鐵塔基礎(chǔ)計算書

,,四腳塔獨立基礎(chǔ)計算書,,,,

,保護密碼：l00149047,,,,,

,XXXX項目,XXX基站,XXX鐵塔,,,

,0、原始數(shù)據(jù)輸入,,,,,

,幾何參數(shù),,,,,

,基礎(chǔ)長l,3.8,m,,,

,寬b,3.8,m,,,

,基礎(chǔ)埋深d,3,m,,,

,塔腳高度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,,,

,混凝土強度等級,C30,,,,

,土參數(shù),,,,,

,地下水位深度dw,3.6,m,,,

,承載力特征值fak,100,kPa,,,

,基礎(chǔ)底面摩擦系數(shù)μ,0.3,,,,

,上拉角α0,20,°,,,

,作用力（標(biāo)準(zhǔn)值）,,,,,

,拔力T,380,kN,,,

,壓力N,480,kN,,,

,水平力Hx,60,kN,,,

,水平力Hy,60,kN,,,

,鐵塔自重,10,t,,,

,支座反力,標(biāo)準(zhǔn)組合,,基本組合,,單位

,,受拉,受壓,受拉,受壓,

,軸力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

,繞X軸彎矩Mkx0Mx0,0,0,0,0,kN·m

,繞Y軸彎矩Mky0My0,0,0,0,0,kN·m

,預(yù)備計算,,,,,

,混凝土軸心抗壓強度設(shè)計值fc,,14.3,14.3,N/mm2,

,混凝土軸心抗拉強度設(shè)計值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,

,土的計算重度γ0,,,16.50,kN/m3,

,基礎(chǔ)的底面積A,,,14.44,m2,

,基礎(chǔ)的抗矩Wx=bl2/6,,,9.15,m3,

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

,基礎(chǔ)沖切破壞錐體的有效高度h0,,,470,mm,

,基礎(chǔ)體積Vf,,,7.84,m3,

,基礎(chǔ)上土的體積Vs,,,35.72,m3,

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

,ht深度范圍內(nèi)的基礎(chǔ)體積V0,,,3.27,m3,

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

,1、地基承載力驗算,,,,,

,1.1受拔,,,,,

,塔柱頂面豎向力標(biāo)準(zhǔn)值Fk,,,-380.00,kN,

,基礎(chǔ)自重（包括土重）標(biāo)準(zhǔn)值Gk,,,769.78,kN,

,標(biāo)準(zhǔn)組合下基礎(chǔ)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即基底脫開面積不大于全部面積的1/4,,,,滿足,

,標(biāo)準(zhǔn)組合下基礎(chǔ)底面壓力值,,,,,

,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,,,,滿足,

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

,"pk,max≤1.2fa",,,,滿足,

,1.2受壓,,,,,

,塔柱頂面豎向力標(biāo)準(zhǔn)值Fk,,,480.00,kN,

,標(biāo)準(zhǔn)組合下基礎(chǔ)底面力矩,,,,,

,Mkx=Mkx0+Vky0(d+Hz),,,198.00,kN·m,

,Mky=Mky0+Vkx0(d+Hz),,,198.00,kN·m,

,標(biāo)準(zhǔn)組合下基礎(chǔ)底面壓力值,,,,,

,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,,,,滿足,

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

,"pk,max≤1.2fa",,,,滿足,

,2、抗拔穩(wěn)定驗算（按ht<hcr考慮）,,,,,

,基礎(chǔ)重（考慮浮力）Gf,,,180.43,kN,

,土體重量（考慮浮力）Ge,,,979.20,kN,

,基礎(chǔ)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,,,,滿足,

,3、抗滑移穩(wěn)定驗算（把4個基礎(chǔ)做為整體計算，代表值統(tǒng)一取為標(biāo)準(zhǔn)值）,,,,,

,基礎(chǔ)頂面水平力代表值Ph=4(Vkx02+Vky02)^1/2,,,339.41,kN,

,基礎(chǔ)頂面豎向力代表值N（即塔重）,,,100.00,kN,

,基礎(chǔ)自重包括土重（考慮浮重度）G,,,3079.12,kN,

,（N+G）μ/Ph,,,2.81,,

,（N+G）μ/Ph≥1.3,,,,滿足,

,4、抗沖切驗算（受壓塔腳、b=l）,,,,,

,基底所受的力,,,,,

,軸力N=N0,,,662.00,kN,

,基本組合下基礎(chǔ)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,

,沖切驗算時取用的梯形面積,,,,,

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

,地基土凈反力設(shè)計值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,,,,滿足,

,5、配筋驗算,,,,,

,5.1基礎(chǔ)底板底面（受壓組合）,,,,,

,偏保守近似按pjmax計算,,,,,

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

,配筋A(yù)s=Mmax/0.9h0fy,,,881.97,mm2/m,

,"As,min(最小配筋率0.15%)",,,705.00,mm2/m,

,鋼筋等級,,,Ⅱ,,

,鋼筋抗拉強度設(shè)計值fy,,300,300,N/mm2,

,實配鋼筋直徑d,,,14,mm,

,間距s,,,150,mm,

,面積As實配,,,1025.73,mm2/m,

,"1.2max{As,As,min}>As實配>max{As,As,min}",,,,配筋合適,

,5.2基礎(chǔ)底板頂面（受拉組合）,,,,,

,偏保守近似按pjmax計算,,,,,

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

,配筋A(yù)s=Mmax/0.9h0fy,,,470.60,mm2/m,

,"As,min(最小配筋率0.15%)",,,705.00,mm2/m,

,鋼筋等級,,,Ⅰ,,

,鋼筋抗拉強度設(shè)計值fy,,210,210,N/mm2,

,實配鋼筋直徑d,,,12,mm,

,間距s,,,150,mm,

,面積As實配,,,753.60,mm2/m,

,"1.2max{As,As,min}>As實配>max{As,As,min}",,,,配筋合適,

,5.3塔柱縱筋（驗算塔柱根部截面）,,,,,

,鋼筋等級,,,Ⅲ,,

,鋼筋抗拉強度設(shè)計值fy,,360,360,N/mm2,

,實配鋼筋直徑d,,,25,mm,

,總根數(shù)n,,,12,,

,面積As實配,,,5887.50,mm2,

,每邊面積As1實配,,,1962.50,mm2,

,最小配筋率驗算,,,,,

,"As,min(最小配筋率0.6%)",,,4860.00,mm2,

,"每邊面積As1,min(最小配筋率0.2%)",,,1620.00,mm2,

,,,,,配筋≥最小配筋率,

,拉彎,,,,,

,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,

,正截面受彎承載力設(shè)計值Mux=Muy,,,586.40,kN·m,

,軸拉承載力設(shè)計值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)),,,,配筋滿足,

,壓彎,,,,,

,壓力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,

,塔柱的計算長度l0,,,5.60,m,

,偏心距增大系數(shù)η,,,1.01,,

,e=ηei+h/2-a,,,0.87,m,

,e'=ηei-h/2+a',,,0.04,m,

,界限相對受壓區(qū)高度ξb,,,0.52,,

,受壓區(qū)高度x=N/α1fcb,,,51.44,mm,

,計算配筋A(yù)s,,,89.39,mm2,

,x<2a’，大偏心受壓,,,,配筋滿足,

,1>當(dāng)ηei>eib.min=0.3h0，且N<Nb時，為大偏心受壓,,,,,

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

,2>x=N/α1fcb<2a'，取x=2a'，對受壓鋼筋合力點取矩可得,,,,,

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

,3>當(dāng)ηei≤eib.min=0.3h0，或當(dāng)ηei>eib.min=0.3h0，但且N>Nb時，為小偏心受壓,,,,,

,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（構(gòu)造要求）,,,,,

,鋼筋等級,,,Ⅱ,,

,鋼筋抗拉強度設(shè)計值fyv,,300,300,N/mm2,

,箍筋樣式,,,E,,

,實配箍筋直徑d,,,10,mm,

,間距s,,,250,mm,

,肢數(shù)n,,,4,,

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

,,,,,配筋偏大,

,箍筋個數(shù),,,13,,

,箍筋長度,,,8040,mm,

,鋼筋重量,,,64.00,kg,

,5.5馬凳鋼筋（一個基礎(chǔ)）,,,,,

,根數(shù)n,,,20,,