樁水平承載力計(jì)算公式(PHC)

擋墻下部基樁水平力計(jì)算,,,,,,,

樁側(cè)土水平抗力系數(shù)（m),,,樁側(cè)土水平抗力系數(shù)（m),,,樁側(cè)土水平抗力系數(shù)（m),

樁徑r2,0.8,,樁徑r2,0.6,,樁徑r2,0.7

主要影響深度hm,3.6,,主要影響深度hm,3.2,,主要影響深度hm,3.4

第一層土m值,10,,第一層土m值,6,,第一層土m值,8

第一層土深度,1.2,,第一層土深度,1.2,,第一層土深度,1.2

第二層土m值,10,,第二層土m值,6,,第二層土m值,8

第二層土深度,2.4,,第二層土深度,2,,第二層土深度,2.2

影響深度范圍內(nèi)m,10,,影響深度范圍內(nèi)m,6,,影響深度范圍內(nèi)m,8

管樁截面慣性矩Io,,,管樁截面慣性矩Io,,,管樁截面慣性矩Io,

管樁壁厚（m）,0.13,,管樁壁厚（m）,0.13,,管樁壁厚（m）,0.13

管樁內(nèi)半徑r1,0.54,,管樁內(nèi)半徑r1,0.34,,管樁內(nèi)半徑r1,0.44

預(yù)應(yīng)力筋直徑,10.7,,預(yù)應(yīng)力筋直徑,12.6,,預(yù)應(yīng)力筋直徑,10.7

預(yù)應(yīng)力筋根數(shù),32,,預(yù)應(yīng)力筋根數(shù),16,,預(yù)應(yīng)力筋根數(shù),26

預(yù)應(yīng)力筋總面積,0.002877454,,預(yù)應(yīng)力筋總面積,0.001995042,,預(yù)應(yīng)力筋總面積,0.002337932

鋼筋與混凝土彈性模量比,5.263157895,,鋼筋與混凝土彈性模量比,5.263157895,,鋼筋與混凝土彈性模量比,5.263157895

預(yù)應(yīng)力筋分布直徑,0.69,,預(yù)應(yīng)力筋分布直徑,0.506,,預(yù)應(yīng)力筋分布直徑,0.59

管樁截面慣性矩Io1,0.015932302,,管樁截面慣性矩Io1,0.005705766,,管樁截面慣性矩Io1,0.009946062

管樁截面慣性矩Io2,0.000730042,,管樁截面慣性矩Io2,0.000272204,,管樁截面慣性矩Io2,0.000433688

管樁截面慣性矩Io,0.016662345,,管樁截面慣性矩Io,0.00597797,,管樁截面慣性矩Io,0.01037975

樁身混凝土彈性模量Ec,38000000,,樁身混凝土彈性模量Ec,38000000,,樁身混凝土彈性模量Ec,38000000

樁身抗彎剛度EI,633169.0992,,樁身抗彎剛度EI,227162.8609,,樁身抗彎剛度EI,394430.4991

樁計(jì)算寬度Bo,1.53,,樁計(jì)算寬度Bo,1.26,,樁計(jì)算寬度Bo,1.395

水平變形系數(shù)∝,0.474935184,,水平變形系數(shù)∝,0.506333769,,水平變形系數(shù)∝,0.490160986

樁的換算埋深ah,9.498703675,,樁的換算埋深ah,10.12667539,,樁的換算埋深ah,9.803219724

樁頂水平位移系數(shù)Vx,2.441,,樁頂水平位移系數(shù)Vx,2.441,,樁頂水平位移系數(shù)Vx,2.441

單樁允許水平位移（mm）,10,,單樁允許水平位移（mm）,10,,單樁允許水平位移（mm）,10

單樁水平承載力特征值Ra,208.4088836,,單樁水平承載力特征值Ra,90.60277365,,單樁水平承載力特征值Ra,142.718475

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半倉(cāng)對(duì)煤平均水平力計(jì)算,,,半倉(cāng)對(duì)煤平均水平力計(jì)算,,,半倉(cāng)對(duì)煤平均水平力計(jì)算,

圓倉(cāng)半徑,60,,圓倉(cāng)半徑,60,,圓倉(cāng)半徑,60

擋墻高度,17,,擋墻高度,15.5,,擋墻高度,15.5

基礎(chǔ)埋深,2.5,,基礎(chǔ)埋深,2.5,,基礎(chǔ)埋深,2.5

承臺(tái)厚度,1.5,,承臺(tái)厚度,1.5,,承臺(tái)厚度,1.5

對(duì)煤側(cè)壓力系數(shù),0.46,,對(duì)煤側(cè)壓力系數(shù),0.46,,對(duì)煤側(cè)壓力系數(shù),0.46

煤容重,10,,煤容重,10,,煤容重,10

擋墻底部最大側(cè)壓力,78.2,,擋墻底部最大側(cè)壓力,75.9,,擋墻底部最大側(cè)壓力,75.9

擋墻單位長(zhǎng)度所受水平推力,664.7,,擋墻單位長(zhǎng)度所受水平推力,626.175,,擋墻單位長(zhǎng)度所受水平推力,626.175

半倉(cāng)堆載總水平力,79764,,半倉(cāng)堆載總水平力,75141,,半倉(cāng)堆載總水平力,75141

擋墻承臺(tái)下總樁數(shù),400,,擋墻承臺(tái)下總樁數(shù),720,,擋墻承臺(tái)下總樁數(shù),532

平均每根樁所受水平力,199.41,,平均每根樁所受水平力,104.3625,,平均每根樁所受水平力,141.2424812

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群樁基礎(chǔ)水平承載力計(jì)算,,,群樁基礎(chǔ)水平承載力計(jì)算,,,群樁基礎(chǔ)水平承載力計(jì)算,

承臺(tái)寬度（沿水平力方向）,9.8,,承臺(tái)寬度（沿水平力方向）,9.3,,承臺(tái)寬度（沿水平力方向）,9.3

承臺(tái)長(zhǎng)度（垂直水平力方向）,10,,承臺(tái)長(zhǎng)度（垂直水平力方向）,10.345,,承臺(tái)長(zhǎng)度（垂直水平力方向）,10.345

承臺(tái)厚度,1.5,,承臺(tái)厚度,1.5,,承臺(tái)厚度,1.5

Sa/d(沿水平荷載方向樁距徑比）,3.5,,Sa/d(沿水平荷載方向樁距徑比）,3.125,,Sa/d(沿水平荷載方向樁距徑比）,3.125

n1(沿水平荷載方向每排樁樁數(shù)）,4,,n1(沿水平荷載方向每排樁樁數(shù)）,4,,n1(沿水平荷載方向每排樁樁數(shù)）,4

n2(垂直水平荷載方向每排樁樁數(shù)）,3,,n2(垂直水平荷載方向每排樁樁數(shù)）,4,,n2(垂直水平荷載方向每排樁樁數(shù)）,4

承臺(tái)側(cè)面土水平抗力系數(shù)m,12,,承臺(tái)側(cè)面土水平抗力系數(shù)m,10,,承臺(tái)側(cè)面土水平抗力系數(shù)m,10

"Bc""(承臺(tái)受側(cè)向土壓力一側(cè)寬度）",11,,"Bc""(承臺(tái)受側(cè)向土壓力一側(cè)寬度）",11.345,,"Bc""(承臺(tái)受側(cè)向土壓力一側(cè)寬度）",11.345

ńi(樁相互影響效應(yīng)系數(shù)）,0.663980998,,ńi(樁相互影響效應(yīng)系數(shù)）,0.616560237,,ńi(樁相互影響效應(yīng)系數(shù)）,0.616560237

ńr(樁頂約束效應(yīng)系數(shù)）,2.05,,ńr(樁頂約束效應(yīng)系數(shù)）,2.05,,ńr(樁頂約束效應(yīng)系數(shù)）,2.05

ńl(承臺(tái)側(cè)向土抗力效應(yīng)系數(shù)）,0.593784669,,ńl(承臺(tái)側(cè)向土抗力效應(yīng)系數(shù)）,0.880431449,,ńl(承臺(tái)側(cè)向土抗力效應(yīng)系數(shù)）,0.558929258

ńh(群樁效應(yīng)綜合系數(shù)）,1.954945715,,ńh(群樁效應(yīng)綜合系數(shù)）,2.144379935,,ńh(群樁效應(yīng)綜合系數(shù)）,1.822877744

考慮群樁效應(yīng)的基樁水平承載力,407.4280538,,考慮群樁效應(yīng)的基樁水平承載力,194.2867699,,考慮群樁效應(yīng)的基樁水平承載力,260.1583317