園中路雙孔箱涵計算書一、設計資料箱涵凈跨徑L。=2×4m，凈高H。=3.6m，箱涵頂面鋪裝瀝青砼0.05m+C40細石砼層0.2m（平均），兩端填土r=18KN/m3,Φ=30°，箱涵主體結構砼強度等級為C30，箱涵基礎墊層采納C10砼，受力鋼筋采納HRB335鋼筋，地基為粉質(zhì)粘土，汽車荷載為城-B。二、設計依據(jù)《馬路鋼筋砼及預應力砼橋涵設計規(guī)劃》（JTGD62-2004）三、內(nèi)力計算1、荷載計算1）恒載恒載豎向壓力p1=r1·H+r2·δ=24×(0.05+0.2+25×0.4=16KN/m2恒載水平壓力：頂板處：p2=245(tan21ψγ-??H=1.5KN/m2底板處：p3=245(tan(21ψγ-?+?hH=27.87KN/m22）活載a1=a2+2H=0.25+2×0.25×tan30°=0.54mb1=b2+2H=0.6+2×0.25×tan30°=0.89m車輛荷載垂直壓力q車=11baG?=89.054.060?=124.84KN/m2車輛荷載水平壓力e車=q車·tan2(45°-Ψ/2=124.84×0.333=41.61KN/m23作用于底板垂直均布荷載總和q1=1.2q恒1+1.4q車1q恒1=p1++BddHr2(43+??=16+9.83.03.02(6.325+???=25KN/mq車1=124.84KN/mq1=1.2q恒1+1.4q車1=1.2×25+1.4×124.84=204.78KN/m4作用于頂板垂直均布荷載總和q2=1.2q恒2+1.4q車2q恒2=16KN/mq車2=124.84KN/mq2=1.2q恒2+1.4q車2=193.98KN/m5作用于側墻頂部的水平均布荷載總和q3=1.2q恒3+1.4q車3q恒3=1.5KN/mq車3=41.61KN/mq3=1.2q恒3+1.4q車3=60.05KN/m6作用于側墻底部的水平均布荷載總和q4=1.2q恒4+1.4q車4q恒4=27.87KN/mq車4=41.61KN/mq4=1.2q恒4+1.4q車4=91.7KN/m2、恒載固端彎矩計算mKNLqMFAC?-=?-=?-=65.24123.416122212恒恒mKNMMFACFCA?=-=65.24恒恒mKNLqMFBD?=?=?-=52.38123.425122211恒恒mKNMMFBDFDB?-=-=52.38恒恒mKNLqqLqMFAB?=?-+?=?-+?=06.163045.187.27(1245.130(12222234223恒恒恒恒mKNLqqLqMFBA?-=?--?-=?--?-=10.232045.187.27(1245.120(12222234223恒恒恒恒3、活載固端彎矩計算mKNLqMFAC?-=?-=?-=36.192123.484.124122212車車mKNMMFACFCA?=-=36.192車車mKNLqMFBD?=?=?=36.192123.484.124122211車車mKNMMFBDFDB?-=-=36.192車車mKNLqqLqMFAB?=?-+?=?-+?=48.5530461.4161.41(12461.4130(12222234223車車車車mKNLqqLqMFBA?-=?--?-=48.5520(122234223車車車車3、抗彎勁度計算005.03.4124.04124313=??=?=LdKAC頂005.03.4124.04124313=??=?=LdKBD底00225.04123.04124323=??=?==LdKKBAAB側4、桿端彎矩的安排系數(shù)計算69.000225.0005.0005.0=+=+=ABACACACKKKμ31.000225.0005.000225.0=+=+=ABACABABKKKμ31.0005.000225.000225.0=+=+=BDBABABAKKKμ69.0005.000225.0005.0=+=+=BDBABDBDKKKμ5、桿端彎矩的傳遞系數(shù)各桿件向遠端的傳遞系數(shù)均為0.56、結點彎矩安排計算恒載彎矩安排計算表注：彎矩符號以繞桿端順時針旋轉為正。7、各部位剪力、軸向力及限制截面彎矩計算。（1）桿件AC（頂板）及桿件BD（底板）剪力計算KNLMMLqQCAACAC69.313.453.2889.1623.4162112=+--?=+-?=恒恒恒恒KNLMMLqQCAACAC41.2293.425.24858.8023.484.1242112=+--?=+-?=車車車車QAC=1.2QAC恒+1.4QAC車=359.2KNKNLMMLqQCAACCA11.373.453.2889.1623.4162112-=+--?-=+-?-=恒恒恒恒KNLMMLqQACCACA40.3073.425.24858.8023.484.1242112-=+--?-=+-?-=車車車車QCA=1.2QCA恒+1.4QCA車=-474.89KNKNLMMLqQBDDBDB88.573.468.2644.4423.4252111=+--?=+-?=恒恒恒恒KNLMMLqQBDDBDB39.3073.459.8024.24823.484.1242111=+--?=+-?=車車車車QDB=1.2QDB恒+1.4QDB車=499.80KNKNLMMLqQBDDBBD62.493.468.2644.4423.4252111-=+--?-=+-?-=恒恒恒恒KNLMMLqQBDDBBD42.2293.459.8024.24823.484.1242111-=+--?-=+-?-=車車車車QBD=1.2QBD恒+1.4QBD車=-380.73KN（2）桿件AB（側墻）剪力計算KNLMMLqqLqQBAABAB13.18468.2689.16345.187.27(2487.273(2223424-=--?-+?-=+-?-+?-=恒恒恒恒恒恒KNLMMLqqLqQBAABAB22.83459.8058.803461.4161.41(2461.413(2223424-=--?-+?-=+-?-+?-=車車車車車車QAB=1.2QAB恒+1.4QAB車=-138.26KNKNLMMLqqLqQBAABBA61.40468.2689.16645.187.27(2487.276(2223424=--?--?=+-?--?=恒恒恒恒恒恒KNLMMLqqLqQBAABBA22.83459.8058.806461.4161.41(2461.416(2223424=--?--?=+-?--?=車車車車車車QBA=1.2QBA恒+1.4QBA車=165.24KN（3）各加腋起點截面彎矩及跨間最大彎矩計算加腋尺寸為0.5×0.3m則底板左加腋起點截面跨結點D的距離X1左=L1-d1/2-0.5=3.65m底板右加腋起點截面跨結點D的距離X1右=0.5+d1/2=0.65m頂板左加腋起點截面跨結點A的距離X2左=X1右=0.5+d1/2=0.65m頂板右加腋起點截面跨結點A的距離X2右=X1左=L1-d1/2-0.5=3.65m側墻上加腋起點截面跨結點B的距離X上=L2-d2/2-0.3=3.5m側墻下加腋起點截面跨結點B的距離X下=0.3+d2/2=0.5m各加腋起點截面的彎矩分別為：mKNXqXQMMDBDB?=?-?+-=?-+=32.59265.378.20465.38.49986.400222111左左底左mKNXqXQMMDBDB?-=?-?+-=?-+=25.119265.078.20465.08.49986.400222111右右底右mKNXqXQMMACAC?=?-?+-=?-+=42.59265.098.19365.02.35908.133222222左左頂左mKNXqXQMMACAC?-=?-?+-=?-+=15.114265.398.19365.32.35908.133222222右右頂右mKNLXqqXqXQMMBABA?-=??-+?-?+-=?-+?-+=45.73465.005.607.91(25.07.915.024.16577.1446(232233424下下下側下mKNLXqqXqXQMMBABA?-=??-+?-?+-=?-+?-+=55.71465.305.607.91(25.37.915.324.16577.1446(232233424上上上側上底板（BD）、頂板（AC）、側墻（AB）跨間最大彎矩截面位置1X（距結點D的距離）、2X（距結點A的距離）、3X（距結點B的距離）mqQXDB44.278.20480.49911===mqQXAC85.198.1932.35922===mLqqLqqQqqXBA97.1405.607.91(405.607.91(24.16527.917.91((222342342443=--??--=--??--=底板（BD）、頂板（AC）、側墻（AB）跨間最大彎矩mKNXqXQMMDBDB?=?-?+-=?-+=06.209244.278.20444.28.49986.4002221111mKNXqXQMMACAC?=?-?+-=?-+=49.199285.198.19385.12.35908.1332222222mKNLXqqXqXQMMBABA?=??-+?-?+-=?-+?-+=83.124697.105.607.91(297.17.9197.124.16584.1446(23223334234338、軸向力計算依據(jù)力的平衡原理，頂板軸向力等于側墻上端剪力；底板軸向力等于側墻下端剪力；側墻軸向力等于頂板及底板板端剪力。9、內(nèi)力計算成果注：彎矩符號以洞壁內(nèi)側受拉為正，外側受拉為負；軸向力以壓力為正，拉為負。四、截面設計（1）頂板（A-C）鋼筋按左、右對稱，用最不利荷載計算。a跨中：l0=4.3mh=0.4ma=0.04mh0=0.36mmNMedd443.126.13849.1990===115.0124.01222===bhi5.1739.37115.03.40>==il由《馬路鋼筋混凝土及預應力砼橋涵設計規(guī)范》（JTGD62-2004）第5.3.10條0.102.1136.0443.17.22.07.22.01取=?+=+=heξ0.104.14.03.401.015.1.015.12取=?-=-=hlξ021.1114.03.4(443.1140036.01(140012212=????+=??+=ξξηhleh由《馬路鋼筋混凝土及預應力砼橋涵設計規(guī)范》（JTGD62-2004）第5.3.5條mahee633.104.024.0443.1021.12=-+?=-+=η2360(10008.1316331026.1389.02(30xxxhxbfeNcdd-???=???-???=??γ解得mmhmmxb6.20136056.05.43=?=?<=ξ為大偏心受壓構件。2317002801026.1389.05.4310008.13mmfNbxfAsbdcds=??-??=-=γ用Φ20@100mm，實際As=3141mm2，偏平安。2.087.036010003141100100>=??==bhAsμ滿意《馬路鋼筋混凝土及預應力砼橋涵設計規(guī)范》（JTGD62-2004）第9.1.12條規(guī)定。KN=?=>=????=?--γ抗剪配筋按構造設置。b角點：l0=4.3mh=0.7ma=0.04mh0=0.66mmNMedd963.026.13808.1330===202.0127.01222===bhi5.1729.21202.03.40>==il由《馬路鋼筋混凝土及預應力砼橋涵設計規(guī)范》（JTGD62-2004）第5.3.10條0.114.466.0963.07.22.07.22.01取=?+=+=heξ0.109.17.03.401.015.1.015.12取=?-=-=hlξ018.1117.03.4(963.0140066.01(140012212=????+=??+=ξξηhleh由《馬路鋼筋混凝土及預應力砼橋涵設計規(guī)范》（JTGD62-2004）第5.3.5條mahee29.104.027.0963.0018.12=-+?=-+=η2660(10008.1312901026.1389.02(30xxxhxbfeNcdd-???=???-???=??γ解得mmhmmxb37066056.09.17=?=?<=ξ為大偏心受壓構件。234382801026.1389.09.1710008.13mmfNbxfAsbdcds=??-??=-=γ用Φ18@100mm，實際As=2545mm2，偏平安。2.039.066010002545100100>=??==bhAsμ滿意《馬路鋼筋混凝土及預應力砼橋涵設計規(guī)范》（JTGD62-2004）第9.1.12條規(guī)定。KN=?=>=????=?--γ抗剪配筋按構造設置。（2）底板（B-D）鋼筋按左、右對稱，用最不利荷載計算。a跨中：l0=4.3mh=0.4ma=0.04mh0=0.36mmNMedd265.124.16506.2090===104.01236.01222===bhi5.1735.41104.03.40>==il由《馬路鋼筋混凝土及預應力砼橋涵設計規(guī)范》（JTGD62-2004）第5.3.10條0.1136.0265.17.22.07.22.01取>?+=+=heξ0.104.14.03.401.015.1.015.12取=?-=-=hlξ023.1114.03.4(265.1140036.01(140012212=????+=??+=ξξηhleh由《馬路鋼筋混凝土及預應力砼橋涵設計規(guī)范》（JTGD62-2004）第5.3.5條mahee454.104.024.0265.1023.12=-+?=-+=η2360(10008.1314541024.1659.02(30xxxhxbfeNcdd-???=???-???=??γ解得mmhmmxb6.20136056.05.46=?=?<=ξ為大偏心受壓構件。2317612801024.1659.05.4610008.13mmfNbxfAsbdcds=??-??=-=γ用Φ20@100mm，實際As=3141mm2，偏平安。2.087.036010003141100100>=??==bhAsμ滿意《馬路鋼筋混凝土及預應力砼橋涵設計規(guī)范》（JTGD62-2004）第9.1.12條規(guī)定。KN=?=>=????=?--γ抗剪配筋按構造設置。b角點：l0=4.3mh=0.7ma=0.04mh0=0.66mmNMedd877.024.16584.1440===202.0127.01222===bhi5.1729.21202.03.40>==il由《馬路鋼筋混凝土及預應力砼橋涵設計規(guī)范》（JTGD62-2004）第5.3.10條0.179.366.0877.07.22.07.22.01取=?+=+=heξ0.109.17.03.401.015.1.015.12取=?-=-=hlξ02.1117.03.4(877.0140066.01(140012212=????+=??+=ξξηhleh由《馬路鋼筋混凝土及預應力砼橋涵設計規(guī)范》（JTGD62-2004）第5.3.5條mahee205.104.027.0877.002.12=-+?=-+=η2660(10008.1312051024.1659.02(30xxxhxbfeNcdd-???=???-???=??γ解得mmhmmxb37066056.020=?=?<=ξ為大偏心受壓構件。234552801024.1659.02010008.13mmfNbxfAsbdcds=??-??=-=γ用Φ18@100mm，實際As=2545mm2，偏平安。2.039.066010002545100100>=??==bhAsμ滿意《馬路鋼筋混凝土及預應力砼橋涵設計規(guī)范》（JTGD62-2004）第9.1.12條規(guī)定。KN=?=>=????=?--γ抗剪配筋按構造設置。（2）側板（A-B）a板中：l0=4.0mh=0.3ma=0.04mh0=0.26mmNMedd036.02.35983.120===087.0123.01222===bhi5.1798.45087.00.40>==il由《馬路鋼筋混凝土及預應力砼橋涵設計規(guī)范》（JTGD62-2004）第5.3.10條57.026.0036.07.22.07.22.01=?+=+=heξ0.102.13.00.401.015.1.015.12取=?-=-=hlξ523.1157.03.00.4(036.0140026.01(140012212=????+=??+=ξξηhleh由《馬路鋼筋混凝土及預應力砼橋涵設計規(guī)范》（JTGD62-2004）第5.3.5條mahee165.004.023.0036.0523.12=-+?=-+=η2260(10008.13165102.3599.02(30xxxhxbfeNcdd-???=???-???=??γ解得mmhmmxb6.14526056.03.15=?=?<=ξ為大偏心受壓構件。235.400280102.3599.03.1510008.13mmfNbxfAsbdcds-=??-??=-=γ需按最小配筋率配置受拉鋼筋用Φ20@200mm，實際As=1572mm2，偏平安。2.06.026010001572100100>=??==bhAsμ滿意《馬路鋼筋混凝土及預應力砼橋涵設計規(guī)范》（JTGD62-2004）第9.1.12條規(guī)定。KNQKNbhfBkcu7.14824.1659.03.72626010001051.01051.03,3=?=>=????=?--γ抗剪配筋按構造設置。c角點：l0=4.0mh=0.8ma=0.04mh0=0.76mmNMedd403.02.35984.1440===23.0128.01222===bhi5.1739.1723.00.40<==il故不須要計算η由《馬路鋼筋混凝土及預應力砼橋涵設計規(guī)范》（JTGD62-2004）第5.3.5條mah