DESIGN OF FOUNDATION F4 UNBRACED BAY ALLOW.N.S.B.C
=
ALLOW. N.S.B.C (SEISMIC CASE) ALLOW. N.S.B.C (WIND CASE) Unit Weight of Soil ALLOW. G.S.B.C ALLOW. G.S.B.C (SEISMIC CASE) ALLOW. G.S.B.C (WIND CASE) Increase in bearing capacity factor for Seis Load Increase in bearing capacity factor for Wind load
= = = = = = = =
150 kN/m2 187.5 187.5 18 204.0 241.5 241.5 1.25 1.25
kN/m2
Fck
kN/m2 kN/m3 kN/m2 kN/m2 kN/m2
Fy Clear Cover at Top Clear Cover at Bottom Height of pedestal Depth of foundation below FGL Lz Lx t P1x P1z Foundation CG P2x Load CG P2z
X 3.50
= = = = = = = = = = = = =
40 460 75 75 3.45 3.00 5.00 3.50 0.50 0.80 0.90 0.80 0.90
N/mm2 N/mm2 mm mm m m m m m (Thickness of Footing) m m m m
1.75 Lx =
FGL
3.50
0.80 1.75
ex
P1
0.80
P2
ez
0.90
Z
3.00 m
0.90 0.50
0.75
1.75 Lz =
Self Wt of Footing W1 Wt of soil above Fdn W2 Wt of pedestal W3 Total Wt.
m
0.75
1.75 5.00 = = = =
=(L X B-P1x X P1y - P2x X P2y)X(H-t)X18 =P1XXP1ZX(H-t)x25+P2XXP2ZX(H-t)x25
RCC Design
218.75 722.70 106.20 1047.65
kN kN kN kN (Self Wt. of Footing+Wt. of Surrounding Soil)
Design for 1m width of slab Design for maximum net soil pressure under the footing Load factor for concrete design =
57.5 KN/m 0.75
P1
P2 3.50
1.4
Design along longitudinal direction : Max. Cant Bm at face of column
=
16.2x(0.75-0.45)^2/2
Negative BM.at Center Factored Mu (+Ve) Factored Mu (-Ve) Foundation Depth D Effective Depth d Width B
= = = = = =
16.2x 3.5 ^2 /8 1.022 kNm 34.72 kNm 500 mm 417 mm 1000 mm
0.7
kNm
24.7
kNm
73.65 KN/m per m run 5.00 m
0.75
DESIGN OF FOUNDATION F4 UNBRACED BAY Mu = Mu/bd² = pt = Bottom Reinf.
1.022 kNm 0.006 N/mm² 0.100 %
Mu/bd2
% pt
Ast,mm2
0.006
0.130
542.1
Max S.F along Z axis
Mu = Mu/bd² = pt = Top reinforcement : Reqd. Dia of spacing rein bar mm 16 371
=16.2 x (0.75-0.9/2-0.417)x1
Max factored Shear Stress pt, provided As per BS 8110-1:1997,Table 3.8 Design along transverse direction : Effective Depth d Max BM at face of column =16.2 x (1.75-0.4)^2/2 Max Shear at distance d =16.2 x (1.75-0.8/2-0.403)x1 Mu/bd2 pt Reinf. Bottom Reinforcement Mu/bd2 0.127 Top Reinforcement Provide Minimum Steel = Provide Astprovided (Pt)prov. Max factored Shear Stress Allow. Shear Stress(Tc )
% pt 0.13
Ast,mm2 523.90
0.13 x 1000 x 403 /100 12 mm dia at
Ast Pro. mm2
pt,prov
Mu/bd2
150
1340.413
0.32
0.20
=
1.89 kN
= = =
0.01 N/mm² 0.32 % 0.42 N/mm²
= = = = =
Reqd. Dia of spacing rein bar mm 12 216 = 150
spacing provided
483.6 c/c
403 14.7 15.294 0.127 0.100 spacing provided
150 753.9822
spacing provided
Ast Pro. mm2
pt,prov
150
1340.413
0.32
OK
1.75
(Self Wt. of Footing+Wt. of Surrounding Soil) 57.5 Kn/m per m run 1.75
pt,prov 73.65 kN/m per m run 0.187
3.50
Punching shear perimeter (U1), (Refer figure 3.23, BS8110:1997)
OK =
0.05 N/mm2
=
0.36 N/mm2
OK
Refer Table 3.8 BS 8110-1:1997 Check for Punching Shear for U0 : For Punching Shear Critical Section is considered at '1.5d' from the face of column all around. Factored vertical load in column = 242 kN Perimeter of the critical section = 3400 mm Effective depth = 403 mm Factored Shear Stress
= 0.22 N/mm2 Shear Stress <.8Sqrt(Fck) & 5N/mm 2 Refer CL 3.7.7.2 BS 8110-1:1997 Check for Punching Shear for U1 : For Punching Shear Critical Section is considered at '1.5d' from the face of column all around. Factored vertical load in column = 242 kN Perimeter of the critical section = 5617 mm Effective depth = 403 mm Factored Shear Stress Corrosponding τc
542.1
Reqd. Dia of rein spacing bar mm 16 371
mm2/ m run
753.98 mm2 / m run 0.187 % =15.3x1.4x1000/(1000x403)
0.13
Ast,mm2
Tv=(Vu/bd)
mm kNm kN N/mm2
Ast Pro. mm2
% pt
34.72 kNm 0.200 N/mm² 0.100 %
=
0.13 N/mm2
=
0.36 N/mm2
OK
OK
1.5d Punching shear perimeter (U0), (Refer figure 3.23, BS8110:1997)
SHELL MARINA LOBP-GMP PROJECT
DESIGN CALCULATION FOR PIPE RACK PR5 - LOBP AREA
DESIGN OF COMBINED FOOTING CF1 ALLOW.GROSS S.B.C
=
200 kN/m2
ALLOW. GROSS S.B.C (WIND CASE)
=
Unit Weight of Concrete Unit Weight of Soil ALLOW. NET S.B.C ALLOW. NET S.B.C (WIND LOAD)
= = = =
250 kN/m2 25 kN/m2 18 kN/m3 160.5 kN/m2 210.5 kN/m2
INCREASE IN SBC FACTOR FOR WIND LOAD
=
Fck Fy Clear Cover at Top Clear Cover at Bottom Height of pedestal Depth of foundation below FGL Lz Lx t P1x P1z Foundation CG P2x Load CG P2z
1.25
X 3.00
1.30 Lx =
2.60
= = = = = = = = = = = =
35 N/mm2 N/mm2 mm mm m m m m m (Thickness of Footing) m m m m
420 50 75 2.10 2.00 6.00 2.60 0.50 1.00 1.00 1.00 1.00
FGL 1.00
1.30
=
ex
P1
1.00
P2
ez
1.00
Z
2.00 m
1.00 0.50
1.50
1.50
20-007-CS-8180-00098 Revision 01Q
1.50
1.50 Lz =
Self Wt of Footing W1 Wt of soil above Fdn W2 Wt of pedestal W3 Total Wt.
=(L X B-P1x X P1y - P2x X P2y)X(H-t)X18 =P1XXP1ZXHx25+P2XXP2ZXHx25
m
6.00 = = = =
195.00 367.20 105.00 667.20
kN kN kN kN
Annexure - II Design Calculation of Combined Footing CF1
3 of 5
SHELL MARINA LOBP-GMP PROJECT
DESIGN CALCULATION FOR PIPE RACK PR5 - LOBP AREA
RCC Design
(Self Wt. of Footing+Wt. of Surrounding Soil)
Design for 1m width of slab Design for maximum net soil pressure under the footing Load factor for concrete design =
39.5 kN/m 1.50
P1
P2 3.00
1.50
1.5
Design along longitudinal direction : Max. Cant Bm at face of column
=
171.5x(1.5-0.5)^2/2
Negative BM.at Center Factored Mu (+Ve) Factored Mu (-Ve) Foundation Depth D Effective Depth d Width B
= = = = = = = = = = = =
171.5x 3 ^2 /8 -171.5x1.5^2/2
K Z
As Mu = M/fcbd² = pt = Bottom Reinf.
128.625 kNm 0.021 N/mm² 0.130 %
Mu/fcbd²
Min. % pt
Ast,mm2
0.021
0.130
888.6
Max S.F along Z axis
kNm
192.9
kNm
211.00 kN/m per m run 6.00 m
128.625 kNm 289.5 kNm 500 mm 417 mm 1000 mm M/fcbd2 0.02113 Min(d((0.5+Sqrt(0.25-K/0.9)),0.95d) 396.15 mm M/0.87fyZ 888.581 mm2
K Z
As Mu = M/fcbd² = pt = Top reinforcement :
(Refer Table 3.25, SS CP65: Part1: 1999) Reqd. Dia of spacing rein bar mm 16 226
=171.5 x (1.5-1/2-0.417)x1
spacing provided
Ast Pro. mm2
pt,prov
150
1340.413
0.32
=
Mu/fcbd² Min % pt 0.05
0.13
= = = = = =
M/fcbd2 0.047567 Min(d((0.5+Sqrt(0.25-K/0.9)),0.95d) 393.6534 mm M/0.87fyZ 2012.64 mm2
289.50 kNm 0.048 N/mm² 0.130 %
Ast,mm2 2012.6
Reqd. Dia of rein spacing bar mm 20 156
spacing provided
Ast Pro. mm2
pt,prov
150
2094.395
0.5
99.98 kN
Max factored Shear Stress = pt, provided = For values of τc Refer Table 3.8, SS CP65: Part1: 1999 = Design along transverse direction : K = M/fcbd2 = 0.00984918 = Min(d((0.5+Sqrt(0.25-K/0.9)),0.95d) Z 20-007-CS-8180-00098 Revision 01Q
85.8
0.36 N/mm² 0.32 % 0.53 N/mm²
Tv=(Vu/bd) OK
Annexure - II Design Calculation of Combined Footing CF1
4 of 5
SHELL MARINA LOBP-GMP PROJECT
DESIGN CALCULATION FOR PIPE RACK PR5 - LOBP AREA
As
= = =
379.05 mm M/0.87fyZ 396.231555 mm2
Width = 1000 Effective Depth d Max BM at face of column =171.5 x (1.3-0.5)^2/2 Max Shear at distance d =171.5 x (1.3-1/2-0.399)x1 Mu/fcbd² pt Reinf. Bottom & Top Reinforcement Mu/fcbd²
Min. % pt
0.010
0.13
Max factored Shear Stress Allow. Shear Stress(Tc )
Ast,mm2 396.23
= = = = = Reqd. Dia of spacing rein bar mm 20 793
=68.78x1.5x1000/(1000x399)
399 54.9 68.772 0.010 0.130
mm kNm kN N/mm2
1.30
spacing provided
Ast Pro. mm2
pt,prov
150
2094.395
0.525
=
0.26 N/mm2
=
0.53 N/mm2
(Self Wt. of Footing+Wt. of Surrounding Soil) 39.5 kN/m per m run 1.30
211.00 kN/m per m run 2.60
OK
For values of τc Refer Table 3.8, SS CP65: Part1: 1999 Check for Punching Shear The shear capacity is checked first on a perimeter 1.5d1 from the face of column. If the calculated shear stress does not exceed Design shear stress then No further checks are required. (Refer Clause 3.7.7.7, SS CP65: Part1: 1999)
20-007-CS-8180-00098 Revision 01Q
Annexure - II Design Calculation of Combined Footing CF1
5 of 5
