Tower Type & Site ID
CMMHG04 / CMGON1, Manoharganj, Comilla, Chittagong
, (35m- 210kph- 3L- SKIPPER (KTBL DESIGN))
Foundation Type
Raft:
V1.0, 11.12.23
Input Data
Tower Reaction (From MS Tower Output)
Support Reaction (Unfactored Maximum) (Centroid of the tower)
Moment at X- Direction =
1834.381 KN-m
Moment at Y- Direction =
1099.772 KN-m
Shear at X- Direction =
56.457
KN
Shear at Y- Direction =
95.788
KN
Compression =
108.982 KN
Support Reaction (Unfactored Maximum) (Tower Leg)
Compression =
747.261 KN
Uplift =
587.185 KN
Shear at X- Direction =
64.633
KN
Shear at Y- Direction =
56.124
KN
Support Reaction (Factored Maximum) (Tower Leg)
Maximum Reaction on tower leg =
1181.213 KN
Max. Compression on one leg=
536.931 KN
Max. Compression on other leg=
513.504 KN
SPT value from Soil Test Report
Ground Water Level (from E.G.L)=
Depth (m)
SPT value
1.00
4
2.00
6
3.00
7
4.00
6
5.00
5
6.00
10
7.50
12
9.00
15
10.50
17
Average N value, Nav =ΣN. Zi/ ΣZi
Design N value, N
Material Properties
9.00
2.00
9.00
m
Tower Type & Site ID
CMMHG04 / CMGON1, Manoharganj, Comilla, Chittagong
, (35m- 210kph- 3L- SKIPPER (KTBL DESIGN))
Foundation Type
Raft:
V1.0, 11.12.23
Dry Unit weight of soil, γsoil =
16.00
kN/m
Dry Unit weight of concrete, γconc. =
23.60
kN/m3
Cohesion Parameter, C =
0.00
kN/m2
Angle of Internal Friction, φ =
30.00
degree
Concrete ultimate strength, f'c =
24.00
Mpa
3480.31 psi
Steel Yield strength, fy=
500.00
Mpa
72506.51 psi
3
Tower Dimension Data
No of Tower Leg =
3
nos
Base width of tower, W base=
3.50
m
Distance from c.g. of tower
to c.g of foundation =
0.000
m
Foundation Dimension Data
Length of the Raft, L =
6.00
m
4.40
OK
Thickness of the Raft, d1 =
0.375
m
14.76
Inch
Depth of Foundation, Df =
2.00
m
Width of the pedestal, dp =
0.60
m
23.62
Inch
557.72
inch²
100.00
KN
2
Area of the Pedestal =
0.36
m
Height above ground =
1.50
m
Height of the Pedestal =
3.13
m
Weight of BTS Room, Grade Beam (except floor
slab) =
Output Data
Weight of Concrete
Volume of Raft (Above GWT) =
13.50
m3
Volume of Raft (Below GWT) =
0.00
m3
Volume of Each Pedestal (Above GWT) =
1.13
m3
Volume of Each Pedestal (Below GWT) =
0.00
m3
498.25
kN
Volume of Soil Layer (Above GWT)=
56.75
m3
Volume of Soil Layer (Below GWT)=
0.00
m3
907.92
kN
Total Weight of Concrete (Including BTS room) =
Weight of Soil
Total Weight of Soil =
Bearing Capacity Check
Corrected SPT value, N=
9.00
Permissible Settlement, S=
25.00
mm
Tower Type & Site ID
CMMHG04 / CMGON1, Manoharganj, Comilla, Chittagong
, (35m- 210kph- 3L- SKIPPER (KTBL DESIGN))
Foundation Type
Raft:
V1.0, 11.12.23
Depth Factor, Fd=(1+0.33(Df/L)=
1.11
Allowable Net Bearing Pressure, Qall =
137.67
KN/m²
Allowable Net Bearing Pressure (BNBC Code) =
183.11
KN/m²
Compressive force at Centroid of Foundation =
108.98
kN
Acting Total Moment at raft base, Mx=
2169.64 KN-m
Acting Total Moment at raft base, My=
1297.37 KN-m
Total Weight of Concrete (Including BTS room)=
498.25
kN
Compressive Stress at Critical point (ext.Point) =
138.39
KN/m²
OK
Overturning Check
Acting Total Moment at raft base, Mx=
2169.64 KN-m
Acting Total Moment at raft base, My=
1297.37 KN-m
Total Weight of Soil =
907.92
kN
Total Weight of Concrete (Including BTS room)=
498.25
kN
Maximum moment =
2527.95 KN-m
Resisting Moment =
4218.51 KN-m
Factor of safety =
1.67
OK
Shear at X- Direction =
56.46
kN
Shear at Y- Direction =
95.79
kN
Resultant Shear Force at C.G of Foundation =
111.19
kN
Cohesion Parameter,C =
Angle of Internal Friction,φ =
0.00
30.00
kN/m2
degree
Sliding Resistance of Foundation =
446.52
kN
4.02
OK
Sliding Check
Factor of safety=
Punching Shear Check
Punching Load=
1181.21 kN
Allowable Punching Shear Force=
1317.31 kN
OK
Total Weight of Soil above Raft=
341.78
kN
Considering submerged condition
Total Weight of Pedestal Concrete=
79.65
kN
Total Weight on Foundation=
421.43
kN
Uniformly Distributed Load on soil=
175.07
kN/m
Mat / Raft Reinforcement
Tower Type & Site ID
CMMHG04 / CMGON1, Manoharganj, Comilla, Chittagong
, (35m- 210kph- 3L- SKIPPER (KTBL DESIGN))
Foundation Type
Raft:
Govering Bending Moment=
V1.0, 11.12.23
141.55
kN-m
536.93
0.00
513.50
1.25
4.75
175.07
218.84
294.66
318.09
218.84
136.78
116.28
-141.55
Maximum Factored Moment in one direction, M =
Effective Depth,d=
141.55
5.30
kip-ft/ft
11.81
Inch
Φ=
0.90
2
a=
1.00
As =
0.070
in /ft
a=
0.14
As =
0.067
in2/ft
a=
0.14
As =
0.067
in2/ft
a=
0.14
As =
0.067
in2/ft
a=
0.14
As =
0.067
in2/ft
0.354
in²/ft
0.391
As min =
kN-m
in²/ft
As (Provided) = 252.226 mm²/ft
Dia of rebar =
16
mm
Required Spacing=
243.02
Spacing Provided=
200.00
mm
mm
Pedestal Reinforcement
Dia of Pedestal Rebar =
16
mm
Nos. of Pedestal Rebar=
24
Nos
As required =
7.48
in2
OK
OK
6.00
Tower Type & Site ID
Foundation Type
Column Capacity=
CMMHG04 / CMGON1, Manoharganj, Comilla, Chittagong
, (35m- 210kph- 3L- SKIPPER (KTBL DESIGN))
Raft:
V1.0, 11.12.23
5019.51 KN
OK
Slab Design
Punching Shear Check
Thickness of the Slab =
125.00 mm
Self weight of Slab =
61.50
psf
Floor finish on Slab =
25.00
psf
Live Load on Slab =
40.00
psf
Equipment Load on Slab =
1.98
Kip
C/C distance =
3.50
m
11.48
ft
Slab Area =
5.30
sqm
57.07
sft
4.92
Inch
Considering 2 nos of equipement
having 450kg wt of each
Total factored load on Slab =
9.58
Kip
Allowable Punching Shear =
82.03
Kip
0.168
ksf
OK
Slab Reinforcement
Total factored load on Slab =
Maximum Factored Moment in one direction, M =
2.77
kip-ft/ft
Effective Depth,d=
4.17
Inch
Φ=
0.90
a=
1.00
As =
0.112
in2/ft
a=
0.23
As =
0.102
in2/ft
a=
0.21
As =
0.101
in2/ft
a=
0.21
As =
0.101
in2/ft
a=
0.21
As =
0.101
in2/ft
Tower Type & Site ID
CMMHG04 / CMGON1, Manoharganj, Comilla, Chittagong
, (35m- 210kph- 3L- SKIPPER (KTBL DESIGN))
Foundation Type
Raft:
As min =
0.118
in²/ft
As(Provided)=
Dia of rebar =
10
V1.0, 11.12.23
0.138
89.051
in²/ft
mm²/ft
mm
Required Spacing=
268.69
Spacing Provided=
175.00
mm
mm
OK
Result Summary
Bearing Capacity Check
Allowable Bearing Pressure (BNBC Code) =
183.11
KN/m²
Compressive Stress at Critical point (ext.Point) =
138.39
KN/m²
Overturning Check
Maximum moment =
2527.95 KN-m
Resisting Moment =
4218.51 KN-m
Factor of safety=
1.67
OK
Resultant Shear Force at C.G of Foundation =
111.19
kN
Sliding Resistance of Foundation =
446.52
kN
4.02
OK
Sliding Check
Factor of safety=
Punching Shear Check
Punching Load=
1181.21 kN
Allowable Punching Shear Force=
1317.31 kN
OK
Pedestal Size & Reinforcement
Pedestal Size 600 X 600 X 3125 mm
Pedestal Reinforcement
24 nos - Ø16mm
Mat/ Raft Size & Reinforcement
Mat/ Raft Size 6000 X 6000 X 375 mm
Mat/ Raft Reinforcement
Ø16mm @ 200mm c/c both direction
Slab Thickness & Reinforcement
Slab Thickness
5 inch
Slab Reinforcement
Ø10mm @ 175mm c/c both direction
OK
PROJECT : CMMHG04 / CMGON1, Manoharganj, Comilla, Chittagong, (35m- 210kph- 3L- SKIPPER (KTBL DESIGN))
CLIENT : KTBL
DESIGN BY : MMR
V1.0, 11.12.23
DATE. : Raft:
REVIEW BY : SIA
Concrete Column Design Based on ACI 318-05
INPUT DATA & DESIGN SUMMARY
CONCRETE STRENGTH
fc'
=
3.5
REBAR YIELD STRESS
fy
=
72.5 ksi
COLUMN DIMENSIONS
cx
=
cy
FACTORED AXIAL LOAD
Pu
FACTORED MAGNIFIED MOMENT
FACTORED SHEAR LOAD
24
in
=
24
in
=
266
k
e
q
Mu,x =
207
ft-k
Mu,y =
205
ft-k
=
20
k
=
#
#
@
@
20
5
5
8
8
k
at x dir.
(Total 24 # 5)
at y dir.
in o.c., x dir.
in o.c., y dir.
Vu,x
Vu,y
COLUMN VERT. REINF.
SHEAR REINF.
ksi
7
7
3
3
4 legs,#
4 legs,#
e
THE COLUMN DESIGN IS ADEQUATE.
ANALYSIS
eo 
1400
1200
f
C
1000
f Pn (k)
f
800
S

2 0.85 f
'
C

, E c  57
Ec


0.85 f



0.85 f
'
C
200
100
0
100
200
300
400
500
f Mn (ft-k)
for 0  e c  e o
'
C
, for e c  e o
,
for e s  e y

e
E
s
s


,
for
f
es e y

 y
f Pn (kips)
1155
1155
1060
846
655
f Mn (ft-kips)
0
152
207
295
340
AT e t = 0.002
470
357
AT BALANCED CONDITION
456
358
AT e t = 0.005
69
399
AT FLEXURE ONLY
0
370
AT AXIAL LOAD ONLY
AT MAXIMUM LOAD
AT 0 % TENSION
AT 25 % TENSION
AT 50 % TENSION
0
, E s  29000ksi
  e   e  2
2  c    c   ,
  e o   e o  
600
400
'
C
f
CHECK FLEXURAL & AXIAL CAPACITY
Mu = ( Mu,x2 + Mu,y2 )0.5 =
f Pmax =0.80 f [ 0.85 fc' (Ag - Ast) + fy Ast] =
where
a = Cb b 1 =
f =
0.65
Ag =
576
15
f = 0.48 + 83 et =
where
f Mn =
o
, (the direction of combined load.)
>
Ast =
Pu
7.44
in2.
0.85
( ACI 318-05, Sec. 10.2.7.3 )
[Satisfactory]
in (at balanced strain condition, ACI 10.3.2)
(ACI 318-05, Fig. R9.3.2)
Cb = d ec / (ec + es) =
f Mn = 0.9 Mn =
25.74
1155 kips., (at max axial load, ACI 318-05, Sec. 10.3.6.2)
(ACI 318-05, Sec.9.3.2.2)
in2.
0.652
d =
q =
230.294 ft-k, (combined bending load.)
17
370
378
et =
in
b1 =
29.12 in, (ACI 7.7.1)
0.002069
ec =
0.003
ft-kips @ Pn = 0, (ACI 318-05, Sec. 9.3.2) ,& et,min = 0.004, (ACI 318-05, Sec. 10.3.5)
ft-kips @ Pu =
266
rmax
=
0.08
(ACI 318-05, Section 10.9)
rmin
=
0.01
(ACI 318-05, Section 10.9)
>
kips
rprovd
=
Mu
[Satisfactory]
0.013
[Satisfactory]
CHECK SHEAR CAPACITY (ACI 318-05 Sec. 11.1.1, 11.3.1, & 11.5.6.2)
f Vn = f (Vs + Vc)
(ACI 318-05 Sec. 11.1.1)
>
Vu
[Satisfactory]
f =
0.75
x
y
d
21.81
21.81
smax
=
10
(ACI 318-05, Section 7.10.5.2)
smin
=
1
(ACI 318-05, Section 7.10.4.3)
where
(ACI 318-05 Sec. 9.3.2.3)
A0
524
524
Av
0.44
0.44
fy =
Vc = 2 (fc')0.5A0
61.8
61.8
40
ksi
Vs = MIN (d fy Av / s , 4Vc)
48.0
48.0
sprovd
=
8
in
[Satisfactory]
f Vn
82
82