铁塔基础计算书

,,四脚塔独立基础计算书,,,,

,保护密码：l00149047,,,,,

,XXXX项目,XXX基站,XXX铁塔,,,

,0、原始数据输入,,,,,

,几何参数,,,,,

,基础长l,3.8,m,,,

,宽b,3.8,m,,,

,基础埋深d,3,m,,,

,塔脚高度Hz,0.3,m,,,

,塔柱截面高度hz,900,mm,,,

,底板根部厚度h1,500,mm,,,

,端部高度h2,300,mm,,,

,混凝土强度等级,C30,,,,

,土参数,,,,,

,地下水位深度dw,3.6,m,,,

,承载力特征值fak,100,kPa,,,

,基础底面摩擦系数μ,0.3,,,,

,上拉角α0,20,°,,,

,作用力（标准值）,,,,,

,拔力T,380,kN,,,

,压力N,480,kN,,,

,水平力Hx,60,kN,,,

,水平力Hy,60,kN,,,

,铁塔自重,10,t,,,

,支座反力,标准组合,,基本组合,,单位

,,受拉,受压,受拉,受压,

,轴力Nk0N0,380,480,542,662,kN

,X向剪力Vkx0Vx0,60,60,84,84,kN

,Y向剪力Vky0Vy0,60,60,84,84,kN

,绕X轴弯矩Mkx0Mx0,0,0,0,0,kN·m

,绕Y轴弯矩Mky0My0,0,0,0,0,kN·m

,预备计算,,,,,

,混凝土轴心抗压强度设计值fc,,14.3,14.3,N/mm2,

,混凝土轴心抗拉强度设计值ft,,1.43,1.43,N/mm2,

,混凝土容重γc,,23,23,kN/m3,

,土的重度γ,,,16.50,kN/m3,

,土的计算重度γ0,,,16.50,kN/m3,

,基础的底面积A,,,14.44,m2,

,基础的抗矩Wx=bl2/6,,,9.15,m3,

,Wy=lb2/6,,,9.15,m3,

,基础冲切破坏锥体的有效高度h0,,,470,mm,

,基础体积Vf,,,7.84,m3,

,基础上土的体积Vs,,,35.72,m3,

,ht=d-h2,,,2.70,m,

,ht深度范围内的基础体积V0,,,3.27,m3,

,修正后承载力特征值fa=fak+ηbγ(b-3)+ηdγ0(d-0.5),,,141.25,kPa,

,1、地基承载力验算,,,,,

,1.1受拔,,,,,

,塔柱顶面竖向力标准值Fk,,,-380.00,kN,

,基础自重（包括土重）标准值Gk,,,769.78,kN,

,标准组合下基础底面力矩,,,,,

,Mkx=Mkx0+Vky0(d+Hz),,,198.00,kN·m,

,Mky=Mky0+Vkx0(d+Hz),,,198.00,kN·m,

,ax=0.5b-ex=0.5b-Mkx/(Fk+Gk),,,1.39,m,

,ay=0.5l-ey=0.5l-Mky/(Fk+Gk),,,1.39,m,

,axay/0.125bl,,,1.07,,

,axay≥0.125bl即基底脱开面积不大于全部面积的1/4,,,,满足,

,标准组合下基础底面压力值,,,,,

,平均pk=(Fk+Gk)/A,,,26.99,kN/m2,

,"最大pk,max＝(Fk+Gk)/3axay",,,121.03,kN/m2,

,pk/fa,,,0.19,,

,pk≤fa,,,,满足,

,"pk,max/1.2fa",,,0.71,,

,"pk,max≤1.2fa",,,,满足,

,1.2受压,,,,,

,塔柱顶面竖向力标准值Fk,,,480.00,kN,

,标准组合下基础底面力矩,,,,,

,Mkx=Mkx0+Vky0(d+Hz),,,198.00,kN·m,

,Mky=Mky0+Vkx0(d+Hz),,,198.00,kN·m,

,标准组合下基础底面压力值,,,,,

,平均pk=(Fk+Gk)/A,,,86.55,kN/m2,

,"最大pk,max=(Fk+Gk)/A+Mkx/Wx+Mky/Wy",,,129.85,kN/m2,

,pk/fa,,,0.61,,

,pk≤fa,,,,满足,

,"pk,max/1.2fa",,,0.77,,

,"pk,max≤1.2fa",,,,满足,

,2、抗拔稳定验算（按ht<hcr考虑）,,,,,

,基础重（考虑浮力）Gf,,,180.43,kN,

,土体重量（考虑浮力）Ge,,,979.20,kN,

,基础的受拔力F,,,380.00,kN,

,Ge/γR1+Gf/γR2,,,726.36,kN,

,F/(Ge/γR1+Gf/γR2),,,0.52,,

,F≤Ge/γR1+Gf/γR2,,,,满足,

,3、抗滑移稳定验算（把4个基础做为整体计算，代表值统一取为标准值）,,,,,

,基础顶面水平力代表值Ph=4(Vkx02+Vky02)^1/2,,,339.41,kN,

,基础顶面竖向力代表值N（即塔重）,,,100.00,kN,

,基础自重包括土重（考虑浮重度）G,,,3079.12,kN,

,（N+G）μ/Ph,,,2.81,,

,（N+G）μ/Ph≥1.3,,,,满足,

,4、抗冲切验算（受压塔脚、b=l）,,,,,

,基底所受的力,,,,,

,轴力N=N0,,,662.00,kN,

,基本组合下基础底面力矩,,,,,

,Mx=Mx0+Vy0(d+Hz),,,277.20,kN·m,

,My=My0+Vx(d+Hz),,,277.20,kN·m,

,pjmax＝N/A+Mx/Wx+My/Wy,,,106.47,kPa,

,冲切验算时取用的梯形面积,,,,,

,Al=b(0.5(l-hz)-h0)-(0.5(l-hz)-h0)2,,,2.76,m2,

,地基土净反力设计值Fl＝pjmaxAl,,,294.23,kN,

,at,,,900,mm,

,ab=Min{hz+2H0，l},,,1840,mm,

,am=(at+ab)/2,,,1370,mm,

,0.7βhpftamh0,,,644.54,kN,

,Fl/(0.7βhpftamh),,,0.46,,

,Fl≤0.7βhpftamh0,,,,满足,

,5、配筋验算,,,,,

,5.1基础底板底面（受压组合）,,,,,

,偏保守近似按pjmax计算,,,,,

,Mmax=0.5pjmax(0.5(l-hz))^2,,,111.92,kN·m/m,

,配筋As=Mmax/0.9h0fy,,,881.97,mm2/m,

,"As,min(最小配筋率0.15%)",,,705.00,mm2/m,

,钢筋等级,,,Ⅱ,,

,钢筋抗拉强度设计值fy,,300,300,N/mm2,

,实配钢筋直径d,,,14,mm,

,间距s,,,150,mm,

,面积As实配,,,1025.73,mm2/m,

,"1.2max{As,As,min}>As实配>max{As,As,min}",,,,配筋合适,

,5.2基础底板顶面（受拉组合）,,,,,

,偏保守近似按pjmax计算,,,,,

,Mmax=0.5pt(0.5(l-hz))^2,,,41.80,kN·m/m,

,配筋As=Mmax/0.9h0fy,,,470.60,mm2/m,

,"As,min(最小配筋率0.15%)",,,705.00,mm2/m,

,钢筋等级,,,Ⅰ,,

,钢筋抗拉强度设计值fy,,210,210,N/mm2,

,实配钢筋直径d,,,12,mm,

,间距s,,,150,mm,

,面积As实配,,,753.60,mm2/m,

,"1.2max{As,As,min}>As实配>max{As,As,min}",,,,配筋合适,

,5.3塔柱纵筋（验算塔柱根部截面）,,,,,

,钢筋等级,,,Ⅲ,,

,钢筋抗拉强度设计值fy,,360,360,N/mm2,

,实配钢筋直径d,,,25,mm,

,总根数n,,,12,,

,面积As实配,,,5887.50,mm2,

,每边面积As1实配,,,1962.50,mm2,

,最小配筋率验算,,,,,

,"As,min(最小配筋率0.6%)",,,4860.00,mm2,

,"每边面积As1,min(最小配筋率0.2%)",,,1620.00,mm2,

,,,,,配筋≥最小配筋率,

,拉弯,,,,,

,拉力N,,,542.00,kN,

,力矩Mx=Mx0+Vy0(d+Hz),,,277.20,kN·m,

,My=My0+Vx0(d+Hz),,,277.20,kN·m,

,偏心距e0x,,,0.51,m,

,e0y,,,0.51,m,

,正截面受弯承载力设计值Mux=Muy,,,586.40,kN·m,

,轴拉承载力设计值Nu0=fyAs,,,2119.50,kN,

,1/(1/Nu0+1/(e0/Mu)),,,586.42,kN,

,N/(1/(1/Nu0+1/(e0/Mu))),,,0.92,,

,N≤1/(1/Nu0+1/(e0/Mu)),,,,配筋满足,

,压弯,,,,,

,压力N,,,662.00,kN,

,力矩M=M0+V0(d+Hz),,,277.20,kN·m,

,偏心距e0x=Mx/N,,,0.42,m,

,ei=e0+ea,,,0.45,m,

,塔柱的计算长度l0,,,5.60,m,

,偏心距增大系数η,,,1.01,,

,e=ηei+h/2-a,,,0.87,m,

,e'=ηei-h/2+a',,,0.04,m,

,界限相对受压区高度ξb,,,0.52,,

,受压区高度x=N/α1fcb,,,51.44,mm,

,计算配筋As,,,89.39,mm2,

,x<2a’，大偏心受压,,,,配筋满足,

,1>当ηei>eib.min=0.3h0，且N<Nb时，为大偏心受压,,,,,

,As'=As=(Ne-α1fcbx(h0-0.5x))/f'y(h0-a's),,,68.83,mm2,

,2>x=N/α1fcb<2a'，取x=2a'，对受压钢筋合力点取矩可得,,,,,

,As'=As=Ne'/f'y(h0-a's),,,89.39,mm2,

,3>当ηei≤eib.min=0.3h0，或当ηei>eib.min=0.3h0，但且N>Nb时，为小偏心受压,,,,,

,αs=(ξb(1-0.5ξb)+0.5)/2,,,0.44,,

,ξ=（N-α1fcbh0)/((Ne-αsα1fcbh02)/(β-ξb)(h0-a')+α1fcbh0)+ξb,,,,,

,,,,1.64,,

,As'=As=(Ne-α1fcbh02ξ(1-0.5ξ))/f'y(h0-a'),,,(7683.11),mm2,

,5.4塔柱箍筋（构造要求）,,,,,

,钢筋等级,,,Ⅱ,,

,钢筋抗拉强度设计值fyv,,300,300,N/mm2,

,箍筋样式,,,E,,

,实配箍筋直径d,,,10,mm,

,间距s,,,250,mm,

,肢数n,,,4,,

,ρv=(n1As1l1+n2As2l2)/Acors,,,0.498%,,

,,,,,配筋偏大,

,箍筋个数,,,13,,

,箍筋长度,,,8040,mm,

,钢筋重量,,,64.00,kg,

,5.5马凳钢筋（一个基础）,,,,,

,根数n,,,20,,