L+0.5h0(2t+t)/2+2C(L+0.5h0(2t+t)/2+2C1C C2) ) = =1402.01402.0kNkN基基礎(chǔ)礎(chǔ)重重力力P P基 = = 3Bd

26、Bd = =149.5149.5kNkN填填土土重重力力P P土 = = 1HLHL + + 1(H+h)*2c(H+h)*2c = =827.3827.3kNkN基基底底應(yīng)應(yīng)力力 = = G/BG/B = =112.2112.2kPakPa2 2、正正常常運(yùn)運(yùn)行行期期（常常水水位位1.5m1.5m）車(chē)車(chē)輛輛荷荷載載P P車(chē)車(chē)=q=q車(chē)車(chē)B=B=3 30 03 3. .8 8kNkN箱箱涵涵內(nèi)內(nèi)水水重重P P水 = = 水(2L(2L0*3-4C*3-4C1C C2) ) = =5 52 28 8. .8 8kNkN箱箱涵涵浮浮力力P P浮 = = 水hB=hB=8 83 31 1. .0 0

27、kNkN基基底底應(yīng)應(yīng)力力 = = G/BG/B = =112.3112.3kPakPa第 8 頁(yè)，共 45 頁(yè)第 9 頁(yè)，共 45 頁(yè)第 10 頁(yè)，共 45 頁(yè)第 11 頁(yè)，共 45 頁(yè)第 12 頁(yè)，共 45 頁(yè)第 13 頁(yè)，共 45 頁(yè)第 14 頁(yè)，共 45 頁(yè)承承載載能能力力極極限限狀狀態(tài)態(tài)彎矩設(shè)計(jì)值M（KN*m）軸向力設(shè)計(jì)值N（KN）K K截面寬度b(mm)5671541.351000砼保護(hù)層厚度a0(mm)fc(N/mm2)fy（fy）(N/mm2)鋼筋彈性模量Es(N/mm2)5014.3360200000受拉鋼筋最小配筋率min(%)受壓鋼筋最小配筋率min(%)選用受拉鋼筋直徑（

28、mm）選用受壓鋼筋直徑（mm）0.20.152222asas截面有效高度h0(mm)相對(duì)界限受壓區(qū)計(jì)算高度b61619390.517647059截面曲率影響系數(shù)1截面曲率影響系數(shù)2偏心距增大系數(shù)判斷大、小偏心受壓111大大偏偏心心受受壓壓1.1.大大偏偏心心受受壓壓構(gòu)構(gòu)件件配配筋筋計(jì)計(jì)算算第一步軸向力至受拉鋼筋距離e（mm）假定砼受壓區(qū)高度X=bh0sbAs4120.818182486.07058820.38366782-12594.2797按最小配筋率計(jì)算As是否滿(mǎn)足要求1408.5不滿(mǎn)足要求，進(jìn)行第二步計(jì)算第二步實(shí)際配筋A(yù)ssfcbh，須對(duì)As進(jìn)行復(fù)核對(duì)As進(jìn)行復(fù)核計(jì)算實(shí)際配筋A(yù)s1878

29、無(wú)需復(fù)核-21994.0581514752按規(guī)范附錄D查XAs0.015482920.2187.8-4469.854954抗抗剪剪承承載載力力驗(yàn)驗(yàn)算算彎矩設(shè)計(jì)值M（KN*m）軸向力設(shè)計(jì)值N（KN）K剪力（KN)5671541.35340混凝土的抗剪承載力Vc(KN)0.07N(KN)KV(KN)是否需要抗剪驗(yàn)算9399.3910.78459不需要抗剪驗(yàn)算裂縫寬度允許值0.25截面高度h(mm)桿件長(zhǎng)度mm100011100構(gòu)件計(jì)算長(zhǎng)度l0（mm）5550軸向力偏心距e0（mm）3681.818182As6136.024221X2as受壓鋼筋未達(dá)到屈服強(qiáng)度10.067947068按最小配筋率配筋

30、As1408.5承承載載能能力力極極限限狀狀態(tài)態(tài)1.1.大大偏偏心心受受壓壓構(gòu)構(gòu)件件配配筋筋計(jì)計(jì)算算第一步第二步2.2.小小偏偏心心受受壓壓構(gòu)構(gòu)件件配配筋筋計(jì)計(jì)算算對(duì)不允許出現(xiàn)裂縫的鋼筋混凝土構(gòu)件進(jìn)行抗裂驗(yàn)算限裂計(jì)算-大偏壓（桿件結(jié)構(gòu)）按荷載標(biāo)準(zhǔn)值計(jì)算的彎矩Mk（KN*m）按荷載標(biāo)準(zhǔn)值計(jì)算的軸力Nk（KN）截面寬度b(mm)5671541000構(gòu)件計(jì)算長(zhǎng)度l0（mm）選用受拉鋼筋直徑d(mm)選用受拉鋼筋根數(shù)5550256.67砼保護(hù)層厚度a0(mm)綜合影響系數(shù)鋼筋彈性模量Es(N/mm2)502.1200000as截面有效高度h0(mm)受拉鋼筋截面面積As62.5937.53274.12

31、8538軸向力偏心距e0（mm）偏心距增大系數(shù)sNk距受拉鋼筋合力點(diǎn)距離e（mm）3681.81818214119.318182有效受拉混凝土截面面積Ate（mm2）As/Ate縱向受拉鋼筋最小配筋率te1250000.0261930280.03裂縫寬度允許值0.25截面高度h(mm)鋼筋間距按150mm考慮1000縱向受拉鋼筋應(yīng)力sk(N/mm2)192.226529As合力點(diǎn)距受壓合力點(diǎn)距離z（mm）809.7980083最大裂縫寬度max（mm）0.2792090330.279209033限裂計(jì)算-大偏壓（桿件結(jié)構(gòu)）只考慮自重和土重（完建期）配筋裂縫寬度mm基底應(yīng)力kPa頂板251500.27124.8底板251500.21側(cè)墻251500.18只考慮自重和土重+車(chē)輛荷載（正常運(yùn)行期）配筋裂縫寬度mm基底應(yīng)力kPa頂板251500.27120.8底板251500.27側(cè)墻251500.21(1)跨中l(wèi)0 =9.10