重力式橋臺(tái)計(jì)算程序表格

1、橋臺(tái)計(jì)算(紅色為輸入數(shù)據(jù))一、上部構(gòu)造恒載反力及橋臺(tái)臺(tái)身自重計(jì)算（長(zhǎng)度單位：m，力單位：t）彎矩正、負(fù)值：逆時(shí)針為“”，順時(shí)針為“+”。欄桿數(shù)a10.3L= 20支座厚= 0.042支座離臺(tái)背 0.29帽梁高 1.682搭板厚 0.3人行道全寬3.5防撞順橋向延米重11h11.382h= 0.9梁?jiǎn)挝幻娣e 0.53橋全寬B 27填土高 6.382鋪裝厚 0.14人行道單位重0.45普通順橋向延米重0.31a20.4序號(hào)豎直力距E點(diǎn)距離彎矩序號(hào)豎直力距E點(diǎn)距離彎矩綠化帶單位重18h21.682P(t)e(m)M tmP(t)e(m)M tm綠化帶寬1a30.8127.99-2.95-82.564

2、285.53-2.55-728.09h30.6245.41-2.6-118.08579.31 -1.933333-153.34a40.9332.40-2-64.806486.00-2.4-1166.40h44.7上部恒載604.30-2.11-1275.07739.53-0.81337-32.15a50.5搭板70.50-2.95-207.988190.35-3.4-647.19h54.71861.31-4475.65a64.8全部恒載偏心-0.005（相對(duì)于基礎(chǔ)中心C）h61.5全部恒載彎矩-8.4955125a71.6以下計(jì)算M均換算到相對(duì)于基礎(chǔ)中心C0.0531915h70.5二、土壓力

3、計(jì)算（具體參數(shù)解釋詳見(jiàn)公路橋涵設(shè)計(jì)通用規(guī)范）a81.2（一）臺(tái)后填土表面無(wú)活載時(shí)土壓力計(jì)算h84.7= 0= 35= 17.5= 0= 1.8b10.1Ea=1/2H2Bab20.5a=0.24612295b30.6Ea=243.597025 tEax= 232.322612 tey=2.1273333 mMx= 494.227636 tm Eay= 73.2510382 tex=-1.8 mMy= -131.85187 tm （二）臺(tái)后填土表面有活載時(shí)土壓力計(jì)算（=0）破壞棱體長(zhǎng)度 l0=Htg(+)tg=-tg+(ctg +tg )(tg-tg )1/2tg=0.58346355=30.2

4、620035 l0= 3.72366438城-AG= 112th=G/(Bl0）（一）臺(tái)前溜坡土壓力計(jì)算(1：1.5)h=0.6188868 m= 0= 30= 15= -33.69= 1.8Ea=1/2(2h+H)HBaEa=1/2H2BaEa=290.842084a=0.217811Eax= 277.381026ey=2.3001178 mMx= 638.009035 tm Ea= 21.17123 tEay= 87.4579015ex=-1.8 mMy= -157.42422 tm Eax=20.449837 tey=0.6666667 mMx= -13.6332 tm Eay=5.47

5、95174 tex=2.4 mMy= 13.15084 tm 掛-120G= 0th=0Ea=243.597025Eax= 232.322612ey=2.1273333 mMx= 494.227636 tm Eay= 73.2510382ex=-1.8 mMy= -131.85187 tm 三、支座活載反力計(jì)算城-AR=196.8 te=0.29 mM=57.072 tm 掛120R=0 te=0.29 mM=0 tm 四、支座摩阻力F= N=0.3F=181.29 (舍)ef=5.3 mM=84.8 tm 群樁中心離承臺(tái)中心距離ez=0 m制動(dòng)力及溫度引起的水平力T=16 t (取)五、地震

6、水平力Ehau=CiCzKhGauCi=1.3Cz=0.35Kh=0.1Gau=1861.313277 tEhau= 84.6897541 tM= 448.855697 tm 六、地震時(shí)作用于臺(tái)背的主動(dòng)土壓力Eea=1/2H2KA(1+3CiCzKhtg)KA= cos2/(1+sin)2=0.27099005地震水平力著力點(diǎn)eh=2.5528 mEea= 10.8831069M=27.782395 tm 七、荷載組合1、上部構(gòu)造+橋臺(tái)自重+橋上汽車+臺(tái)后土壓力N=2131.364315t Q=232.3226119t M=410.95tm(410.9523 )2、上部構(gòu)造+橋臺(tái)自重+臺(tái)后汽車

7、引起土壓力+臺(tái)后土壓力N=1948.771178t Q=277.3810258t M=472.09tm(472.0893 )3、上部構(gòu)造+橋臺(tái)自重+橋上掛車+臺(tái)后土壓力N=1934.564315t Q=232.3226119t M=353.88tm(353.8803 )4、上部構(gòu)造+橋臺(tái)自重+臺(tái)后掛車引起土壓力+臺(tái)后土壓力N=1934.564315t Q=232.3226119t M=353.88tm(353.8803 )5、上部構(gòu)造+橋臺(tái)自重+橋上汽車+臺(tái)后土壓力+支座摩阻力(制動(dòng)力、溫度影響力)N=2131.364315t Q=248.3226119t M=495.7523 tm(495.7523 )6、上部構(gòu)造+橋臺(tái)自重+臺(tái)后汽車引起土壓力+臺(tái)后土壓力+支座摩阻力（制動(dòng)力、溫度影響力)N=1948.771178t Q=293.3810258t M=556.