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Design of Foundation 35 m Tower
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Design of Foundation 35 m Tower
design of foundation...
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Engr Ali Asghar
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APPENDIX A
Isolated Foundation Calculation (ACI 318M-95) Project:
Detailed Calculation Sheet Page 1
Issue: Date:
1 of 3
35 meter TOWER foundation
Input Data Loads (kN) Mz Fx Fy (kN.m) Dead 55.3 115 1251 Live 0 0 0 Wind 0 0 0 E 0 0 0 Sum 55.3 115 1251 Foundation Level H (mm) 950 h (mm) 0 hw (mm) 0 L/B 1.25 Pedestal Dimension x (mm) 1770 y (mm) 1770 Concrete Strength f'c (N/mm2) = 25 Steel Strength fy (N/mm2) = 414 Allowable Soil Pressure qa (kN/m2) = 98 Base Soil angle of internal friction
Fy
Fx
h
Mz
GWT
H
hw L z B
x
y x
35
Ultimate Loads (ACI 9.2.) Load Case Factors Fux (kN) = Fuy (kN) = Muz (kN.m) =
0.9D+1.3W 0.9 1.3 49.77 103.5 1125.9
1.4D+1.7L 1.4 1.7 77.42 161 1751.4
0.75(1.4D+1.7L+1.7W) 1.05 1.275 1.275 58.065 120.75 1313.55
0.75(1.4D+1.7L+1.87E) 1.05 1.275 1.4025 58.065 120.75 1313.55
Approximate Base Dimensions B & L Based on Unfactored Loads (ACI 15.1.) Approximate Base Dimensions
B (mm) =
#VALUE!
L (mm) =
#VALUE!
User Input Dimensions
B (mm) =
4700
L (mm) =
5875
Approximate Footing Effective Depth d Assuming Punching Shear Governs (ACI 11.12) Load Case
1
2
3
4
*qumax (kN/m2)
47.14
73.33
55.00
55.00
d (mm)
#VALUE!
#VALUE!
#VALUE! d (mm)= D (mm)=
*
qu max=
Fuy Muz+Fux×( H +h ) +6 LB L2 B
User Input Depth
#VALUE! min 150mm (ACI 15.7.) min cover 70mm (ACI 7.7.)
575 650
Foundation Weight Df (kN) Concrete Slab = Pedestal = Soil above Slab = Saturated Soil =
B * L * D * 25 x * y * (H+h - D) * 25 (B*L - x*y) * (H - hw) * 20 (B*L - x*y) * (hw - D) * (20-10) Total Df (kN) =
448.703 23.4968 146.878 0 619.077
qumin
d
d d/2
q6
q5 q4
Net Ultimate Stresses Profile (kN/m2) Load Case qumax (kN/m2) qumin (kN/m2) q1 (kN/m2) q2 (kN/m2) q3 (kN/m2) q4 (kN/m2) q5 (kN/m2) q6 (kN/m2)
1 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
2 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
3 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
4 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!
d/2
q3 q2
q1
qumax
APPENDIX A Issue:
Isolated Foundation Calculation (ACI 318M-95) Project:
Detailed Calculation Sheet 2 Page
Date:
2 of 3
35 meter TOWER foundation
CHECKING: Contact Pressure Fv (kN) =
Fy + Df
734.077
qGP (gross pressure) (kN/m2) = qGP =
qmax (kN/m2)
74.7975
2 Fv / (3 ( L/2 - e ) B )
89.6269 kN/m2
< qa =
q max, min =
YES
98
qmin (kN/m2)
Stability Against Overturning Overturning moment = Stabilizing moment =
Stabilizing moment = Overturning moment
Mz + Fx * (H + h) Fv * (L/2) 1.65423
-21.628
F v M z +F x ( H +h ) ± LB BL 2
1303.54 kN.m 2156.35 kN.m
>
1.5
YES
>
1.5
YES
Stability Against Sliding
Fv×tan θ = Fh
9.29487
Check wide beam shear in the x-direction (ACI 11.3.) Vc (kN) = (1/6) * SQRT(fc) * B * d Load Case 1 2 Vu (kN)* = #VALUE! #VALUE! Vu / 0.85Vc #VALUE! #VALUE! *Vu = 0.5 * (q1+qumax) * (L/2 - x/2 - d) * B max Vu / 0.85Vc =
Check punching shear
2252.08 3 #VALUE! #VALUE!
###
###
1.00
4 #VALUE! #VALUE!
###
(ACI 11.12)
bo (mm) =
2 * [(x+d)+(y+d)] 9380 (1/3) * sqrt(f'c) * bo * d ( 1 + 2/(x/y) ) * (1/6) * SQRT(f'c) * bo * d Vc (kN) = min of ((40 * d/bo) + 2) * (1/12)* SQRT(f'c) * bo * d Load Case 1 2 3 Vu (kN)* = #VALUE! #VALUE! #VALUE! Vu / 0.85Vc #VALUE! #VALUE! #VALUE! *Vu (kN) = Fuy - (0.5 * (q2+q5)) * (x+d) * (y+d) max Vu / 0.85Vc =
Reinforcement:
Mu=0 . 9 f y A s ( d−
###
###
0 .59 f y A s f 'c B
1.00
8989.17 13484 Vc (kN) = 10005 4 #VALUE! #VALUE!
8989.17
###
)
x - Direction Bottom Reinforcement Top Reinforcement Load Case 1 2 3 4 1 2 3 4 Mu (kN.m)* ### ### ### ### ### ### ### ### As (cm2)= ### ### ### ### ### ### ### ### = ### ### ### ### ### ### ### ### max = #VALUE! #VALUE! min = 0.0018 (ACI 7.12.) max = 0.75 (0.85 f'c / fy) (600 / 600+fy) = * x - direction moments: Mu (Bottom R) = q3 * B * 0.5*(L/2-x/2)^2 + 0.5*(qumax-q3) * B * (2/3)*(L/2-x/2)^2 Mu (Top R) = qumin * B * 0.5 * (L/2-x/2)^2 (approximation) * z - direction moment: Mu (Bottom R) = 0.5*(qumax+qumin) * L * 0.5*(B/2-y/2)^2
z - Direction Bottom Reinforcement 1 2 3 4 ### ### ### ### ### ### ### ### ### ### ### ### #VALUE! 0.03847 (ACI 10.3.2)
APPENDIX A
Issue: Date:
Isolated Foundation Calculation (ACI) Project:
Detailed Calculation Sheet 3
Page 3 of 3
35 meter BTS Tower Foundation
Fy = 115 Fx = 55.3 kN
hw = 0
kN Mz = 1251
kN.m
GWT H= 950
As (cm2) = ###
hw = 0
D = 650
(in both directions)
d = 575 mm L = 5875 mm
As (cm2) =
### (z - direction)
As (cm2) =
### (x - direction)
z B = 4700 y = 1770 x = 1770
* Dimensions are in mm
x
APPENDIX A
Detailed Calculation Sheet 4
Isolated Foundation Calculation (ACI) Project:
35 meter TOWER foundation
Issue: Date: Revised by:
0 0 0
Checked by:
0
Input Data Loads (kN) Px Dead 55.3 Live 0 Wind 0 E 0 Sum 55.3
Concrete Strength Foundation Properties f'c (N/mm2) = 25 H (mm) 950 h (mm) 0 Steel Strength hw (mm) 0 L/B 1.25 fy (N/mm2) = 414 Pedestal Dimension Allowable Soil Pressure x (mm) 1770 y (mm) 1770 qa (kN/m2) = 98 Base Soil angle of internal friction 35
Mz Py (kN.m) 115 1251 0 0 0 0 0 0 115 1251
Ultimate Loads (ACI 9.2.) Load Case Factors Pux (kN) = Puy (kN) = Muz (kN.m) =
0.9D+1.3W 0.9 1.3 49.77 103.5 1125.9
1.4D+1.7L 1.4 1.7 77.42 161 1751.4
0.75(1.4D+1.7L+1.7W) 1.05 1.275 1.275 58.065 120.75 1313.55
0.75(1.4D+1.7L+1.87E) 1.05 1.275 1.4025 58.065 120.75 1313.55
CHECKING: Contact Pressure
qmax =
74.798 kN/m2
qmin =
qGP (gross pressure) (kN/m2) = qGP = Stability against Overturning
Stability against Sliding
Check Wide Beam Shear
2 Fv / (3 ( L/2 - e ) B )
89.627 kN/m2 < qa = 98
YES
kN.m kN.m
Overturning moment
1303.54
Stabilizing moment
2156.35
Stabilizing moment = Overturning moment
1.6542
>
1.5
YES
Fv×tan θ = Fh
9.2949
>
1.5
YES
Vc (kN)
max Vu (kN)
2252.083
#VALUE!
max Vu / 0.85Vc = Check Punching Shear
-21.63 kN/m2
Vc (kN) 8989.167
#VALUE!
###
max Vu (kN) #VALUE!
max Vu / 0.85Vc =
Load Case
###
###
1.00
###
Load Case #VALUE!
###
1.00
###
Results: Base Dimensions B= 4700 L= 5875
mm mm
d= D=
575 650
mm mm
Reinforcment
As (cm2) = =
x - Direction Bottom Reinforcement #VALUE! #VALUE!
Top Reinforcement #VALUE! #VALUE!
z - Direction Bottom Reinforcement #VALUE! #VALUE!
Page 1 of 2
Isolated Foundation Calculation (ACI) Project:
35 meter TOWER foundation
Fy = 115
hw =
Fx = 55.3 kN
0
Issue: Date: Revised by: Checked by:
0 0 0 0
Page 2 of 2
kN Mz = 1251
kN.m
GWT H= 950
As (cm2) = ###
hw = 0
D = 650
(in both directions)
d = 575 mm L = 5875 mm
As (cm2) =
### (z - direction)
As (cm2) =
### (x - direction)
z B = 4700 y = 1770 x = 1770
* Dimensions are in mm
x
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