建筑計算工具-橋臺計算

1、橋臺計算一、上部構(gòu)造恒載反力及橋臺臺身自重計算（長度單位：m，力單位：t）彎矩正、負(fù)值：逆時針為“－”，順時針為“”。欄桿數(shù)①a1a10.30.3L=2020支座厚Δ=0.0420.042支座離臺背0.290.29帽梁高1.6821.682搭板厚0.30.3人行道全寬3.53.5防撞順橋向延米重11h11.3821.382h=0.90.9梁單位面積0.530.53橋全寬B2727填土高6.3826.382鋪裝厚0.140.14人行道單位

2、重0.450.45普通順橋向延米重0.31②a2a20.40.4序號豎直力距E點距離彎矩序號豎直力距E點距離彎矩綠化帶單位重18h21.6821.682P(t)e(m)MtmP(t)e(m)Mtm綠化帶寬1③a3a30.80.8127.992.9582.564285.532.55728.09h30.60.6245.412.6118.08579.311.93333153.34④a4a40.90.9332.40264.806486.002.

3、41166.40h44.74.7上部恒載604.302.111275.07739.530.8133732.15⑤a5a50.50.5搭板70.502.95207.988190.353.4647.19h54.74.7Σ1861.314475.65⑥a6a64.84.8全部恒載偏心0.005（相對于基礎(chǔ)中心C）h61.51.5全部恒載彎矩8.4955125⑦a7a71.61.6以下計算M均換算到相對于基礎(chǔ)中心C0.0531910.05319

4、1h70.50.5二、土壓力計算（具體參數(shù)解釋詳見《公路橋涵設(shè)計通用規(guī)范》）⑧a8a81.21.2（一）臺后填土表面無活載時土壓力計算h84.74.7α=0φ=3535δ=17.517.5β=0γ=γ=1.81.8b1b10.10.1Ea=12γH2Bμab2b20.50.5μa=0.24612295b3b30.60.6Ea=243.597025tEax=232.322612tey=2.127333mMx=494.227636tmEay

5、=73.2510382tex=1.8mMy=131.85187tm（二）臺后填土表面有活載時土壓力計算（β=0）破壞棱體長度l0=Htg(Htg(θα)tgtgθ=tgω((ctgφtgω)(tgωtgα))12tgtgθ=0.58346355θ=30.2620035l0=3.72366438城AAΣG=112112th=ΣG(Bl0γ）（一）臺前溜坡土壓力計算(1：1.5)h=0.6188868mα=0φ=3030δ=1515β=33

6、.6933.69γ=γ=1.81.8Ea=12γ(2hH)HBμaEa=12γH2BμaEa=290.842084μa=0.217811Eax=277.381026ey=2.300118mMx=638.009035tmEa=21.17123tEay=87.4579015ex=1.8mMy=157.42422tmEax=20.44984tey=0.666667mMx=13.6332tmEay=5.479517tex=2.4mMy=13.1

7、5084tm掛120ΣG=0th=0Ea=243.597025Eax=232.322612ey=2.127333mMx=494.227636tmEay=73.2510382ex=1.8mMy=131.85187tm三、支座活載反力計算城AAR=196.8te=0.29mM=57.072tm掛120R=0te=0.29mM=0tm四、支座摩阻力F=μNμ=0.3F=181.29(舍)ef=5.3mM=84.8tm群樁中心離承臺中心距離ez

8、=0m制動力及溫度引起的水平力T=16t(取)五、地震水平力Ehau=CiCzKhGauCi=1.3Cz=0.35Kh=0.1Gau=1861.313277tEhau=84.6897541tM=448.855697tm六、地震時作用于臺背的主動土壓力Eea=12γH2KA(13CiCzKhtgφ)KA=cos2φ(1sinφ)2=0.27099005地震水平力著力點eh=2.5528mEea=10.8831069M=27.782395t

9、m七、荷載組合1、上部構(gòu)造橋臺自重橋上汽車臺后土壓力N=2131.364315tQ=232.3226119tM=410.95tm(410.9523)2、上部構(gòu)造橋臺自重臺后汽車引起土壓力臺后土壓力N=1948.771178tQ=277.3810258tM=472.09tm(472.0893)3、上部構(gòu)造橋臺自重橋上掛車臺后土壓力N=1934.564315tQ=232.3226119tM=353.88tm(353.8803)4、上部構(gòu)造橋

10、臺自重臺后掛車引起土壓力臺后土壓力N=1934.564315tQ=232.3226119tM=353.88tm(353.8803)5、上部構(gòu)造橋臺自重橋上汽車臺后土壓力支座摩阻力(制動力、溫度影響力)N=2131.364315tQ=248.3226119tM=495.7523tm(495.7523)6、上部構(gòu)造橋臺自重臺后汽車引起土壓力臺后土壓力支座摩阻力（制動力、溫度影響力)N=1948.771178tQ=293.3810258tM=

11、556.8893tm(556.8893)7、上部構(gòu)造橋臺自重臺后土壓力結(jié)構(gòu)地震力地震土壓力N=1934.564315tQ=327.8954728tM=830.52tm(830.5183)注：（）內(nèi)數(shù)值為群樁中心處所受彎矩橋臺計算一、上部構(gòu)造恒載反力及橋臺臺身自重計算（長度單位：m，力單位：t）彎矩正、負(fù)值：逆時針為“－”，順時針為“”。欄桿數(shù)①a1a10.30.3L=2020支座厚Δ=0.0420.042支座離臺背0.290.29帽梁高

12、1.6821.682搭板厚0.30.3人行道全寬3.53.5防撞順橋向延米重11h11.3821.382h=0.90.9梁單位面積0.530.53橋全寬B2727填土高6.3826.382鋪裝厚0.140.14人行道單位重0.450.45普通順橋向延米重0.31②a2a20.40.4序號豎直力距E點距離彎矩序號豎直力距E點距離彎矩綠化帶單位重18h21.6821.682P(t)e(m)MtmP(t)e(m)Mtm綠化帶寬1③a3a30.

13、80.8127.992.9582.564285.532.55728.09h30.60.6245.412.6118.08579.311.93333153.34④a4a40.90.9332.40264.806486.002.41166.40h44.74.7上部恒載604.302.111275.07739.530.8133732.15⑤a5a50.50.5搭板70.502.95207.988190.353.4647.19h54.74.7Σ18

14、61.314475.65⑥a6a64.84.8全部恒載偏心0.005（相對于基礎(chǔ)中心C）h61.51.5全部恒載彎矩8.4955125⑦a7a71.61.6以下計算M均換算到相對于基礎(chǔ)中心C0.0531910.053191h70.50.5二、土壓力計算（具體參數(shù)解釋詳見《公路橋涵設(shè)計通用規(guī)范》）⑧a8a81.21.2（一）臺后填土表面無活載時土壓力計算h84.74.7α=0φ=3535δ=17.517.5β=0γ=γ=1.81.8b1b

15、10.10.1Ea=12γH2Bμab2b20.50.5μa=0.24612295b3b30.60.6Ea=243.597025tEax=232.322612tey=2.127333mMx=494.227636tmEay=73.2510382tex=1.8mMy=131.85187tm（二）臺后填土表面有活載時土壓力計算（β=0）破壞棱體長度l0=Htg(Htg(θα)tgtgθ=tgω((ctgφtgω)(tgωtgα))12tgtg

16、θ=0.58346355θ=30.2620035l0=3.72366438城AAΣG=112112th=ΣG(Bl0γ）（一）臺前溜坡土壓力計算(1：1.5)h=0.6188868mα=0φ=3030δ=1515β=33.6933.69γ=γ=1.81.8Ea=12γ(2hH)HBμaEa=12γH2BμaEa=290.842084μa=0.217811Eax=277.381026ey=2.300118mMx=638.009035tmE

17、a=21.17123tEay=87.4579015ex=1.8mMy=157.42422tmEax=20.44984tey=0.666667mMx=13.6332tmEay=5.479517tex=2.4mMy=13.15084tm掛120ΣG=0th=0Ea=243.597025Eax=232.322612ey=2.127333mMx=494.227636tmEay=73.2510382ex=1.8mMy=131.85187tm三、支

18、座活載反力計算城AAR=196.8te=0.29mM=57.072tm掛120R=0te=0.29mM=0tm四、支座摩阻力F=μNμ=0.3F=181.29(舍)ef=5.3mM=84.8tm群樁中心離承臺中心距離ez=0m制動力及溫度引起的水平力T=16t(取)五、地震水平力Ehau=CiCzKhGauCi=1.3Cz=0.35Kh=0.1Gau=1861.313277tEhau=84.6897541tM=448.855697tm六

19、、地震時作用于臺背的主動土壓力Eea=12γH2KA(13CiCzKhtgφ)KA=cos2φ(1sinφ)2=0.27099005地震水平力著力點eh=2.5528mEea=10.8831069M=27.782395tm七、荷載組合1、上部構(gòu)造橋臺自重橋上汽車臺后土壓力N=2131.364315tQ=232.3226119tM=410.95tm(410.9523)2、上部構(gòu)造橋臺自重臺后汽車引起土壓力臺后土壓力N=1948.77117

20、8tQ=277.3810258tM=472.09tm(472.0893)3、上部構(gòu)造橋臺自重橋上掛車臺后土壓力N=1934.564315tQ=232.3226119tM=353.88tm(353.8803)4、上部構(gòu)造橋臺自重臺后掛車引起土壓力臺后土壓力N=1934.564315tQ=232.3226119tM=353.88tm(353.8803)5、上部構(gòu)造橋臺自重橋上汽車臺后土壓力支座摩阻力(制動力、溫度影響力)N=2131.364

21、315tQ=248.3226119tM=495.7523tm(495.7523)6、上部構(gòu)造橋臺自重臺后汽車引起土壓力臺后土壓力支座摩阻力（制動力、溫度影響力)N=1948.771178tQ=293.3810258tM=556.8893tm(556.8893)7、上部構(gòu)造橋臺自重臺后土壓力結(jié)構(gòu)地震力地震土壓力N=1934.564315tQ=327.8954728tM=830.52tm(830.5183)注：（）內(nèi)數(shù)值為群樁中心處所受彎矩