各墩剛度計算說明：表中綠色為直接輸入數(shù)據(jù)；藍色為查表輸入數(shù)據(jù)；黃色為計算數(shù)據(jù)；紫色的表示沒有該墩就輸入0；紅色為每一分項的計算結果。,,,,,,,,,,,,,

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,剛度K1,剛度K2,剛度K3,剛度K4,剛度K5,剛度K6,,,,,,,

直接輸入參數(shù)名稱,直輸參數(shù),直輸參數(shù),直輸參數(shù),直輸參數(shù),直輸參數(shù),直輸參數(shù),,,,,,,

墩高h/m,40,40,30,24,12,6,,,,,,,

柱混凝土彈性模量Eh1/Mpa,3.20E+07,3.20E+07,3.20E+07,3.20E+07,3.20E+07,3.20E+07,,,,,,,

柱的直徑φ1/m,2,2,2,2,2,2,,,,,,,

一個墩的墩柱數(shù)量n,4,3,3,3,2,2,,,,,,,

柱混凝土彈性模量Eh2/Mpa,2.85E+07,2.85E+07,2.85E+07,2.85E+07,2.85E+07,2.85E+07,,,,,,,

柱的直徑φ2/m,2.2,2.2,2.2,2.2,2.2,2.2,,,,,,,

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m1,50000,50000,50000,50000,50000,50000,,,,,,,

h1,35,35,35,35,35,35,,,,,,,

m2,25000,25000,25000,25000,25000,25000,,,,,,,

h2,0,0,0,0,0,0,,,,,,,

m3,30000,30000,30000,30000,30000,30000,,,,,,,

h3,0,0,0,0,0,0,,,,,,,

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查表數(shù)據(jù),,,,,,,,,,,,,

,2.40074,2.40074,2.40074,2.40074,2.40074,2.40074,,,,,,,

,1.59979,1.59979,1.59979,1.59979,1.59979,1.59979,,,,,,,

,1.73218,1.73218,1.73218,1.73218,1.73218,1.73218,,,,,,,

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計算數(shù)據(jù),,,,,,,,,,,,,

墩柱截面慣性矩Ih1,0.7853975,0.7853975,0.7853975,0.7853975,0.7853975,0.7853975,,,,,,,

樁截面慣性矩Ih2,1.14990048,1.14990048,1.14990048,1.14990048,1.14990048,1.14990048,,,,,,,

hm,6,6,6,6,6,6,,,,,,,

地基土比例系數(shù)m,50000,50000,50000,50000,50000,50000,,,,,,,

樁的計算寬度b1/m,2.88,2.88,2.88,2.88,2.88,2.88,,,,,,,

土中基礎變形系數(shù)α,0.353145339,0.353145339,0.353145339,0.353145339,0.353145339,0.353145339,,,,,,,

XGM-HH,2.08E-06,2.08E-06,2.08E-06,2.08E-06,2.08E-06,2.08E-06,,,,,,,

XGM-HM,4.89E-07,4.89E-07,4.89E-07,4.89E-07,4.89E-07,4.89E-07,,,,,,,

XGM-MH,4.89E-07,4.89E-07,4.89E-07,4.89E-07,4.89E-07,4.89E-07,,,,,,,

XGM-MM,1.87E-07,1.87E-07,1.87E-07,1.87E-07,1.87E-07,1.87E-07,,,,,,,

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各墩頂剛度結果,Kp1,Kp2,Kp3,Kp4,Kp5,Kp6,,,,,,,

,2853.9,2140.4,4633.6,8275.6,28814.1,109488.8,,,,,,,

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支座參數(shù),,,,,,,,,,,,,

一個支座面積A/mm,646800,646800,550200,646800,646800,646800,,,,,,,

支座厚度T,150,150,150,150,150,150,,,,,,,

橡膠支座剪切彈性模量G/Mpa,1.1,1.1,1.1,1.1,1.1,1.1,,,,,,,

每一橫排支座個數(shù)n,4,3,3,3,2,2,,,,,,,

支座橡膠層總厚度t/mm,112.5,112.5,112.5,112.5,112.5,112.5,,,,,,,

每排支座剛度Knm,Kb1,Kb2,Kb3,Kb4,Kb5,Kb6,,,,,,,

,25297.06667,18972.8,16139.2,18972.8,12648.53333,12648.53333,,,,,,,

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墩頂與支座集成剛度計算,K1,K2,K3,K4,K5,K6,,,,,,,

,2564.6,1923.4,3600.1,5762.2,8790.0,11338.7,,,,,,,

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第i個墩距離0號臺的距離,L1,L2,L3,L4,L5,L6,,,,,,,

Li,40,80,120,160,200,240,,,,,,,

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起點臺（墩）滑動支座摩擦系數(shù)u,0.05,,,,,,,,,,,,

起點臺（墩）滑動支座支反力R/kN,28000,,,,,,,,,,,,

終點臺（墩）滑動支座摩擦系數(shù)u,0.05,,,,,,,,,,,,

終點臺（墩）滑動支座支反力R/kN,14000,,,,,,,,,,,,

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收縮徐變及溫度影響力在各墩上的分配,,,,,,,,,,,,,

混凝土收縮當量降溫值℃,10,,,,,,,,,,,,

混凝土徐變當量降溫值℃,20,,,,,,,,,,,,

混凝土施工最低溫度Td/℃,15,,,,,,,,,,,,

混凝土施工最高溫度Tu/℃,25,,,,,,,,,,,,

全年月平均最低溫度Tyd/℃,0,,,,,,,,,,,,

全年月平均最高溫度Tyu/℃,35,,,,,,,,,,,,

混凝土溫度變形系數(shù),0.00001,0.00001,0.00001,0.00001,0.00001,0.00001,,,,,,,

收縮＋徐變＋降溫的當量溫度荷載,55,55.00,55.00,55.00,55.00,55.00,,,,,,,

升溫溫度荷載,20,20.00,20.00,20.00,20.00,20.00,,,,,,,

降溫不動點SP距離0號臺的距離X,148.81,148.81,148.81,148.81,148.81,148.81,,,,,,,

升溫不動點SP距離0號臺的距離X,148.81,148.81,148.81,148.81,148.81,148.81,,,,,,,

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,P1,P2,P3,P4,P5,P6,,,,,,,

收縮＋徐變+降溫引起的各墩水平力Pui,153.48,72.79,57.05,-35.46,-247.47,-568.68,,,,,,,

升溫引起的各墩水平力Pdi,-55.81,-26.47,-20.74,12.89,89.99,206.79,,,,,,,

注：計算出的水平力＋表示指向大墩號側，—表示指向小墩號側，單位為kN,,,,,,,,,,,,,

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汽車制動力計算,Fzd1,Fzd2,Fzd3,Fzd4,,,,,,,,,

該跨制動力大小/kN,254.28,,,,,,,,,,,,

各墩分擔的制動力/kN,19.19,14.39,26.94,43.12,65.78,84.85,,,,,,,

注：制動力沒有方向，案兩個方向最不利進行疊加，單位為kN,,,,,,,,,,,,,

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水平力匯總,,,,,,,,,,,,,

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,一排支座及墩頂水平力表1－1,,,,,,,,,,,,

墩號,1,,2,,3,,,4,,5,,6,

項目,支座,墩頂,支座,墩頂,支座,,墩頂,支座,墩頂,支座,墩頂,,

（1）收縮＋徐變＋降溫,38.37,153.48,24.26,72.79,19.02,,57.05,-11.82,-35.46,-123.74,-247.47,-284.34,-568.68

（2）升溫,-13.95,-55.81,-8.82,-26.47,-6.91,,-20.74,4.30,12.89,45.00,89.99,103.40,206.79

（3）制動力,4.80,19.19,4.80,14.39,8.98,,26.94,14.37,43.12,32.89,65.78,42.43,84.85

（4）＝（1）＋（3）,43.17,172.67,29.06,87.19,28.00,,83.99,-26.19,-78.58,-156.63,-313.25,-326.77,-653.53

（5）＝（2）＋（3）,-18.75,-75.00,-13.62,-40.86,-15.89,,-47.68,18.67,56.02,77.88,155.77,145.82,291.64

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縱、橫向風力計算,,,,,,,,,,,,,

系數(shù)Ki,K1,K2,K3,K5,K0,,V10,,,,,,

上部,1.3,1,1,1.38,0.9,,28.8,,,,,,

下部,0.5,,,,,,,,,,,,

,高度Z,γ,Vd,Wd,,,,,,,,,

上部,6,0.012009792,39.744,0.96788233,,,,,,,,,

下部,3,0.012013395,,0.968172739,,,,,,,,,

,,護欄,梁,墩,兩墩間距,,,,,,,,

,面積Awh,1.00,35.63,8.40,7.00,,,,,,,,

,對墩底力臂,7,6,3,,,,,,,,,

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,各部分壓力Fwh,1.13,40.34,9.52,,,,,,,,,

,橫向風力匯總表1－2,,,,,,,,,,,,

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橫向力/kN,50.99,,,,,,,,,,,,

橫向彎矩/kN.m,278.53,,,,,,,,,,,,

橫向風力引起的墩的軸向力/kN,39.79,,,,,,,,,,,,

注：由于該橋的風荷載比較小，所以本橋在計算時以最不利（最高的）橋墩為例進行計算。,,,,,,,,,,,,,

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最不利墩、樁外力匯總,,,,,,,,,,,,,

1、縱向水平力及彎矩,墩號,,,,,,備注,,,,,,

（1）縱向水平力,1,2,3,4,5,,,,,,,,

a)降溫＋收縮＋徐變＋制動力,172.67,87.19,83.99,-78.58,-313.25,,一排墩包含兩個墩柱（表格計算）,,,,,,

b)升溫＋制動力,-75.00,-40.86,-47.68,56.02,155.77,,,,,,,,

(2)縱向水平力對墩底彎矩,,,,,,,,,,,,,

a)降溫＋收縮＋徐變＋制動力,6906.84,3487.51,2519.62,-1885.98,-3759.04,,,,,,,,

b)升溫＋制動力,-3000.10,-1634.58,-1430.55,1344.39,1869.24,,,,,,,,

2、橫向風力及彎矩,,,,,,,,,,,,,

a)橫向風力,50.99,50.99,50.99,50.99,50.99,,,,,,,,

b)橫向風力對墩底彎矩,278.53,278.53,278.53,278.53,278.53,,,,,,,,

c)橫向風力對一個墩柱壓力,39.79,