單樁(群樁基礎(chǔ)基樁)水平承載力特征值計(jì)算

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樁形狀：,圓形,,,,,,,,,,,,,,

直徑d或邊長(zhǎng)b：,1000,mm,,,,,,,,,,,,,

保護(hù)層c：,65,mm,,,,,表5.7.2,樁頂（身）最大彎矩系數(shù)νm和樁頂水平位移系數(shù)νx,,,,,,,

樁身配筋率ρg：,0.80%,,,,,,,,,,,,,,

樁身混凝土抗拉強(qiáng)度ft：,1.43,N/mm2,,,,,樁頂約束情況,樁的換算埋深αh,νm,νx,,,樁的換算埋深αh,νm,νx

樁身混凝土彈性模量Ec:,30000,N/mm2,,,,,鉸接、自由,4.0,0.768,2.441,,1,4,0.768,2.441

鋼筋彈性模型Es：,200000,N/mm2,,,,,,3.5,0.750,2.502,,2,3.5,0.750,2.502

鋼筋彈性模量與混凝土彈性模量比值αE：,6.67,,,,,,,3.0,0.703,2.727,,,4.000,0.768,2.441

樁埋深h：,20,m,,,,,,2.8,0.675,2.905,,,,,

樁頂約束情況：,鉸接、自由,,,,,,,2.6,0.639,3.163,,,,,

,,,,,,,,2.4,0.601,3.526,,,,,

樁側(cè)土水平抗力系數(shù)的比例系數(shù)m：,5.0,MN/m4,,,,,固接,4.0,0.926,0.940,,,,,

樁身的計(jì)算寬度b0:,1800,mm,,,,,,3.5,0.934,0.970,,,,,

扣除保護(hù)層厚度的樁截面寬度B0或直徑D0:,870,mm,,,,,,3.0,0.967,1.028,,,,,

樁身換算截面受拉邊緣的截面模量W0:,104912,cm3,,,,,,2.8,0.990,1.055,,,,,

換算截面的慣性矩I0：,4563675,cm4,,,,,,2.6,1.018,1.079,,,,,

樁身換算截面積An:,8210,cm2,,,,,,2.4,1.045,1.095,,,,,

樁身抗彎剛度EI：,1.164E+15,N*mm2,,,,,,,,,,,,,

樁水平變形系數(shù)α：,0.378,1/m,,,,,注：1、鉸接（自由）的νm系樁身的最大彎矩系數(shù)，固接的νm系樁頂?shù)淖畲髲澗叵禂?shù),,,,,,,,

樁的換算埋深αh：,4.000,,,,,,2、當(dāng)αh>4時(shí)取4.0,,,,,,,,

樁身最大彎矩系數(shù)νm：,0.768,,,,,,,,,,,,,,

樁頂水平位移系數(shù)νx:,2.441,,,,,,,,,,,,,,

樁頂豎向力影響因素ζN：,0.5,,,,,,表5.7.5,地基土水平抗力系數(shù)的比例系數(shù)m值,,,,,,,

樁截面模量塑性系數(shù)γm:,2,,,,,,,,,,,,,,

,,,,,,,序號(hào),地基土類別,預(yù)制樁、鋼樁,,灌注樁,,,,

一、樁身配筋率小于0.65%的灌注樁的單樁水平承載力特征值,,,,,,,,,m(MN/m4),相應(yīng)單樁在地面處水平位移(mm),m(MN/m4),相應(yīng)單樁在地面處水平位移(mm),,,

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荷載效應(yīng)標(biāo)準(zhǔn)組合下樁頂?shù)呢Q向力N：,3000,KN,,,,,1,淤泥；淤泥質(zhì)土；飽和濕陷性黃土,2~4.5,10,2.5~6,6~12,,,

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Rha：,129.5,KN,,,,,2,流塑(IL>1)、軟塑(0.75<IL≤1)狀黏性土；e>0.9粉土；松散粉細(xì)砂；松散、稍密填土,4.5~6.0,10,6~14,4~8,,,

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二、當(dāng)樁的水平承載力由水平位移控制，預(yù)制樁、鋼樁、,,,,,,,3,可塑(0.25<IL≤0.75)狀黏性土；濕陷性黃土；e=0.75~0.9粉土；中密填土；稍密細(xì)砂,6.0~10,10,14~35,3~6,,,

樁身配筋率不小于0.65%的灌注樁水平承載力特征值,,,,,,,,,,,,,,,

,,,,,,,4,硬塑(0<IL≤0.25)狀黏性土；堅(jiān)硬(IL≤0)狀黏性土、濕陷性黃土；e<0.75粉土；中密的中粗砂；密實(shí)老填土,10~22,10,35~100,2~5,,,

樁頂允許水平位移X0a:,10,mm,,,,,,,,,,,,,

,,,,,,,5,中密、密實(shí)的礫砂、碎石類土,,,100~300,1.5~3,,,

Rha:,193.4,KN,,,,,,,,,,,,,

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注：1、驗(yàn)算永久荷載控制的樁基的水平承載力，需乘以調(diào)整系數(shù)0.80；,,,,,,,注：1當(dāng)樁頂水平位移大于表列數(shù)值或灌注樁配筋率較高（≥0.65%）時(shí)，m值應(yīng)適當(dāng)降低；當(dāng)預(yù)制樁的水平向,,,,,,,,

2、驗(yàn)算地震作用樁基的水平承載力時(shí)需乘以調(diào)整系數(shù)1.25,,,,,,,位移小于10mm時(shí)，m值可適當(dāng)提高；,,,,,,,,

,,,,,,,2當(dāng)水平荷載為長(zhǎng)期或經(jīng)常出現(xiàn)的荷載時(shí)，應(yīng)將表列數(shù)值乘以0.4降低采用；,,,,,,,,

,,,,,,,3當(dāng)?shù)鼗鶠榭梢夯翆訒r(shí)，應(yīng)將表列數(shù)值乘以本規(guī)范表5.3.12中相應(yīng)的系數(shù)ψl,,,,,,,,

,,,,,,,4、附錄C.0.2基樁側(cè)面為幾種土層組成時(shí)，應(yīng)求得主要影響深度h=2(d+1)m米范圍內(nèi)的m值作為計(jì)算值,,,,,,,,

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