(完整版)樁中心距不大于6倍樁徑基礎(chǔ)沉降計算

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,樁基沉降計算,,,,,,,,,,,,,,,,,,,,

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,樁形狀：,圓形,,,,,,,,,,,,,,,,,,,

,樁直徑d或邊長b：,0.80,m,,,,,,,土層沉降計算表格,,,,,,,,,,,

,樁面積Ap：,0.503,m2,,,,,,,,,,,,,,,,,,

,,,,,,編號,樁端底土層名稱,Esi(Mpa),土層深度zi(m),土層厚度li(m),土重度(KN/m3),長寬比a/b,深寬比zi/Bc,角點平均附加應(yīng)力系數(shù)αi,角點附加應(yīng)力系數(shù)αi,ziαi,ziαi-zi-1αi-1,(ziαi-zi-1αi-1)/Es,Ai,Ai/Esi,σc(Kpa)

,在荷載效應(yīng)準永久組合下承臺底的平均附加壓力F:,8000,KN,,,0,0,0,0,0,0,0,0,0.2500,0.2500,0.000,0.000,0.000,0.000,0.000,450.000

,按荷載效應(yīng)準永久組合計算的假想天然地基平均附加應(yīng)力P0：,500,Kpa,,,1,粘土,18,2,2,9,1.00,1.00,0.2252,0.1750,0.450,0.450,0.025,0.450,0.025,468.000

,,,,,,2,粘土,16,4,2,9,1.00,2.00,0.1746,0.0840,0.698,0.248,0.016,0.248,0.016,486.000

,實際承臺長度Lc：,4,m,,,3,粘土,20,6,2,9,1.00,3.00,0.1369,0.0450,0.821,0.123,0.006,0.123,0.006,504.000

,實際承臺寬度Bc：,4,m,,,4,粘土,22,8,2,9,1.00,4.00,0.1114,0.0270,0.891,0.070,0.003,0.070,0.003,522.000

,承臺總面積A：,16.00,m2,,,5,粘土,43,18,10,9,1.00,9.00,0.0554,0.0090,0.997,0.106,0.002,0.106,0.002,612.000

,基礎(chǔ)長寬比Lc/Bc:,1.00,,,,,,,,,,,,,,,,,,,

,總樁數(shù)n：,4,,,,,,,,,,,,,,,,,,,

,樁長L:,20,m,,,sum,,,,,,,,0.0554,,,,0.052,0.997,0.052,612

,樁距Sa:,2.40,m,,,,,,,,,,,,,,,,,,

,是否規(guī)則布樁？,是,,,,附加應(yīng)力,σz:,110.80,Mpa,,,,,,,,,,,,

,距徑比Sa/d:,3.0,,,,自重應(yīng)力,0.2σc:,122.40,Mpa,,,,,,,,,,,,

,長徑比L/d:,25.0,,,,,沉降計算長度Zn判斷：,OK,,,,,,,,,,,,,

,短邊布樁數(shù)nb:,2,,,,,,,,,,,,,,,,,,,

,C0:,0.055,,,,,,,,,,,,,,,,,,,

,C1:,1.542,,,,,,,,,,,,,,,,,,,

,C2:,8.741,,,,,,,,,,,,,,,,,,,

,樁基等效沉降系數(shù)ψe:,0.152,,,,,,,,,,,,,,,,,,,

,平均壓縮模量Es:,19.1,Mpa,,,,,,,,,,,,,,,,,,

,樁基沉降計算經(jīng)驗系數(shù)ψ：,0.697,,,,,,,,,,,,,,,,,,,

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,樁基中心點沉降量S：,11.10,mm,,,,,,,,,,,,,,,,,,

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注：1、對于采用后注漿施工工藝的灌注樁，樁基沉降計算經(jīng)驗系數(shù),,,,,,,,,,,,,,,,,,,,,

應(yīng)根據(jù)樁端持力土層類別，乘以0.7（砂、礫、卵石）～0.8（黏性土、粉土）折減系數(shù)；,,,,,,,,,,,,,,,,,,,,,

2、飽和土中采用預(yù)制樁（不含復(fù)打、復(fù)壓、引孔沉樁）時，,,,,,,,,,,,,,,,,,,,,,

應(yīng)根據(jù)樁距、土質(zhì)、沉樁速率和順序等因素，乘以1.3～1.8擠土效應(yīng)系數(shù)，,,,,,,,,,,,,,,,,,,,,,

土的滲透性低，樁距小，樁數(shù)多，沉降速率快時取大值。,,,,,,,,,,,,,,,,,,,,,

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