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1、橋梁工程課程設(shè)計一一預(yù)應(yīng)力混凝土簡支小箱梁橋設(shè)計計算書姓名:學(xué)號:班級:指導(dǎo)教師:成績:二O二年七月第一章設(shè)計依據(jù)1 .公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范(JTGD62-2004)(以下簡稱公預(yù)規(guī))2 .公路橋涵設(shè)計通用規(guī)范(JTGD60-2004)(以下簡稱橋規(guī))3 .公路工程技術(shù)標(biāo)準(zhǔn)(JTGB012003)不得用丁商業(yè)用途第二章設(shè)計資料及上部結(jié)構(gòu)主要尺寸2.1設(shè)計資料1. 橋梁跨徑及橋?qū)挊?biāo)準(zhǔn)跨徑:35m;主梁全長:34.94m;計算跨徑:34.19m;橋面寬度:0.5m(防撞欄桿)+15.9(凈行車道寬度)m+0.5m(防撞欄桿)二16.9m分幅:單幅行車方向:單向行車2. 設(shè)計荷載

2、公路-I級,無人群荷載,單側(cè)防撞護(hù)欄重7.8kN/m。3. 材料及工藝混凝土:小箱梁梁的預(yù)制部分及現(xiàn)澆接縫部分均采用C50(容重為26kN/m3);鋪裝層為10cm厚瀝青混凝土混凝土(容重為24kN/m3);瀝青鋪裝層下設(shè)置8cm厚的C40防水混凝土調(diào)平層(容重為25kN/m3)。預(yù)應(yīng)力鋼筋:礦15.2鋼絞線z厶=1860MPa,單根面積140mm2o晉通鋼筋:直徑“2mm采用HRB335鋼筋;直徑12mm采用R235鋼筋。工藝:主梁按后張法施工工藝制作,采用內(nèi)徑55mm的預(yù)埋波紋管和夾片式錨具。2.1.基本尺寸圖21平両中梁)H2-2HlMl:中筆)nn(中梁)120120isz?y.QdL

3、l_廿10T|C3.7jSEl75.|.1OO/Z_|cOW.O】g/2_呼5嚴(yán)?pC|.中梁截面特性:A=1.38m2;Zx=0.548/n4;/r=0.849n?4;中心點(diǎn)到底面的距離y二L16m。frrrI旳頂J仲3迎仇02-4邊梁截面特性:A=1.401m2;/x=0.552/w4;IT=0.899/h4;中心點(diǎn)到底面的距離y二1.17m。第三章內(nèi)力計算3.1恒載計算期恒載梁體自重及橫隔板:=26*1.401+1.6282*3+1.401*(17.095-3)13.56*0.2*2*26+1.64*0.2*3*26117.09534.19=3&77kN/m二期恒載防撞欄桿:鼻=7.8*

4、2/5=3.12RN/加鋪裝層:如=(15.9*24*0.1+25*0.08*15.9)=13的kNim彳2+3=17llRN/7總恒載:q=如+如=55.88R7V/m防撞欄桿4=7.8*2/5=312RN/?鋪裝層:q2=(15.9*24*0.1+25*0.08*15.9)/5=13.993/加0=0+么=17.11RN/”梁體自重及橫隔板:1.38;1628*+138*(17.095_3)=26*14.99*0.2*2*26+2.9*0.2*26*3+17.09534.19=39.29kN/”q=g+q:+如=56.4RN/加表311號梁恒載表僅供個人參考1號梁序號荷載類別支座處1/8跨

5、處1/4跨處3/8跨處跨中處QMQMQMQMQkNkN.mkNkN.mkNkN.mkNkN.mkN1662.77742479497.08424838331.3925310.8188.8885665.0502二期恒載292.49731094219371874.9146.252343.778336022500.103恒載955.27483573716.456123.27477.6427654.57272.2488165.150表322號梁恒載表2號梁序號荷載類別支座處1/8跨處1/4跨處3/8跨處跨中處QMQMQMQMQkNkN.mkNkN.mkNkN.mkNkN.mkN1671.662512.0

6、2503.7464305.36335.8385382.04191.4185741.0402二期恒載292.51093.93219.3711874.9146.2512343.7783.35872500.103恒載964.163605.95723.1186180.25482.0897725.81274.7778241.140表333號梁恒載表3號梁序號荷載類別支座處1/8跨處1/4跨處3/8跨處跨中處QMQMQMQMQkNkN.mkNkN.mkNkN.mkNkN.mkN1671.662512.02503.7464305.36335.8385382.04191.4185741.0402二期恒載292

7、.51093.93219.3711874.9146.2512343.7783.35872500.103恒載964.163605.95723.1186180.25482.0897725.81274.7778241.140不得用丁商業(yè)用途僅供個人參考3.2活載計算3.2.1橫向分布系數(shù)計算跨中處用剛接板法1號梁活載計算圖25匕”=0.5*(0.3102+0.2804+0.2578+0.227+0.2064+0.1809+0.1643+0.1448)=0.936按照2車道加載叫只=0.5*(03102+0.2804+0.2578+0.227)=0.53力0.67*0.9360.5377mcql=0.

8、5*(0.2438+0.241+0.2369+0.227+0.2168+0.1998+0.1876+0.1711)=0.8620按照2車道加載叫譏=0.5*(0.2438+0.241+0.2369+0.227)=0.47440.679862二0577504744叫加=0.5*(0.1862+0.1944+0.2005+0.2085+0.2128+0.2150+0.2114+0.2038)=0.8163按照2車道加載叫牡=0.5*(0.1862+0.1944+0.2005+0.2085)=0.39480.67*0.8163=0.54690.3948根據(jù)對稱性關(guān)系叫聊=叫“=.8620叫c=加呦=

9、-88593.2.2支座處用杠桿原理法圖27=0.5*(1.2054+0.6697+0.2827)=1.0789圖28叫q?=0.5*(0.0882+0.6176+1+0.4706+0.0882)=1.1323圖29wOt/3=0.5*(0.0882+0.6176+1+0.4706+0.0882)=1.1323根據(jù)對稱性關(guān)系叫x=叫?=1.1323=1.0789表34各梁橫向分布系數(shù)梁號跨中支座10.88591.078920.8621.132330.81631.132340.8621.132350.88591.0789322活載計算荷載值qk=Q.5kN/mPk=300kN不得用丁商業(yè)用途折減

10、系數(shù)0.67=2.45HZ3.14(3.45*1010*0.5482*34.19V5697“=0.1767111/-0.0157=0.143彎矩橫向分布系數(shù)圖2J00.8859剪力橫向分布系數(shù)圖2口1.0789支座處彎矩M二0剪力圖2J2Q=1.143*1.0789*300*0.67+1.143*(0.5*(1.0789*1+0.8859*0.8571)*34.19/7+0.8859*0.5*6*34.19/7)*10.5*0.67=388.35kN1/8跨處彎矩M=1.143*0.8859*3.74*300*0.67+1.143*0.8859*0.5*3.74*34.19*10.5*0.67

11、=1216.64皿7剪力圖2J4Q.125Q=1.143*0.91*300*0.67+1.143*(0.5*(0.91*0.875+0.8859*0.8571)*0.61+0.8859*0.5*6*34.19/7)*10.5*0.67=317.26kN1/4跨處彎矩2-15M=1.143*0.8859*6.41*300*0.67+1.143*0.8859*0.5*641/34:19T05P67=2085.21剪力圖2J60.25Q=1.143*0.75*300*0.8859*0.67+1.143*0.8859*0.5*0.75*0.75*34.19*l0.5*0.67=221.05Kn3/8跨

12、處彎矩圖2778.013M=1.143*0.8859*8.013*300*0.67+1.143*0.8859*0.5*8.013*34.19*10.5*0.67=2606.67kN.m剪力圖218Q=1.143*0.625*300*0.8859*0.67+1.143*0.8859*0.5*0.625*0.625*34.19*10.5*0.67=174.77kN跨中處彎矩圖219M=1.143*300*8.5475*0.8859*0.67+1.143*0.5*34.19*8.5475*10.5*0.8859*0.67=2780.55剪力圖220Q=129.37kN2號梁彎矩橫向分布系數(shù)0.862

13、剪力橫向分布系數(shù)圖2221.13230.862支座處M=OQ=398.45kN1/8跨處M二U83.82RN.加Q=311.84kN1/4跨處M=2028.96bV./nQ=215.18kN3/8跨處M二2536.35RNmQ=170.06kN跨中處M=2705.54皿7Q=128.64kN彎矩橫向分布系數(shù)圖2230.8163剪力橫向分布系數(shù)1.23230.S163支座處M二0Q=392.29kN1/8跨處M=1121.06Q=296.35kN1/4跨處M=1923.91ZrMwQ=203.75kN3/8跨處M二2401.88皿?Q=161.04kN跨中處M二2561.79皿7Q=121.82

14、kN45號梁活載內(nèi)力分別于2,1號梁相同表35各梁活載內(nèi)力值梁號支座處1/8跨處1/4跨處3/8跨處M(kN.m)Q(kN)M(kN.m)Q(kN)M(kN.m)Q(kN)M(kN.m)Q(kN)M(kN.i10388.351216.64317.262085.21221.052606.67174.77278C20398.451183.82311.842028.96215.182536.35170.06270530392.291121.06296.351923.91203.752401.88161.04256140398.451183.82311.842028.96215.182536.3517

15、0.06270550388.351216.64317.262885.21221.052606.67174.77278C33內(nèi)力組合表361號梁內(nèi)力組合1號梁序號荷載類別支座處1/8跨處1/4跨處3/8跨處跨中處QMQMQMQMQkNkN.mkNkN.mkNkN.mkNkN.mkX1自重662.77742479497.084248.38331.3925310.8188.8885665.0502二期恒載292.19731094219.371874.9146.252343.7783.36022500.103恒載955.27483573716.456123.27477.6427654.57272.24

16、88165.1504活載388.351216.64317.262085.21221.052606.67174.772780.55129.375承載力極限狀態(tài)組合1,690.005,990.901,303.9010,267.20882.612,834.80571.413,691.00181.16止常使用短期組合1,193.104,318.10910.77,400.306139,251.00379.39,868.0079.27止常使用長期組合1,091.203,998.80827.56,853.005558,566.80333.49,138.2045.38止常使用標(biāo)準(zhǔn)組合1,343.604t789

17、.601,033.708,208.50698.710,261.2044710,945.70129.4表372號梁內(nèi)力組合2號梁序號荷載類別支座處1/8跨處1/4跨處3/8跨處跨中處QMQMQMQMQkNkN.mkNkN.mkNkN.mkNkN.mkX1自重671.662512.02503.7464305.36335.8385382.04191.4185741.0402二期恒載292.51093.93219.3711874.9146.2512343.7783.35872500.103恒載964.163605.95723.1186180.25482.0897725.81274.7778241.14

18、04活載398.151183.82311.842028.96215.182536.35170.062705.54128.645承載力極限狀態(tài)組合1,714.805,984.501,304.3010,256.80879.812,821.90567.813,677.10180.16止常使用短期組合1,208.204,330.90914.17,422.80613.99,279.10378.99,898.1078.87止常使用長期組合1,103.604,020.20S32.26,890.30557.48,613.40334.39,188.00458止常使用標(biāo)準(zhǔn)組合1,362.6049789.801,0

19、35.008,209.20697.310,262.20444.810,946.70128.6表383號梁內(nèi)力組合3號梁序號荷載類別支座處1/8跨處1/4跨處3/8跨處跨中處QMQMQMQMQkNkN.mkNkN.mkNkN.mkNkN.mkN1自重671.662512.02503.7464305.36335.8385382.04191.4185741.0402二期恒載292.51093.93219.3711874.9146.2512343.7783.35872500.103恒載964.163605.95723.1186180.25482.0897725.81274.7778241.1404活載

20、392.291121.06296.351923.91203.752401.88161.042561.79121.825承載力極限狀態(tài)組合1,706.205,896.601,282.6010,109.80863.812,633.60555.213,475.90170.56止常使用短期組合1,204.404,292.50904.67,358.50606.99,196.80373.49,810.0074.67止常使用長期組合1,101.403,998.30826.86,853.50553.48,566.40331.19,137.7042.68止常使用標(biāo)準(zhǔn)組合1,356.504,727.001,019

21、.508,104.20685.810,127.70435.810,S02.90121.8第四章預(yù)應(yīng)力鋼筋估束和布置4.1預(yù)應(yīng)力鋼束的估束由于邊梁的內(nèi)力最大,所以預(yù)應(yīng)力鋼筋的布置一邊梁為準(zhǔn),其他梁預(yù)應(yīng)力布置與邊梁相同。對于預(yù)應(yīng)力鋼筋混凝土簡支梁橋,控制結(jié)構(gòu)設(shè)計的通常是抗裂性驗(yàn)算。因而,可按照抗裂性驗(yàn)算原則完成估束工作。根據(jù)公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計規(guī)范JTGD62-2004的第全預(yù)應(yīng)力混凝土構(gòu)件,在作用(或荷載)短期效應(yīng)組合下預(yù)制構(gòu)件:(4-1)Jn一0.85(7.、0式中,為作用(或荷載)短期效應(yīng)組合下構(gòu)件抗裂驗(yàn)算邊緣混凝土的拉應(yīng)力,入為扣除全部預(yù)應(yīng)力損失后預(yù)加力在構(gòu)件抗裂驗(yàn)算邊緣產(chǎn)

22、生的預(yù)壓應(yīng)力。本課程設(shè)計,抗裂驗(yàn)算邊緣為截面下邊緣。根據(jù)材料力學(xué)知識,作用(或荷載)短期效應(yīng)組合下構(gòu)件抗裂驗(yàn)算邊緣混凝土的拉應(yīng)力乙按下式求得(4-2)其中,是彎矩短期效應(yīng)組合值,人是毛截面抗彎慣性矩,兒是下邊緣距截面中性軸的距離。預(yù)加力在構(gòu)件抗裂驗(yàn)算邊緣產(chǎn)生的預(yù)壓應(yīng)力的計算按如下方式計算。將預(yù)加力等效為作用在截面中性軸位置處的軸力和一外加彎矩,如圖4-1所示。圖4-1預(yù)加力等效則,預(yù)加力在構(gòu)件抗裂驗(yàn)算邊緣產(chǎn)生的預(yù)壓應(yīng)樂按下式計算NNe(4-3)上式中,人是毛截面面積,是預(yù)應(yīng)力鋼絞線合力作用點(diǎn)距截面中性軸的距離,/。和兒的定義與式(42)致,“是預(yù)加力,按下式計算(4-4)其中,和舛分別為預(yù)應(yīng)力

23、鋼束的有效預(yù)應(yīng)力和面積。將式(4-2)(4-4)代入式(4-1),并將式(4-1)取等號,得到預(yù)應(yīng)力鋼束面積估算公式4一0.8(4-5)上式中,預(yù)應(yīng)力鋼束的有效預(yù)應(yīng)力及預(yù)應(yīng)力鋼絞線合力作用點(diǎn)距截面中性軸的距離e需要預(yù)先假定。一般而言,對于f戶喚Pa的預(yù)應(yīng)力鋼絞線的控制張拉應(yīng)力取巧075幾=0.75xl860=1395MR,在估束階段,根據(jù)經(jīng)驗(yàn),考慮25%的預(yù)應(yīng)力損失,則有效預(yù)應(yīng)力的估計值為75%嚴(yán)0.75xl395=104Mj對于跨中截面,可假設(shè)預(yù)應(yīng)力鋼絞線合力作用點(diǎn)距截面下邊緣18cm進(jìn)行試算。Mst=10459.SkN.ni/0=0.552m2yh=117/?e=0.99m代入4-5得人廠

24、8施曲選配12束515.2的鋼束實(shí)際每=8400腫預(yù)應(yīng)力鋼束布置圖圖41表42表41鋼束尺寸鋼束號長度(cm)半徑(m)彎起角度()鋼束中心到梁底距離支座處1/8截面處1/4截面處3/8截面處跨中處N11738.043000212.59999N21739.98300075211.02999N31740.34450077429.32202020N41740.69600079649.7231.093131N51741.067500711870.4145.074242N61741.429000714091.6861.725353截面特性計算點(diǎn)截面積(mm2)截面重心至底面(mm)梁自重彎矩(kN.m

25、)InI。截面重心至到鋼束質(zhì)心距離(mm)voWn(777/773)(mm4)(mm4)跨中1372504.51418645.71188.61158.84.526*10*85665.055.3S*10*ll5.76*1011915.6885.81/8跨1372504.51418645.71188.61158.84.526*10*85310.85.3S*10*ll5.76*1011915.6885.81/4跨1372504.51418645.71188.21159.14.545*10*84248.385.40*10115.76*1011895.2866.13/8跨1372504.51418645

26、.71185.31160.S4.606*10*824795.46*10115.72*10750725.5支點(diǎn)1599504.51645645.711051097.35.620*10*806.21*10*116.17*10*11284276.34.2預(yù)應(yīng)力損失計算%=宀)k=0.0015“=0.22計算點(diǎn)僅供個鋼束人參考0XpO+KX1_嚴(yán)&+切嘰(1-()(rad)mMPa跨中N130.0523617.380.0375890.03689151.46314N270.1221717.380.0529470.0515771.94013N370.1221717.380.0529470.0515771.

27、94013N470.1221717.380.0529470.0515771.94013N570.1221717.380.0529470.0515771.94013N670.1221717.380.0529470.0515771.940131/8跨N130.0523613.0050.0310260.0305542.61719N270.1221713.0050.0463850.04532563.229N370.1221713.0050.0463850.04532563.229N470.1221713.0050.0463850.04532563.229N570.1221713.0050.046385

28、0.04532563.229N670.1221713.0050.0463850.04532563.2291/4跨N130.052368.630.0244640.02416733.71299N270.122178.630.0398220.0390454.46051N370.122178.630.0398220.0390454.46051N46.680.116598.630.0385940.03785852.81241N55.360.093558.630.0335250.0329745.99255N64.480.078198.630.0301460.02969741.426743/8跨N130.0

29、52364.630.0184640.01829425.52072N24.930.086044.630.0258740.02554235.63166N33.310.057774.630.0196540.01946227.14981N42.590.04524.630.016890.01674823.36313N52.010.035084.630.0146630.01455620.30513N61.670.029154.630.0133570.01326818.50933支點(diǎn)N1000.120.000180.000180.251077N2000.120.000180.000180.251077N30

30、00.120.000180.000180.251077N4000.120.000180.000180.251077N5000.120.000180.000180.251077N6000.120.000180.000180.2510776“=1395MPa表43%計算表不得用于商業(yè)用途僅供個人參考不得用丁商業(yè)用途422由錨具變形及鋼束回縮引起的預(yù)應(yīng)力損失“2按公預(yù)規(guī),計算公式如下反向摩擦影響長度:,/=6mmEp=1.95lO5MPa其中r0=1395MPa6為預(yù)應(yīng)力鋼筋扣除磨阻損失后錨固端應(yīng)力1為張拉端至錨固端的距離62=24b在反影響長度內(nèi),距張拉端x處的錨具變形、鋼筋回縮損失:在反影響長度

31、外,錨具變形、鋼筋回縮損失:“2=表44“2計算表計算點(diǎn)鋼束bd影響長度X%MPaMPanunnun跨中N10.00296119877.861738014.79261N20.00413916812.5173800N30.00413916812.5173800N40.00413916812.5173800N50.00413916812.5173800N60.00413916812.51738001/8跨N10.00327718895.381300538.6054N20.00486215512.791300524.38526N30.00486215512.791300524.38526N40.00

32、486215512.791300524.38526N50.00486215512.791300524.38526N60.00486215512.791300524.385261/4跨N10.00390617306.12863067.78631N20.00631113616.25863062.93248N30.00631113616.25863062.93248N40.0061213827.08863063.60836N50.00532914816.81863065.94368N60.004815611.98863067.031433/8跨Nik0.00551214569.244630109.5

33、709N20.00769612330.074630118.5167N30.00586414125.384630111.3597N40.00504615227.134630106.9469N50.00438616333.554630102.6532N60.00399817107.56463099.76298支點(diǎn)N10.00209223647.212098.45247N20.00209223647.212098.45247N30.00209223647.212098.45247N40.00209223647.212098.45247N50.00209223647.212098.45247N60.0

34、0209223647.212098.452474.2.3鋼筋松弛引起的預(yù)應(yīng)力損失np=5.493Ap=8400/77/a?2表45“4計算表計算點(diǎn)鋼束m-b門一6MPa平均cosa1+54%MPaMPa/nun跨中N1132&74412.75E-061.061,255.6873.07N21323.0612.75E-061.061,250.3072.76N31323.0612.75E-061.061,250.3072.76N41323.0612.75E-061.061,250.3072.76N51323.0612.75E-061.061,250.3072.76N61323.0612.75E-061.061,250.3072.761/8跨N11313.77712.75E-061.061,241.5372.25N21307.38612.75E-061.061,235.4971.89N31307.38612.75E-061.061,235.4971.89N41307.38612.75E-061.061,235.4971.89N51307.38612.75E-061.061,235.4971.89N61307.38612.75E-061.061,235.4971.891/4跨N11293.5010.99982.70E-061.061,223.6969.81N21277.6070

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