MZ & PARTNERS PROJECT

DESCRIPTION
:
:
TRAFFIC TECH
MODEL 9000 MM ARM
ARCHITECTURAL & ENGINEERING CONSULTANCY
Tel: 44 79 845-Fax: 44 79 673-POBox: 5785Doha-Qatar
infostructural@mzandpartners.com DATE : SEPT. 22, 1020
STRUCTURAL DEPARTMENT DESIGNED BY : AGL
CASE 1

2.5.1 MATERIALS AND DIMENSIONS :

Concrete Strength @ 28 days, fc' = 37,000 KPa

Dimension of Pile, D = 0.90 m.
Lateral Subgrade Modulus Coefficient, Kh= 200,000 KPa/m.
Modulus of Elasticity of Piles, E = 2.9.E+04 KPa
Moment of Inertia of Piles, I = 0.0322 m.4
Extended Height of Pile, e = 0.10 m.

2.5.2 LOADS :

Load at Top of Pile : HINGED PILE

Pmax = 6.13 KN HEAD
Pmin = 0 KN
Horizontal Load, H = 12.62 KN
Moment @ Pile Top, Mo = 68 KN-m e
-x

2.5.3 FORMULA :
eqn 1 Above the Ground : d4y1
EI =0
dx4
eqn 2 Below the Ground : d4y1 where : P = KhBy2
EI +P=0
dx 4

eqn 6.39 Parameter, b = (KD/4EI) 1/4

= 2.64 m.-1 1/b = 0.378
+x
Pile Design Minimum Pile Length, L =p/b = 1.19 m.
Manual by
Tomlinson BY concept of the modulus of Subgrade Reaction (winkler's method)
and taking the derivatives of the above equations, the following
Formulas were derived:
MOMENT :
Moment Above the Ground : M1 = H(x+e+h')
Moment Below the Ground : M2 = H/be-bx(bh"cosbx + (1+bh')sinbx)
Location of Max. Moment : Xm = 1/btan-1(1/(1+2bh"))
Maximum Moment : Mmax = H/2be-blm((1+2bh")2+1)1/2

SHEAR :
Shear Above the Gro : V = H
Shear Below the Grou: V = He-bx(cosbx - (1+2bh")sinbx)

DEFLECTION:
Deflection Above the Ground : y1 = H/(6EIb3)(b3x3 + 3b3h"x2 - 3(1+2bh")bx + 3(1+bh"))
Deflection Below the Ground : y2 = H/(2EIb3)e-bx((1+bh")cosbx - bh"sinbx)
MZ & PARTNERS PROJECT
DESCRIPTION
:
:
TRAFFIC TECH
MODEL 9000 MM ARM
ARCHITECTURAL & ENGINEERING CONSULTANCY
Tel: 44 79 845-Fax: 44 79 673-POBox: 5785Doha-Qatar
infostructural@mzandpartners.com DATE : SEPT. 22, 1020
STRUCTURAL DEPARTMENT DESIGNED BY : AGL
CASE 1

EFFECTIVE PILE EXTENSION:

Equivalent Extension due to Mo, h' = Mo/H = 5.39 m.
Effective Pile Extension, h" = e + h' = 5.49 = 6.00 m.

2.5.4 RESULTS :

MOMENT DEFLECTION
NODE DEPTH,X (m) SHEAR (KN)
(KN-M) (mm)

1 -0.10 12.6 74.5 9.87

2 0.00 12.6 75.7 6.25
3 0.01 -0.5 75.8 5.87
4 0.20 -116.4 62.5 1.43
5 0.40 -122.8 37.3 -0.71
6 0.60 -84.6 16.2 -1.22
7 0.80 -43.4 3.6 -1.00
8 1.00 -14.8 -2.0 -0.59
9 1.20 0.0 -3.3 -0.25
10 1.40 5.2 -2.6 -0.05
11 1.60 5.2 -1.5 0.03
12 1.80 3.5 -0.7 0.05
13 2.00 1.8 -0.1 0.04
14 2.20 0.6 0.1 0.02
15 2.50 -0.2 0.1 0.01
16 3.00 -0.1 0.0 0.00
17 3.50 0.0 0.0 0.00
18 4.00 0.0 0.0 0.00
19 4.50 0.0 0.0 0.00
20 5.00 0.0 0.0 0.00
21 5.50 0.0 0.0 0.00
22 6.00 0.0 0.0 0.00

Xm = 0.012 m Mmax = 75.79 KN-m

Design Load : Pmax = 7.90 KN

Pmin = 1.70 KN
M= 75.79 KN-m
V= 123 KN

Ultimate Loads:
LF 1.50
Pumax = 8.79 KN
MZ & PARTNERS PROJECT
DESCRIPTION
:
:
TRAFFIC TECH
MODEL 9000 MM ARM
ARCHITECTURAL & ENGINEERING CONSULTANCY
Tel: 44 79 845-Fax: 44 79 673-POBox: 5785Doha-Qatar
infostructural@mzandpartners.com DATE : SEPT. 22, 1020
STRUCTURAL DEPARTMENT DESIGNED BY : AGL
CASE 1

Pumin = 2.55 KN
Mu= 113.69 KN-m
Vu = 184 KN

2.5.5 DIAGRAMS

SHEAR

1; 0.1
-500 0
3;2;-0.012
0 500
4; -0.2
5; -0.4
6; -0.6
7; -0.8
8; -1
9; -1.2
10; -1.4
11; -1.6
12; -1.8
13; -2
14; -2.2
15; -2.5

16; -3

17; -3.5
SHEAR

18; -4

19; -4.5

20; -5

21; -5.5

22; -6
 16; -3

17; -3.5

18; -4
MZ & PARTNERS PROJECT
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TRAFFIC TECH
MODEL 9000 MM ARM
ARCHITECTURAL & ENGINEERING CONSULTANCY
Tel: 44 79 845-Fax: 44 79 673-POBox: 5785Doha-Qatar 19; -4.5
DATE : SEPT. 22, 1020
infostructural@mzandpartners.com
STRUCTURAL DEPARTMENT DESIGNED BY : AGL
CASE 1 20; -5

21; -5.5

22; -6

1; 0.1
2;
3; 0
-0.012
-100 0 100
4; -0.2
5; -0.4
6; -0.6
7; -0.8
8; -1
9; -1.2
10; -1.4
11; -1.6
12; -1.8
13; -2
14; -2.2
15; -2.5

16; -3

17; -3.5

18; -4

19; -4.5

20; -5

21; -5.5

22; -6
MZ & PARTNERS PROJECT
DESCRIPTION
:
:
TRAFFIC TECH
MODEL 9000 MM ARM
ARCHITECTURAL & ENGINEERING CONSULTANCY
Tel: 44 79 845-Fax: 44 79 673-POBox: 5785Doha-Qatar
infostructural@mzandpartners.com DATE : SEPT. 22, 1020
STRUCTURAL DEPARTMENT DESIGNED BY : AGL
CASE 1

1; 0.1
2; 0
3; -0.012
-2.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00
4; -0.2
5; -0.4
6; -0.6
7; -0.8
8; -1
9; -1.2
10; -1.4
11; -1.6
12; -1.8
13; -2
14; -2.2

15; -2.5

16; -3

17; -3.5

18; -4

19; -4.5

20; -5

21; -5.5

22; -6
 MZ & PARTNERS PROJECT
DESCRIPTION
:
:
TRAFFIC TECH
MODEL 9000 MM ARM
ARCHITECTURAL & ENGINEERING CONSULTANCY
Tel: 44 79 845-Fax: 44 79 673-POBox: 5785Doha-Qatar
infostructural@mzandpartners.com DATE : SEPT. 22, 1020
STRUCTURAL DEPARTMENT DESIGNED BY : AGL
CASE 1

2.6.2 TRANSVERSE REINFORCEMENT

Transverse reinforcement @ End Region :

F.1.1 Dimension at End Region :

Use bigger value of the following :

1. Le = max. cross section , D = 0.90 m.
2. Le= 1/6 clear height , H = 0.06 m.
3. Le= 18" or = 0.46 m. USE Le = 0.90 m.
Say 1.0 m
F.1.2 Spiral Ties/ Hoops :
Min. Axial Stress, Pumin/Ag = 0.0040 Mpa
10% of Conc. Strength, 0.10 fc' = 3,700.00 Kpa 0.10fc' > Pumin/Ag
Shear carried by Concrete, vc = 0.00 Kpa
Spiral Diam., f = 16.00 mm. h= 0.90 m fy = 420.00
Area/Leg, As1 = 201.06 mm2 bw = 0.90 m.
Total Area, Av = 402.12 mm2 d= 0.72 m.
Unit Shear vu = Vu/(fbwd) :
Vu = 184.22 KN vs = 334.45 KPa
vu = 334.45 KPa Spiral Spacing : sp= Avfy/(vsbw) = 0.561

F.1.3 Tranverse Reinforcement @ Plastic Zone :

Use bigger value of the following:

1. r = 0.45 (Ag/Ac -1) fc'/fy where : Ag = 0.64 m2 Ac=
r = 0.01744 Dc = 0.75 m Ds =
2. r = 0.12 x fc'/fy Concrete Cover = 0.075
r = 0.01057 adopt r = 0.0174
Spiral Spacing :
sp = 4 As/rDs = 0.063 m Finally adopt 16 @ 0.063 m. over Le

F.1.4 Transverse Reinforcement Outside End Region :

MZ & PARTNERS PROJECT
DESCRIPTION
:
:
TRAFFIC TECH
MODEL 9000 MM ARM
ARCHITECTURAL & ENGINEERING CONSULTANCY
Tel: 44 79 845-Fax: 44 79 673-POBox: 5785Doha-Qatar
infostructural@mzandpartners.com DATE : SEPT. 22, 1020
STRUCTURAL DEPARTMENT DESIGNED BY : AGL
CASE 1

Spiral Diam., f = 10.00 mm Shear Area, Av = 157.08 mm2

Bar Strength, fy = 420.00 MPa vs =vu -vc = -675.29 KPa
Area/Leg, As1 = 78.54 mm2 Minimum vs = 344.75 KPa
vu = 334.45 Kpa Governing vs = 344.75 KPa
vc=166(fc ')1/2 = 1,009.74 Kpa sp= Avfy/(vsbw) = 0.21 m.
USE sp= 0.21 m.
FOR SPIRAL: Adopt 16 mm. Dia. @ 0.06 over the first 0.90 m.
from top of pile, rest T10 @ 0.21 m. o.c.
 TRAFFIC TECH
MODEL 9000 MM ARM
SEPT. 22, 1020

Structur
al
Departm
ent

Mo
y1

y2

+ 3b3h"x2 - 3(1+2bh")bx + 3(1+bh"))

TRAFFIC TECH
MODEL 9000 MM ARM
SEPT. 22, 1020

SHEAR DIST. MOMENT DIST. DEFLECTDIST.

(KN) (m.) (KN- m.) (m.) (mm.) (m.)

0.1 13 0.1 74 0.1 9.87 0.1

0 13 0 76 0 6.25 0
0 0 0 76 0 5.87 -0.01
0 -116 -0.2 62 -0.2 1.43 -0.2
0 -123 -0.4 37 -0.4 -0.71 -0.4
-1 -85 -0.6 16 -0.6 -1.22 -0.6
-1 -43 -0.8 4 -0.8 -1.00 -0.8
-1 -15 -1 -2 -1 -0.59 -1
-1 0 -1.2 -3 -1.2 -0.25 -1.2
-1 5 -1.4 -3 -1.4 -0.05 -1.4
-2 5 -1.6 -2 -1.6 0.03 -1.6
-2 4 -1.8 -1 -1.8 0.05 -1.8
-2 2 -2 0 -2 0.04 -2
-2 1 -2.2 0 -2.2 0.02 -2.2
-3 0 -2.5 0 -2.5 0.01 -2.5
-3 0 -3 0 -3 0.00 -3
-4 0 -3.5 0 -3.5 0.00 -3.5
-4 0 -4 0 -4 0.00 -4
-5 0 -4.5 0 -4.5 0.00 -4.5
-5 0 -5 0 -5 0.00 -5
-6 0 -5.5 0 -5.5 0.00 -5.5
-6 0 -6 0 -6 0.00 -6

V= 13
V= 123
 TRAFFIC TECH
MODEL 9000 MM ARM
SEPT. 22, 1020

1; 0.1
8.00 10.00 12.00
TRAFFIC TECH
MODEL 9000 MM ARM
SEPT. 22, 1020

MPa

m o.c.

0.44 m2
0.734 m
m.

0.063 m. over Le

0.10fc' > Pumin/Ag

0.10fc'< Pumin/Ag
TRAFFIC TECH
MODEL 9000 MM ARM
SEPT. 22, 1020

0.21 m.
0.90 m.
0.21 m. o.c.
 MZ & PARTNERS PROJECT
DESCRIPTION
:
:
TRAFFIC TECH
MODEL 9000 MM ARM
ARCHITECTURAL & ENGINEERING CONSULTANCY
Tel: 44 79 845-Fax: 44 79 673-POBox: 5785Doha-Qatar
infostructural@mzandpartners.com DATE : SEPT. 22, 1020
STRUCTURAL DEPARTMENT DESIGNED BY : AGL
CASE 2

2.5.1 MATERIALS AND DIMENSIONS :

Concrete Strength @ 28 days, fc' = 37,000 KPa

Dimension of Pile, D = 0.90 m.
Lateral Subgrade Modulus Coefficient, Kh= 200,000 KPa/m.
Modulus of Elasticity of Piles, E = 2.9.E+04 KPa
Moment of Inertia of Piles, I = 0.0322 m.4
Extended Height of Pile, e = 0.10 m.

2.5.2 LOADS :

Load at Top of Pile : HINGED PILE

Pmax = 6.93 KN HEAD
Pmin = 0 KN
Horizontal Load, H = 16.11 KN
Moment @ Pile Top, Mo = 91.56 KN-m e
-x

2.5.3 FORMULA :
eqn 1 Above the Ground : d4y1
EI =0
dx4
eqn 2 Below the Ground : d4y1 where : P = KhBy2
EI +P=0
dx 4

eqn 6.39 Parameter, b = (KD/4EI) 1/4

= 2.64 m.-1 1/b = 0.378
+x
Pile Design Minimum Pile Length, L =p/b = 1.19 m.
Manual by
Tomlinson BY concept of the modulus of Subgrade Reaction (winkler's method)
and taking the derivatives of the above equations, the following
Formulas were derived:
MOMENT :
Moment Above the Ground : M1 = H(x+e+h')
Moment Below the Ground : M2 = H/be-bx(bh"cosbx + (1+bh')sinbx)
Location of Max. Moment : Xm = 1/btan-1(1/(1+2bh"))
Maximum Moment : Mmax = H/2be-blm((1+2bh")2+1)1/2

SHEAR :
Shear Above the Gro : V = H
Shear Below the Grou: V = He-bx(cosbx - (1+2bh")sinbx)

DEFLECTION:
Deflection Above the Ground : y1 = H/(6EIb3)(b3x3 + 3b3h"x2 - 3(1+2bh")bx + 3(1+bh"))
Deflection Below the Ground : y2 = H/(2EIb3)e-bx((1+bh")cosbx - bh"sinbx)
MZ & PARTNERS PROJECT
DESCRIPTION
:
:
TRAFFIC TECH
MODEL 9000 MM ARM
ARCHITECTURAL & ENGINEERING CONSULTANCY
Tel: 44 79 845-Fax: 44 79 673-POBox: 5785Doha-Qatar
infostructural@mzandpartners.com DATE : SEPT. 22, 1020
STRUCTURAL DEPARTMENT DESIGNED BY : AGL
CASE 2

EFFECTIVE PILE EXTENSION:

Equivalent Extension due to Mo, h' = Mo/H = 5.68 m.
Effective Pile Extension, h" = e + h' = 5.78 = 6.00 m.

2.5.4 RESULTS :

MOMENT DEFLECTION
NODE DEPTH,X (m) SHEAR (KN)
(KN-M) (mm)

1 -0.10 16.1 95.0 12.60

2 0.00 16.1 96.7 7.98
3 0.01 -0.6 96.8 7.50
4 0.20 -148.6 79.7 1.83
5 0.40 -156.8 47.6 -0.91
6 0.60 -107.9 20.7 -1.56
7 0.80 -55.4 4.6 -1.27
8 1.00 -18.9 -2.6 -0.75
9 1.20 0.0 -4.2 -0.32
10 1.40 6.6 -3.4 -0.07
11 1.60 6.7 -2.0 0.04
12 1.80 4.5 -0.8 0.07
13 2.00 2.3 -0.2 0.05
14 2.20 0.7 0.1 0.03
15 2.50 -0.2 0.2 0.01
16 3.00 -0.2 0.0 0.00
17 3.50 0.0 0.0 0.00
18 4.00 0.0 0.0 0.00
19 4.50 0.0 0.0 0.00
20 5.00 0.0 0.0 0.00
21 5.50 0.0 0.0 0.00
22 6.00 0.0 0.0 0.00

Xm = 0.012 m Mmax = 96.75 KN-m

Design Load : Pmax = 8.70 KN

Pmin = 1.70 KN
M= 96.75 KN-m
V= 157 KN

Ultimate Loads:
LF 1.50
Pumax = 9.59 KN
MZ & PARTNERS PROJECT
DESCRIPTION
:
:
TRAFFIC TECH
MODEL 9000 MM ARM
ARCHITECTURAL & ENGINEERING CONSULTANCY
Tel: 44 79 845-Fax: 44 79 673-POBox: 5785Doha-Qatar
infostructural@mzandpartners.com DATE : SEPT. 22, 1020
STRUCTURAL DEPARTMENT DESIGNED BY : AGL
CASE 2

Pumin = 2.55 KN
Mu= 145.13 KN-m
Vu = 235 KN

2.5.5 DIAGRAMS

SHEAR

1; 0.1
3;2;-0.012
0
-500 4; -0.2 0 500
5; -0.4
6; -0.6
7; -0.8
8; -1
9; -1.2
10; -1.4
11; -1.6
12; -1.8
13; -2
14; -2.2
15; -2.5

16; -3
SHEAR
17; -3.5

18; -4

19; -4.5

20; -5

21; -5.5

22; -6
 14; -2.2
15; -2.5

16; -3

17; -3.5

MZ & PARTNERS 18; -4 PROJECT

DESCRIPTION
:
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TRAFFIC TECH
MODEL 9000 MM ARM
ARCHITECTURAL & ENGINEERING CONSULTANCY
Tel: 44 79 845-Fax: 44 79 673-POBox: 5785Doha-Qatar 19; -4.5
infostructural@mzandpartners.com DATE : SEPT. 22, 1020
STRUCTURAL DEPARTMENT 20; -5 DESIGNED BY : AGL
CASE 2
21; -5.5

22; -6

1; 0.1
2;
3; 0
-0.012
-100 0 100 200
4; -0.2
5; -0.4
6; -0.6
7; -0.8
8; -1
9; -1.2
10; -1.4
11; -1.6
12; -1.8
13; -2
14; -2.2
15; -2.5

16; -3

17; -3.5

18; -4

19; -4.5

20; -5

21; -5.5

22; -6
MZ & PARTNERS PROJECT
DESCRIPTION
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:
TRAFFIC TECH
MODEL 9000 MM ARM
ARCHITECTURAL & ENGINEERING CONSULTANCY
Tel: 44 79 845-Fax: 44 79 673-POBox: 5785Doha-Qatar
infostructural@mzandpartners.com DATE : SEPT. 22, 1020
STRUCTURAL DEPARTMENT DESIGNED BY : AGL
CASE 2

DISPLACEMENT

1; 0.1
2; 0
3; -0.012
-4.00 -2.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00
4; -0.2
5; -0.4
6; -0.6
7; -0.8
8; -1
9; -1.2
10; -1.4
11; -1.6
12; -1.8
13; -2
14; -2.2

15; -2.5

16; -3

17; -3.5

18; -4

19; -4.5

20; -5

21; -5.5

22; -6
 MZ & PARTNERS PROJECT
DESCRIPTION
:
:
TRAFFIC TECH
MODEL 9000 MM ARM
ARCHITECTURAL & ENGINEERING CONSULTANCY
Tel: 44 79 845-Fax: 44 79 673-POBox: 5785Doha-Qatar
infostructural@mzandpartners.com DATE : SEPT. 22, 1020
STRUCTURAL DEPARTMENT DESIGNED BY : AGL
CASE 2

2.6.2 TRANSVERSE REINFORCEMENT

Transverse reinforcement @ End Region :

F.1.1 Dimension at End Region :

Use bigger value of the following :

1. Le = max. cross section , D = 0.90 m.
2. Le= 1/6 clear height , H = 0.06 m.
3. Le= 18" or = 0.46 m. USE Le = 0.90 m.
Say 1.0 m
F.1.2 Spiral Ties/ Hoops :
Min. Axial Stress, Pumin/Ag = 0.0040 Mpa
10% of Conc. Strength, 0.10 fc' = 3,700.00 Kpa 0.10fc' > Pumin/Ag
Shear carried by Concrete, vc = 0.00 Kpa
Spiral Diam., f = 16.00 mm. h= 0.90 m fy = 420.00
Area/Leg, As1 = 201.06 mm2 bw = 0.90 m.
Total Area, Av = 402.12 mm2 d= 0.72 m.
Unit Shear vu = Vu/(fbwd) :
Vu = 235.16 KN vs = 426.94 KPa
vu = 426.94 KPa Spiral Spacing : sp= Avfy/(vsbw) = 0.440

F.1.3 Tranverse Reinforcement @ Plastic Zone :

Use bigger value of the following:

1. r = 0.45 (Ag/Ac -1) fc'/fy where : Ag = 0.64 m2 Ac=
r = 0.01744 Dc = 0.75 m Ds =
2. r = 0.12 x fc'/fy Concrete Cover = 0.075
r = 0.01057 adopt r = 0.0174
Spiral Spacing :
sp = 4 As/rDs = 0.063 m Finally adopt 16 @ 0.063 m. over Le

F.1.4 Transverse Reinforcement Outside End Region :

MZ & PARTNERS PROJECT
DESCRIPTION
:
:
TRAFFIC TECH
MODEL 9000 MM ARM
ARCHITECTURAL & ENGINEERING CONSULTANCY
Tel: 44 79 845-Fax: 44 79 673-POBox: 5785Doha-Qatar
infostructural@mzandpartners.com DATE : SEPT. 22, 1020
STRUCTURAL DEPARTMENT DESIGNED BY : AGL
CASE 2

Spiral Diam., f = 10.00 mm Shear Area, Av = 157.08 mm2

Bar Strength, fy = 420.00 MPa vs =vu -vc = -582.79 KPa
Area/Leg, As1 = 78.54 mm2 Minimum vs = 344.75 KPa
vu = 426.94 Kpa Governing vs = 344.75 KPa
vc=166(fc ')1/2 = 1,009.74 Kpa sp= Avfy/(vsbw) = 0.21 m.
USE sp= 0.21 m.
FOR SPIRAL: Adopt 16 mm. Dia. @ 0.06 over the first 0.90 m.
from top of pile, rest T10 @ 0.21 m. o.c.
 TRAFFIC TECH
MODEL 9000 MM ARM
SEPT. 22, 1020

Structur
al
Departm
ent

Mo
y1

y2

+ 3b3h"x2 - 3(1+2bh")bx + 3(1+bh"))

TRAFFIC TECH
MODEL 9000 MM ARM
SEPT. 22, 1020

SHEAR DIST. MOMENT DIST. DEFLECTDIST.

(KN) (m.) (KN- m.) (m.) (mm.) (m.)

16 0.1 95 0.1 12.60 0.1

16 0 97 0 7.98 0
-1 0 97 0 7.50 -0.01
-149 -0.2 80 -0.2 1.83 -0.2
-157 -0.4 48 -0.4 -0.91 -0.4
-108 -0.6 21 -0.6 -1.56 -0.6
-55 -0.8 5 -0.8 -1.27 -0.8
-19 -1 -3 -1 -0.75 -1
0 -1.2 -4 -1.2 -0.32 -1.2
7 -1.4 -3 -1.4 -0.07 -1.4
7 -1.6 -2 -1.6 0.04 -1.6
5 -1.8 -1 -1.8 0.07 -1.8
2 -2 0 -2 0.05 -2
1 -2.2 0 -2.2 0.03 -2.2
0 -2.5 0 -2.5 0.01 -2.5
0 -3 0 -3 0.00 -3
0 -3.5 0 -3.5 0.00 -3.5
0 -4 0 -4 0.00 -4
0 -4.5 0 -4.5 0.00 -4.5
0 -5 0 -5 0.00 -5
0 -5.5 0 -5.5 0.00 -5.5
0 -6 0 -6 0.00 -6

V= 16
V= 157
 TRAFFIC TECH
MODEL 9000 MM ARM
SEPT. 22, 1020

NT

1; 0.1
2; 0
0.012
10.00 12.00 14.00
TRAFFIC TECH
MODEL 9000 MM ARM
SEPT. 22, 1020

MPa

m o.c.

0.44 m2
0.734 m
m.

0.063 m. over Le

0.10fc' > Pumin/Ag

0.10fc'< Pumin/Ag
TRAFFIC TECH
MODEL 9000 MM ARM
SEPT. 22, 1020

0.21 m.
0.90 m.
0.21 m. o.c.
 MZ & PARTNERS PROJECT
DESCRIPTION
:
:
TRAFFIC TECH
MODEL 9000 MM ARM
ARCHITECTURAL & ENGINEERING CONSULTANCY
Tel: 44 79 845-Fax: 44 79 673-POBox: 5785Doha-Qatar
infostructural@mzandpartners.com DATE : SEPT. 22, 1020
STRUCTURAL DEPARTMENT DESIGNED BY : AGL
CASE 3

2.5.1 MATERIALS AND DIMENSIONS :

Concrete Strength @ 28 days, fc' = 37,000 KPa

Dimension of Pile, D = 0.90 m.
Lateral Subgrade Modulus Coefficient, Kh= 200,000 KPa/m.
Modulus of Elasticity of Piles, E = 2.9.E+04 KPa
Moment of Inertia of Piles, I = 0.0322 m.4
Extended Height of Pile, e = 0.10 m.

2.5.2 LOADS :

Load at Top of Pile : HINGED PILE

Pmax = 9.50 KN HEAD
Pmin = 0 KN
Horizontal Load, H = 21.40 KN
Moment @ Pile Top, Mo = 125.16 KN-m e
-x

2.5.3 FORMULA :
eqn 1 Above the Ground : d4y1
EI =0
dx4
eqn 2 Below the Ground : d4y1 where : P = KhBy2
EI +P=0
dx 4

eqn 6.39 Parameter, b = (KD/4EI) 1/4

= 2.64 m.-1 1/b = 0.378
+x
Pile Design Minimum Pile Length, L =p/b = 1.19 m.
Manual by
Tomlinson BY concept of the modulus of Subgrade Reaction (winkler's method)
and taking the derivatives of the above equations, the following
Formulas were derived:
MOMENT :
Moment Above the Ground : M1 = H(x+e+h')
Moment Below the Ground : M2 = H/be-bx(bh"cosbx + (1+bh')sinbx)
Location of Max. Moment : Xm = 1/btan-1(1/(1+2bh"))
Maximum Moment : Mmax = H/2be-blm((1+2bh")2+1)1/2

SHEAR :
Shear Above the Gro : V = H
Shear Below the Grou: V = He-bx(cosbx - (1+2bh")sinbx)

DEFLECTION:
Deflection Above the Ground : y1 = H/(6EIb3)(b3x3 + 3b3h"x2 - 3(1+2bh")bx + 3(1+bh"))
Deflection Below the Ground : y2 = H/(2EIb3)e-bx((1+bh")cosbx - bh"sinbx)
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STRUCTURAL DEPARTMENT DESIGNED BY : AGL
CASE 3

EFFECTIVE PILE EXTENSION:

Equivalent Extension due to Mo, h' = Mo/H = 5.85 m.
Effective Pile Extension, h" = e + h' = 5.95 = 6.00 m.

2.5.4 RESULTS :

MOMENT DEFLECTION
NODE DEPTH,X (m) SHEAR (KN)
(KN-M) (mm)

1 -0.10 21.4 126.3 16.74

2 0.00 21.4 128.4 10.60
3 0.01 -0.8 128.5 9.96
4 0.20 -197.3 105.9 2.43
5 0.40 -208.3 63.2 -1.21
6 0.60 -143.4 27.5 -2.07
7 0.80 -73.6 6.1 -1.69
8 1.00 -25.1 -3.4 -1.00
9 1.20 0.0 -5.6 -0.43
10 1.40 8.7 -4.5 -0.09
11 1.60 8.9 -2.6 0.06
12 1.80 6.0 -1.1 0.09
13 2.00 3.0 -0.2 0.07
14 2.20 1.0 0.2 0.04
15 2.50 -0.3 0.2 0.01
16 3.00 -0.3 0.0 0.00
17 3.50 0.0 0.0 0.00
18 4.00 0.0 0.0 0.00
19 4.50 0.0 0.0 0.00
20 5.00 0.0 0.0 0.00
21 5.50 0.0 0.0 0.00
22 6.00 0.0 0.0 0.00

Xm = 0.012 m Mmax = 128.52 KN-m

Design Load : Pmax = 11.27 KN

Pmin = 1.70 KN
M= 128.52 KN-m
V= 208 KN

Ultimate Loads:
LF 1.50
Pumax = 12.16 KN
MZ & PARTNERS PROJECT
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STRUCTURAL DEPARTMENT DESIGNED BY : AGL
CASE 3

Pumin = 2.55 KN
Mu= 192.78 KN-m
Vu = 312 KN

2.5.5 DIAGRAMS

SHEAR

1; 0.1
3;2;-0.012
0
-500 4; -0.2 0 500
5; -0.4
6; -0.6
7; -0.8
8; -1
9; -1.2
10; -1.4
11; -1.6
12; -1.8
13; -2
14; -2.2
15; -2.5

16; -3

17; -3.5

18; -4

19; -4.5

20; -5

21; -5.5

22; -6

SHEAR

1; 0.1
2;
3; 0
-0.012
-100 0 100 200
4; -0.2
5; -0.4
6; -0.6
7; -0.8
8; -1
9; -1.2
10; -1.4
11; -1.6
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infostructural@mzandpartners.com DATE 1; 0.1 : SEPT. 22, 1020
2;
3; 0
-0.012
STRUCTURAL DEPARTMENT DESIGNED :
4; BY
-100 0 100 200
AGL
-0.2
CASE 3 5; -0.4
6; -0.6
7; -0.8
8; -1
9; -1.2
10; -1.4
11; -1.6
12; -1.8
13; -2
14; -2.2
15; -2.5

16; -3

17; -3.5

18; -4

19; -4.5

20; -5

21; -5.5

22; -6

1; 0.1
2; 0
3; -0.012
-5.00 0.00 5.00 10.00 15.00 20.00
4; -0.2
5; -0.4
6; -0.6
7; -0.8
8; -1
9; -1.2
10; -1.4
11; -1.6
12; -1.8
13; -2
14; -2.2

15; -2.5

16; -3

17; -3.5
 1; 0.1
2; 0
3; -0.012
-5.00 0.00 5.00 10.00 15.00 20.00
4; -0.2
5; -0.4
6; -0.6
7; -0.8
8; -1
MZ & PARTNERS 9; -1.2
10; -1.4
PROJECT
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infostructural@mzandpartners.com DATE : SEPT. 22, 1020
12; -1.8
STRUCTURAL DEPARTMENT 13; -2 DESIGNED BY : AGL
CASE 3 14; -2.2

15; -2.5

16; -3

17; -3.5

18; -4

19; -4.5

20; -5

21; -5.5

22; -6
 MZ & PARTNERS PROJECT
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MODEL 9000 MM ARM
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STRUCTURAL DEPARTMENT DESIGNED BY : AGL
CASE 3

2.6.2 TRANSVERSE REINFORCEMENT

Transverse reinforcement @ End Region :

F.1.1 Dimension at End Region :

Use bigger value of the following :

1. Le = max. cross section , D = 0.90 m.
2. Le= 1/6 clear height , H = 0.06 m.
3. Le= 18" or = 0.46 m. USE Le = 0.90 m.
Say 1.0 m
F.1.2 Spiral Ties/ Hoops :
Min. Axial Stress, Pumin/Ag = 0.0040 Mpa
10% of Conc. Strength, 0.10 fc' = 3,700.00 Kpa 0.10fc' > Pumin/Ag
Shear carried by Concrete, vc = 0.00 Kpa
Spiral Diam., f = 16.00 mm. h= 0.90 m fy = 420.00
Area/Leg, As1 = 201.06 mm2 bw = 0.90 m.
Total Area, Av = 402.12 mm2 d= 0.72 m.
Unit Shear vu = Vu/(fbwd) :
Vu = 312.38 KN vs = 567.14 KPa
vu = 567.14 KPa Spiral Spacing : sp= Avfy/(vsbw) = 0.331

F.1.3 Tranverse Reinforcement @ Plastic Zone :

Use bigger value of the following:

1. r = 0.45 (Ag/Ac -1) fc'/fy where : Ag = 0.64 m2 Ac=
r = 0.01744 Dc = 0.75 m Ds =
2. r = 0.12 x fc'/fy Concrete Cover = 0.075
r = 0.01057 adopt r = 0.0174
Spiral Spacing :
sp = 4 As/rDs = 0.063 m Finally adopt 16 @ 0.063 m. over Le

F.1.4 Transverse Reinforcement Outside End Region :

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STRUCTURAL DEPARTMENT DESIGNED BY : AGL
CASE 3

Spiral Diam., f = 10.00 mm Shear Area, Av = 157.08 mm2

Bar Strength, fy = 420.00 MPa vs =vu -vc = -442.60 KPa
Area/Leg, As1 = 78.54 mm2 Minimum vs = 344.75 KPa
vu = 567.14 Kpa Governing vs = 344.75 KPa
vc=166(fc ')1/2 = 1,009.74 Kpa sp= Avfy/(vsbw) = 0.21 m.
USE sp= 0.21 m.
FOR SPIRAL: Adopt 16 mm. Dia. @ 0.06 over the first 0.90 m.
from top of pile, rest T10 @ 0.21 m. o.c.
 MODEL 9000 MM ARM

Structur
al
Departm
ent

Mo
y1

y2

b3h"x2 - 3(1+2bh")bx + 3(1+bh"))

MODEL 9000 MM ARM

SHEAR DIST. MOMENT DIST. DEFLECTDIST.

(KN) (m.) (KN- m.) (m.) (mm.) (m.)

21 0.1 126 0.1 16.74 0.1

21 0 128 0 10.60 0
-1 0 129 0 9.96 -0.01
-197 -0.2 106 -0.2 2.43 -0.2
-208 -0.4 63 -0.4 -1.21 -0.4
-143 -0.6 28 -0.6 -2.07 -0.6
-74 -0.8 6 -0.8 -1.69 -0.8
-25 -1 -3 -1 -1.00 -1
0 -1.2 -6 -1.2 -0.43 -1.2
9 -1.4 -4 -1.4 -0.09 -1.4
9 -1.6 -3 -1.6 0.06 -1.6
6 -1.8 -1 -1.8 0.09 -1.8
3 -2 0 -2 0.07 -2
1 -2.2 0 -2.2 0.04 -2.2
0 -2.5 0 -2.5 0.01 -2.5
0 -3 0 -3 0.00 -3
0 -3.5 0 -3.5 0.00 -3.5
0 -4 0 -4 0.00 -4
0 -4.5 0 -4.5 0.00 -4.5
0 -5 0 -5 0.00 -5
0 -5.5 0 -5.5 0.00 -5.5
0 -6 0 -6 0.00 -6

V= 21
V= 208
MODEL 9000 MM ARM

MPa

m o.c.

0.44 m2
0.734 m
m.

0.063 m. over Le

0.10fc' > Pumin/Ag

0.10fc'< Pumin/Ag
MODEL 9000 MM ARM

0.21 m.
0.90 m.
0.21 m. o.c.
 MZ & PARTNERS PROJECT
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MODEL 9000 MM ARM
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infostructural@mzandpartners.com DATE : SEPT. 22, 1020
STRUCTURAL DEPARTMENT DESIGNED BY : AGL
CASE 4

2.5.1 MATERIALS AND DIMENSIONS :

Concrete Strength @ 28 days, fc' = 37,000 KPa

Dimension of Pile, D = 1.10 m.
Lateral Subgrade Modulus Coefficient, Kh= 200,000 KPa/m.
Modulus of Elasticity of Piles, E = 2.9.E+04 KPa
Moment of Inertia of Piles, I = 0.0719 m.4
Extended Height of Pile, e = 0.10 m.

2.5.2 LOADS :

Load at Top of Pile : HINGED PILE

Pmax = 11.51 KN HEAD
Pmin = 0 KN
Horizontal Load, H = 24.15 KN
Moment @ Pile Top, Mo = 142.21 KN-m e
-x

2.5.3 FORMULA :
eqn 1 Above the Ground : d4y1
EI =0
dx4
eqn 2 Below the Ground : d4y1 where : P = KhBy2
EI +P=0
dx 4

eqn 6.39 Parameter, b = (KD/4EI) 1/4

= 2.27 m.-1 1/b = 0.440
+x
Pile Design Minimum Pile Length, L =p/b = 1.38 m.
Manual by
Tomlinson BY concept of the modulus of Subgrade Reaction (winkler's method)
and taking the derivatives of the above equations, the following
Formulas were derived:
MOMENT :
Moment Above the Ground : M1 = H(x+e+h')
Moment Below the Ground : M2 = H/be-bx(bh"cosbx + (1+bh')sinbx)
Location of Max. Moment : Xm = 1/btan-1(1/(1+2bh"))
Maximum Moment : Mmax = H/2be-blm((1+2bh")2+1)1/2

SHEAR :
Shear Above the Gro : V = H
Shear Below the Grou: V = He-bx(cosbx - (1+2bh")sinbx)

DEFLECTION:
Deflection Above the Ground : y1 = H/(6EIb3)(b3x3 + 3b3h"x2 - 3(1+2bh")bx + 3(1+bh"))
Deflection Below the Ground : y2 = H/(2EIb3)e-bx((1+bh")cosbx - bh"sinbx)
MZ & PARTNERS PROJECT
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:
:
TRAFFIC TECH
MODEL 9000 MM ARM
ARCHITECTURAL & ENGINEERING CONSULTANCY
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infostructural@mzandpartners.com DATE : SEPT. 22, 1020
STRUCTURAL DEPARTMENT DESIGNED BY : AGL
CASE 4

EFFECTIVE PILE EXTENSION:

Equivalent Extension due to Mo, h' = Mo/H = 5.89 m.
Effective Pile Extension, h" = e + h' = 5.99 = 6.00 m.

2.5.4 RESULTS :

MOMENT DEFLECTION
NODE DEPTH,X (m) SHEAR (KN)
(KN-M) (mm)

1 -0.10 24.2 142.5 10.88

2 0.00 24.2 144.9 7.31
3 0.016 -0.7 145.1 6.81
4 0.20 -176.7 125.9 2.27
5 0.40 -211.2 85.2 -0.36
6 0.60 -169.6 46.5 -1.32
7 0.80 -108.3 18.6 -1.36
8 1.00 -55.2 2.5 -1.02
9 1.20 -19.3 -4.6 -0.62
10 1.40 0.2 -6.3 -0.29
11 1.60 8.0 -5.3 -0.08
12 1.80 9.0 -3.5 0.02
13 2.00 7.1 -1.9 0.06
14 2.20 4.4 -0.7 0.06
15 2.50 1.4 0.1 0.03
16 3.00 -0.4 0.2 0.00
17 3.50 -0.2 0.0 0.00
18 4.00 0.0 0.0 0.00
19 4.50 0.0 0.0 0.00
20 5.00 0.0 0.0 0.00
21 5.50 0.0 0.0 0.00
22 6.00 0.0 0.0 0.00

Xm = 0.016 m Mmax = 145.09 KN-m

Design Load : Pmax = 14.25 KN

Pmin = 2.64 KN
M= 145.09 KN-m
V= 211 KN

Ultimate Loads:
LF 1.50
Pumax = 15.63 KN
MZ & PARTNERS PROJECT
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infostructural@mzandpartners.com DATE : SEPT. 22, 1020
STRUCTURAL DEPARTMENT DESIGNED BY : AGL
CASE 4

Pumin = 3.95 KN
Mu= 217.63 KN-m
Vu = 317 KN

2.5.5 DIAGRAMS

SHEAR

1; 0.1
3;2;-0.016
0
-500 4; -0.2 0 500
5; -0.4
6; -0.6
7; -0.8
8; -1
9; -1.2
10; -1.4
11; -1.6
12; -1.8
13; -2
14; -2.2
15; -2.5

16; -3

SHEAR 17; -3.5

18; -4

19; -4.5

20; -5 1; 0.1
2;
3; 0
-0.016
-100 0 100 200
21; -5.5 4; -0.2
5; -0.4
22; -66; -0.6
7; -0.8
8; -1
9; -1.2
10; -1.4
11; -1.6
 15; -2.5

16; -3

17; -3.5

18; -4
MZ & PARTNERS 19; -4.5
PROJECT
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infostructural@mzandpartners.com 20; -5 DATE :
1; 0.1 SEPT. 22, 1020
2;
3; 0
-0.016
STRUCTURAL DEPARTMENT
-100 0 DESIGNED
100 BY 4; -0.2 : 200
AGL
21; -5.5
CASE 4 5; -0.4
22; -66; -0.6
7; -0.8
8; -1
9; -1.2
10; -1.4
11; -1.6
12; -1.8
13; -2
14; -2.2
15; -2.5

16; -3

17; -3.5

18; -4

19; -4.5

20; -5

21; -5.5

22; -6

1; 0.1
2; 0
3; -0.016
-2.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00
4; -0.2
5; -0.4
6; -0.6
7; -0.8
8; -1
9; -1.2
10; -1.4
11; -1.6
12; -1.8
13; -2
14; -2.2

15; -2.5

16; -3

17; -3.5
 1; 0.1
2; 0
3; -0.016
-2.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00
4; -0.2
5; -0.4
6; -0.6
7; -0.8
8; -1
MZ & PARTNERS 9; -1.2
10; -1.4
PROJECT
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11; -1.6
Tel: 44 79 845-Fax: 44 79 673-POBox: 5785Doha-Qatar
infostructural@mzandpartners.com DATE : SEPT. 22, 1020
12; -1.8
STRUCTURAL DEPARTMENT 13; -2 DESIGNED BY : AGL
CASE 4 14; -2.2

15; -2.5

16; -3

17; -3.5

18; -4

19; -4.5

20; -5

21; -5.5

22; -6
 MZ & PARTNERS PROJECT
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STRUCTURAL DEPARTMENT DESIGNED BY : AGL
CASE 4

2.6.2 TRANSVERSE REINFORCEMENT

Transverse reinforcement @ End Region :

F.1.1 Dimension at End Region :

Use bigger value of the following :

1. Le = max. cross section , D = 1.10 m.
2. Le= 1/6 clear height , H = 0.07 m.
3. Le= 18" or = 0.46 m. USE Le = 1.10 m.
Say 1.2 m
F.1.2 Spiral Ties/ Hoops :
Min. Axial Stress, Pumin/Ag = 0.0042 Mpa
10% of Conc. Strength, 0.10 fc' = 3,700.00 Kpa 0.10fc' > Pumin/Ag
Shear carried by Concrete, vc = 0.00 Kpa
Spiral Diam., f = 16.00 mm. h= 1.10 m fy = 420.00
Area/Leg, As1 = 201.06 mm2 bw = 1.10 m.
Total Area, Av = 402.12 mm2 d= 0.88 m.
Unit Shear vu = Vu/(fbwd) :
Vu = 316.80 KN vs = 385.02 KPa
vu = 385.02 KPa Spiral Spacing : sp= Avfy/(vsbw) = 0.399

F.1.3 Tranverse Reinforcement @ Plastic Zone :

Use bigger value of the following:

1. r = 0.45 (Ag/Ac -1) fc'/fy where : Ag = 0.95 m2 Ac=
r = 0.01351 Dc = 0.95 m Ds =
2. r = 0.12 x fc'/fy Concrete Cover = 0.075
r = 0.01057 adopt r = 0.0135
Spiral Spacing :
sp = 4 As/rDs = 0.064 m Finally adopt 16 @ 0.064 m. over Le

F.1.4 Transverse Reinforcement Outside End Region :

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STRUCTURAL DEPARTMENT DESIGNED BY : AGL
CASE 4

Spiral Diam., f = 12.00 mm Shear Area, Av = 226.20 mm2

Bar Strength, fy = 420.00 MPa vs =vu -vc = -624.72 KPa
Area/Leg, As1 = 113.10 mm2 Minimum vs = 344.75 KPa
vu = 385.02 Kpa Governing vs = 344.75 KPa
vc=166(fc ')1/2 = 1,009.74 Kpa sp= Avfy/(vsbw) = 0.25 m.
USE sp= 0.251 m.
FOR SPIRAL: Adopt 16 mm. Dia. @ 0.06 over the first 1.10 m.
from top of pile, rest T10 @ 0.25 m. o.c.
 MODEL 9000 MM ARM

Structur
al
Departm
ent

Mo
y1

y2

b3h"x2 - 3(1+2bh")bx + 3(1+bh"))

MODEL 9000 MM ARM

SHEAR DIST. MOMENT DIST. DEFLECTDIST.

(KN) (m.) (KN- m.) (m.) (mm.) (m.)

24 0.1 142 0.1 10.88 0.1

24 0 145 0 7.31 0
-1 0 145 0 6.81 -0.02
-177 -0.2 126 -0.2 2.27 -0.2
-211 -0.4 85 -0.4 -0.36 -0.4
-170 -0.6 46 -0.6 -1.32 -0.6
-108 -0.8 19 -0.8 -1.36 -0.8
-55 -1 3 -1 -1.02 -1
-19 -1.2 -5 -1.2 -0.62 -1.2
0 -1.4 -6 -1.4 -0.29 -1.4
8 -1.6 -5 -1.6 -0.08 -1.6
9 -1.8 -4 -1.8 0.02 -1.8
7 -2 -2 -2 0.06 -2
4 -2.2 -1 -2.2 0.06 -2.2
1 -2.5 0 -2.5 0.03 -2.5
0 -3 0 -3 0.00 -3
0 -3.5 0 -3.5 0.00 -3.5
0 -4 0 -4 0.00 -4
0 -4.5 0 -4.5 0.00 -4.5
0 -5 0 -5 0.00 -5
0 -5.5 0 -5.5 0.00 -5.5
0 -6 0 -6 0.00 -6

V= 24
V= 211
MODEL 9000 MM ARM

MPa

m o.c.

0.71 m2
0.934 m
m.

0.064 m. over Le

0.10fc' > Pumin/Ag

0.10fc'< Pumin/Ag
MODEL 9000 MM ARM

0.251 m.
1.10 m.
0.25 m. o.c.
 PROJECT :
DESCRIPTION :
DATE :
DESIGNED BY :

A. MATERIALS AND DIMENSIONS :

1. Concrete Strength @ 28 days, fc' = 37.00 MPa

2. Min. Yied Strength of Reinf. Steel, fy = 420.00 MPa for f =or < 16
= 420.00 MPa for f = or > 20
3. Diameter of Pile, D = 0.90 m.
4. Minimum Concrete Cover, c = 0.075 m.

B. DESIGN FORCES :

B.1 Pile Forces Due to Forces Resulting from Plastic Hinging at the Bottom of Pier Column

Forces L.D. T.D. Forces L.D. T.D.

Moment, Muy 142.00 0.00 KN-m. Shear, Vux 0.00 0.00 KN
Moment, Muz 0.00 0.00 KN-m. Shear, VuDES 169.00 0.00 KN
Moment, Mudes 142.00 0.00 KN-m. Axial, Pumax. 8.82 0.00 KN
Shear, Vuy 169.00 0.00 KN. Axial, Pumin. 2.58 0.00 KN
NOTE : L.D. = Longitudinal Direction T.D. =Transverse Direction

B.2 Main Reinforcement ( rmin = .0075 for upper 2/3 of pile length)

FROM PCACOL : USE 100 - f 36 mm r = 2.68 %

B.3 Main Reinforcement ( r min = .0050 for lower 1/3 of pile length)

As = 3,181 mm2 USE 50 - f 36 mm r = 1.34%

B.4 Special Pile Requirement, AASHTO Art. 6.4.1

Bar diam. = 20.00 mm. Area, Ab = 314 mm.2 fy = 413,700 KPa

1. Confinement Length, Le = 2D = = 1.80 m.

2. Anchorage: Max. Tension, P = 1.25Asfy = 162.46 KN
3. Anchorage Length, La = 0.60*Abfy/fc' = 0.41 m.
La = 0.00005801fbfy = 0.48 m. USE La = 0.48 m.

C. TRANSVERSE REINFORCEMENT :

C.1 Transverse Reiforcement fy = 420,000 kPa

Spiral Size = 16.00 mm. As1 = 201.06 mm2
 PROJECT :
DESCRIPTION :
DATE :
DESIGNED BY :

C.1.1 Transverse Reinforcement @ Plastic Zone, AASHTO Art. 8.4.1(D)

1. r = 0.45 (Ag/Ac -1) fc'/fy Ag = 0.64 m.2 Ac = 0.44 m.2

= 0.0174 Dc = 0.75 m. Ds = 0.73 m.

2. r = 0.12 x fc'/fy = 0.0106 adopt r = 0.0174

Spiral Spacing: SP =4As/rDs = 0.063 m.

Maximum Spiral Spacing, SP = 0.076 m. USE SP = 0.063 m.

C.1.2 Check Requirement from Shear Force :

Vp = 169.00 KN 0.10 fc' = 3,700.00 kPa

bw = 0.90 m. Pmin./Ag = 0.00 kPa
dv = 0.68 m. Av = 402.12 mm2

Shear carried by Concrete :

vc = 166(fc')1/2 = 1009.74 Kpa for Pmin/Ag > 0.10fc'
vc = 0.00 Kpa for Pmin/Ag < 0.10fc'
vc = 0.00 Kpa
vu =Vu/(fbwd) = 278.19 KPa
vs = vu - vc = 278.19 KPa
Minimum vs = 345.00 KPa use vs = 345 KPa
Spiral Spacing :
Sp = Avfy/vsbw = 0.54 m. Adopt Sp = 0.063 m. o.c.

C.2 Transverse Reinforcement Outside Plastic Zone

vs = vu - vc = 345.00 KPa
Spiral Spacing, Sp = 0.54 m.
Max.Spacing, Sp = 0.229 m. Adopt Sp = 0.229 m. o.c.

Finally adopt 16 mm. dia. spiral pitch @ 0.063 m. for the first
1.80 m. from footing underside, rest @ 16 mm. @
0.23 m. o.c.
PROJECT :
DESCRIPTION :
DATE :
DESIGNED BY :