Sheet1Cara mencari r required (ACI-02)step 1hitung RnRn = Mu/0.9bd2step 2hitung r1r1 = 0.85f'c/fy*(1-(1-2Rn/0.85f'c)0.5)step 3hitung r2r2 = 4/3 * r1(minimum ratio)step 4hitung r3r3 = (fc'^0.5/ fy)/4(minimum ratio)step 5hitung r4r4 = 0.75*(0.85*(fc'/fy)*(0.003/(0.003+(fy/Es))))(maximum ratio)step 6cari harga minimum antara r2 & r3 ---->rAstep 7cari harga maximum antara r1 dgn rA----> rBstep 8jika harga rB > r4 maka r required = r4jika harga rB < r4 maka r required adalah harga maximum antara rB dan 0.0018

footing slab FOOTING SLAB DESIGNMaterial PropertiesFy ; Yield strength of steel ( for main bar )400N/mm2fc' ; Concrete compressive strength28N/mm2Es ; Modulus elasticity of steel200000N/mm2Design LoadMu = Ultimate Design Moment61kN-m61000000 N-mmNu = Axial force (from pedestal)299kNVu = Shear force100kN(1 m width)Dimension of footing slabwx = slab width at x direction2000mmwy = slab width at x direction2000mmpx = pedestal width at x direction300mmpy = pedestal width at y direction500mmh : slab thickness400mmd' : concrete cover50mmd : efective width = h-d'-0.5 f342mmReinforcement bars ( per 1 meter width)b : slab width1000mmRn = Mu/0.9bd2=0.5795N/mm2r1 = 0.85f'c/fy*(1-(1-2Rn/0.85f'c)0.5)=0.0015Cara mencari r required (ACI-02)Minimum r2 = 4/3 * r1=0.0020(As per 10.5.3 in ACI 318M-02)step 1hitung RnRn = Mu/0.9bd2Minimum r3 = (fc'^0.5/ fy)/4=0.0033(As per 10.5.1 in ACI 318M-02)step 2hitung r1r1 = 0.85f'c/fy*(1-(1-2Rn/0.85f'c)0.5)Maximum r4 = 0.75*(0.85*(fc'/fy)*(0.003/(0.003+(fy/Es))))=0.0268step 3hitung r2r2 = 4/3 * r1(minimum ratio)(As per B10.3.5 in ACI 318M-02)step 4hitung r3r3 = (fc'^0.5/ fy)/4(minimum ratio)step 5hitung r4r4 = 0.75*(0.85*(fc'/fy)*(0.003/(0.003+(fy/Es))))(maximum ratio)r req. =max(0.0018, max((min( r2, r3), r1 ))step 6cari harga minimum antara r2 & r3 ---->rAif (max (min( r2, r3), r1 ) < r4(As per 7.12.2 in ACI 318M-02)step 7cari harga maximum antara r1 dgn rA----> rBstep 8jika harga rB > r4 maka r required = r4=r 4,jika harga rB < r4 maka r required adalah harga maximum antara rB dan 0.0018if (max (min( r2, r3), r1 ) > r4Use r req.0.0020Rebar size,D16mmRebar nos, n5nos/m'Rebar pitch, s = (b-d'-d')/(n-1)225mmAs req. =r req * b * d=669mm2As provide =n*p* D2/4=1005mm2O.Kr provide =As provide /(b*d)=0.0029< p max O.KCheck of Shear Strength for Two-way ActionN max =299kNwx =2000mmwy =2000mmpx =300mmpy =500mmh =400mmd =342mmbo =2(px+d)+2(py+d)=2968 mmb =Max(px,py) / Min(px,py)=1.67Vpu = (Nmax/(wx*wy)).(wx*wy-(px+d)(py+d))=258.59kN@ = alpha40for interior column30for exterior column20for corner columnVc1 = 0.75*(1+2/b)*2*f'c0.5*bo*d=17725kNVc2 = 0.75*(@d/bo+2)*(1/12)*f'c0.5*bo*d=1831.9kNVc3 = 0.75*(4*f'c0.5*bo*d)=10742.3kNVu < min ( Vc1 , Vc2 , Vc3 ) ---------------- OK!Check of Shear Strength for One-way ActionX-DirectionVu =100.00kNVc = 0.75*(2/6)*f'c0.5*b*d=447.90kN > Vu OKY-DirectionVu =100.00kNVc = 0.75*(2/6)*f'c0.5*b*d=447.90kN > Vu OK

dd'pxpx + dwxpypy + dwyhpxpx + dN maxwxpxwxpywyhwxdHarga Mu diambil dari maximum moment STEP 9 Basic Foundation DesignNu = N max diambil dari harga Gaya Vertikal maximum Fz pada STEP 7 Basic Foundation DesignPerhitugan ditinjau untuk per 1 m slab

footing slab (no formula) no formulaFOOTING SLAB DESIGN FP-7Material PropertiesFy ; Yield strength of steel ( for main bar )400N/mm2fc' ; Concrete compressive strength28N/mm2Es ; Modulus elasticity of steel200000N/mm2Design LoadMu = Ultimate Design Moment61kN-m61000000 N-mmNu = Axial force (from pedestal)299kNVu = Shear force100kN(1 m width)Dimension of footing slabwx = slab width at x direction2000mmwy = slab width at x direction2000mmpx = pedestal width at x direction300mmpy = pedestal width at y direction500mmh : slab thickness400mmd' : concrete cover50mmd : efective depth = h-d'-0.5 f342mmReinforcement bars ( per 1 meter width)b : slab width1000mmRn = Mu/0.9bd2=0.5795N/mm2r1 = 0.85f'c/fy*(1-(1-2Rn/0.85f'c)0.5)=0.0015Cara mencari r required (ACI-02)Minimum r2 = 4/3 * r1=0.0020(As per 10.5.3 in ACI 318M-02)step 1hitung RnRn = Mu/0.9bd2Minimum r3 = (fc'^0.5/ fy)/4=0.0033(As per 10.5.1 in ACI 318M-02)step 2hitung r1r1 = 0.85f'c/fy*(1-(1-2Rn/0.85f'c)0.5)B1 ==0.85Maximum r4 = 0.75*(0.85*(fc'/fy)*(0.003/(0.003+(fy/Es))))=0.0228step 3hitung r2r2 = 4/3 * r1(minimum ratio)(As per B10.3.5 in ACI 318M-02)step 4hitung r3r3 = (fc'^0.5/ fy)/4(minimum ratio)step 5hitung r4r4 = 0.75*(0.85*(fc'/fy)*(0.003/(0.003+(fy/Es))))(maximum ratio)r req. =max(0.0018, max((min( r2, r3), r1 ))step 6cari harga minimum antara r2 & r3 ---->rAif (max (min( r2, r3), r1 ) < r4(As per 7.12.2 in ACI 318M-02)step 7cari harga maximum antara r1 dgn rA----> rBstep 8jika harga rB > r4 maka r required = r4=r 4,jika harga rB < r4 maka r required adalah harga maximum antara rB dan 0.0018if (max (min( r2, r3), r1 ) > r4Use r req.0.0020Rebar size,D16mmRebar nos, n4nos/m'Rebar pitch, s = (b-d'-d')/(n-1)300mmAs req. =r req * b * d=669mm2As provide =n*p* D2/4=804mm2O.KRatio0.8320638112Ratio=0.832Ok!r provide =As provide /(b*d)=0.0024< max O.KRatio=0.103Ok!Check of Shear Strength for Two-way ActionN max =299kNwx =2000mmwy =2000mmpx =300mmpy =500mmh =400mmd =342mmbo =2(px+d)+2(py+d)=2968 mmb =Max(px,py) / Min(px,py)=1.67Vpu = (Nmax/(wx*wy)).(wx*wy-(px+d)(py+d))=258.59kN = alpha40for interior column30for exterior column20for corner columnVc1 = v*(1+2/b)*2*f'c0.5*bo*d=17725kNVc2 = v*(d/bo+2)*(1/12)*f'c0.5*bo*d=1831.9kNVc3 = v*(4*f'c0.5*bo*d)=16113.5kNVc=1831.9kNVpu < Vc ---------------- OK!Check of Shear Strength for One-way ActionX-DirectionVu =100.00kNVc = *(1/3)*f'c0.5*b*d=447.90kN > Vu OKY-DirectionVu =100.00kNVc = *(1/3)*f'c0.5*b*d=447.90kN > Vu OK

dd'pxpx + dwxpypy + dwyhpxpx + dN maxwxpxwxpywyhwxdHarga Mu diambil dari maximum moment STEP 9 Basic Foundation DesignNu = N max diambil dari harga Gaya Vertikal maximum Fz pada STEP 7 Basic Foundation DesignPerhitugan ditinjau untuk per 1 m slab

Sheet2fc' =56MpaB1 min =0.65B1' =0.6642857143B1 =0.6642857143

Sheet3fc' =25MpaB1 min =0.65B1=0.85