管樁水平承載力計(jì)算

,,,,,,,,,,

,,,混凝土強(qiáng)度和模量,,,,,,

基本資料,,,強(qiáng)度,fck,ftk,fc,ft,Ec,Ecf

,,,類型,N/mm2,N/mm2,N/mm2,N/mm2,N/mm2,N/mm2

,,,C15,10,1.27,7.2,0.91,22000,

,,,C20,13.4,1.54,9.6,1.1,25500,11000

,,,C25,16.7,1.78,11.9,1.27,28000,12000

,,,C30,20.1,2.01,14.3,1.43,30000,13000

,,,C35,23.4,2.2,16.7,1.57,31500,14000

,,,C40,26.8,2.39,19.1,1.71,32500,15000

,,,C45,29.6,2.51,21.1,1.8,33500,15500

,,,C50,32.4,2.64,23.1,1.89,34500,16000

,,,C55,35.5,2.74,25.3,1.96,35500,16500

單樁水平承載力設(shè)計(jì)值計(jì)算,,,C60,38.5,2.85,27.5,2.04,36000,17000

,,,C65,41.5,2.93,29.7,2.09,36500,17500

,,,C70,44.5,2.99,31.8,2.14,37000,18000

,,,C75,47.4,3.05,33.8,2.18,37500,18500

,,,C80,50.2,3.11,35.9,2.22,38000,19000

,,,,,,,,,,

,,,鋼筋強(qiáng)度和模量,,,,,,

,,,強(qiáng)度,直徑,fyk,fy,fy',Es,

,,,類型,,N/mm2,N/mm2,N/mm2,N/mm2,

,,,HPB235,8~20,235,210,210,210000,

,,,HRB335,6~50,335,300,300,200000,

,,,HRB400,6~50,400,360,360,200000,

,,,RRB400,8~40,400,360,360,200000,

,,,消除應(yīng)力鋼絲,,,,,205000,

,,,鋼絞線,,,,,195000,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

基本資料,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

單樁水平承載力設(shè)計(jì)值計(jì)算,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,單樁水平承載力特征值Rha,500徑+100厚,,,,,

,樁類型：鋼筋混凝土預(yù)制管樁PHC,,樁頂約束情況：,鉸接、自由,,,,,

,樁身直徑d,,d=,500,mm,,,,

基本資料,樁身壁厚C,,C=,100,mm,,,,

,混凝土強(qiáng)度等級,,,C80,,,,,

,混凝土彈性模量Ec,,Ec＝,38000,N/mm2,,,,

,樁身縱筋A(yù)s,,As＝,700,mm2,,,,

,凈保護(hù)層厚度c,,c=,45,mm,,,,

,鋼筋彈性模量Es,,Es＝,195000,N/mm2,,,,

,樁入土深度,,h＝,40,m,,,,

,樁側(cè)土水平抗力系數(shù)的比例系數(shù)m,,(查表5.7.5)m＝,3.5,MN/m4,,,,

,樁頂容許水平位移χoa,,χoa=,10,mm,,,,

,,,,,,,,,,

單樁水平承載力設(shè)計(jì)值計(jì)算,(1)、樁身面積Ac,,Ac=π[d2-(d-2C)2]/4=,125660,mm2,,,,13f10.7

,(2)、樁身配筋率ρg,,ρg=As/Ac＝,0.0056,,,,,

,(3)、樁身抗彎剛度EI：,,,,,,,,

,扣除保護(hù)層的樁直徑do,,do＝d-2c＝,410,mm,,,,

,鋼筋彈性模量與混凝土彈性模量的比值αE,,αE=Es/Ec=,5.13,,,,,

,樁身全截面換算截面慣性距I2=,,πd2[d2+2(αE-1)ρgdo2]/64=,0.00316,m4,,,,

,樁空心部分截面慣性距I1,,I1=π(d-2C)4/64=,0.00040,m4,,,,

,樁身換算截面慣性距Io,,Io=I2-I1=,0.00277,m4,,,,

,鋼筋混凝土樁EI,,EI＝0.85EcIo=,89319.5,m4,,,,

,(4)、樁的水平變形系數(shù)α按下式確定：(樁基5.7.5),,,,,,,,

,對于圓形樁，當(dāng)直徑d≤1m時(shí)，,,bo＝0.9(1.5d+0.5)=,1.13,m,,,,

,樁的水平變形系數(shù)α,,α＝(m*bo/EI)1/5=,0.5356,,,,,

,(5)、樁頂水平位移系數(shù)νx：（查表規(guī)范5.7.2）,,,,,,,,

,樁的換算埋深,,αh=α*h=,21.42,m,,,,

,樁頂水平位移系數(shù)νx：（查表5.7.2）,,νx＝,2.441,,,,,

,(6)、單樁水平承載力特征值,,Rha＝0.75α3EIχoa/νx=,42,KN,,,,

,驗(yàn)算綜合倉庫樁基水平承載力：,,,,,,,,

,Hky=57/2=28.5kN﹤Rha=42kN,,,,,,,,

,根據(jù)樁規(guī)5.7.1，樁基水平承載力滿足要求。,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,

,,,,,,,,,,