Appendix E
Appendix E
Appendix E
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Cntractor DC04 Drg. Ref.
Pile Design IRS (28m-28m)
Made by Date Checked
1.2 m Dia Pile Min IRS UHM 23-Apr-2020
Number of sections 1
Number of ULS cases 83
Number of SLS cases 69
Section : Definition
1 : Pile PL-1
Name Pile PL-1
Type Concrete
Material M35
Origin Centre
Dimensions
Diameter 1200.mm
Section Area 1.131E+6mm2
Reinforcement Area 21440.mm2
Reinforcement 1.896%
Section : Nodes
1 : Pile PL-1
Node Y Z
[mm] [mm]
1 0.0 601.2
2 94.05 593.8
3 185.8 571.8
4 273.0 535.7
5 353.4 486.4
6 425.1 425.1
7 486.4 353.4
8 535.7 273.0
9 571.8 185.8
10 593.8 94.05
11 601.2 -26.28E-6
12 593.8 -94.05
13 571.8 -185.8
14 535.7 -273.0
15 486.4 -353.4
16 425.1 -425.1
17 353.4 -486.4
18 273.0 -535.7
19 185.8 -571.8
20 94.05 -593.8
21 -52.56E-6 -601.2
22 -94.05 -593.8
23 -185.8 -571.8
24 -273.0 -535.7
25 -353.4 -486.4
26 -425.1 -425.1
27 -486.4 -353.4
28 -535.7 -273.0
29 -571.8 -185.8
30 -593.8 -94.05
31 -601.2 7.170E-6
32 -593.8 94.05
33 -571.8 185.8
34 -535.7 273.0
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Cntractor DC04 Drg. Ref.
Pile Design IRS (28m-28m)
Made by Date Checked
1.2 m Dia Pile Min IRS UHM 23-Apr-2020
Node Y Z
[mm] [mm]
35 -486.4 353.4
36 -425.1 425.1
37 -353.4 486.4
38 -273.0 535.7
39 -185.8 571.8
40 -94.05 593.8
Section : Bars
1 : Pile PL-1
Bar Y Z Diameter Area Effective Type Material Prestress Prestress Appl. loads
Area Force Strain include/exclude
prestress
[mm] [mm] [mm] [mm²] [mm²] [kN]
1 -500.5 0.0 25.00 490.9 490.9 Steel 500
2 -483.4 -129.5 25.00 490.9 490.9 Steel 500
3 -433.4 -250.3 25.00 490.9 490.9 Steel 500
4 -353.9 -353.9 25.00 490.9 490.9 Steel 500
5 -250.3 -433.4 25.00 490.9 490.9 Steel 500
6 -129.5 -483.4 25.00 490.9 490.9 Steel 500
7 0.0 -500.5 25.00 490.9 490.9 Steel 500
8 129.5 -483.4 25.00 490.9 490.9 Steel 500
9 250.3 -433.4 25.00 490.9 490.9 Steel 500
10 353.9 -353.9 25.00 490.9 490.9 Steel 500
11 433.4 -250.3 25.00 490.9 490.9 Steel 500
12 483.4 -129.5 25.00 490.9 490.9 Steel 500
13 500.5 0.0 25.00 490.9 490.9 Steel 500
14 483.4 129.5 25.00 490.9 490.9 Steel 500
15 433.4 250.3 25.00 490.9 490.9 Steel 500
16 353.9 353.9 25.00 490.9 490.9 Steel 500
17 250.3 433.4 25.00 490.9 490.9 Steel 500
18 129.5 483.4 25.00 490.9 490.9 Steel 500
19 0.0 500.5 25.00 490.9 490.9 Steel 500
20 -129.5 483.4 25.00 490.9 490.9 Steel 500
21 -250.3 433.4 25.00 490.9 490.9 Steel 500
22 -353.9 353.9 25.00 490.9 490.9 Steel 500
23 -433.4 250.3 25.00 490.9 490.9 Steel 500
24 -483.4 129.5 25.00 490.9 490.9 Steel 500
25 -475.5 0.0 22.64 402.6 402.6 Steel 500
26 -459.3 -123.1 22.64 402.6 402.6 Steel 500
27 -411.8 -237.8 22.64 402.6 402.6 Steel 500
28 -336.2 -336.2 22.64 402.6 402.6 Steel 500
29 -237.8 -411.8 22.64 402.6 402.6 Steel 500
30 -123.1 -459.3 22.64 402.6 402.6 Steel 500
31 0.0 -475.5 22.64 402.6 402.6 Steel 500
32 123.1 -459.3 22.64 402.6 402.6 Steel 500
33 237.8 -411.8 22.64 402.6 402.6 Steel 500
34 336.2 -336.2 22.64 402.6 402.6 Steel 500
35 411.8 -237.8 22.64 402.6 402.6 Steel 500
36 459.3 -123.1 22.64 402.6 402.6 Steel 500
37 475.5 0.0 22.64 402.6 402.6 Steel 500
38 459.3 123.1 22.64 402.6 402.6 Steel 500
39 411.8 237.8 22.64 402.6 402.6 Steel 500
40 336.2 336.2 22.64 402.6 402.6 Steel 500
41 237.8 411.8 22.64 402.6 402.6 Steel 500
42 123.1 459.3 22.64 402.6 402.6 Steel 500
43 0.0 475.5 22.64 402.6 402.6 Steel 500
44 -123.1 459.3 22.64 402.6 402.6 Steel 500
45 -237.8 411.8 22.64 402.6 402.6 Steel 500
46 -336.2 336.2 22.64 402.6 402.6 Steel 500
47 -411.8 237.8 22.64 402.6 402.6 Steel 500
48 -459.3 123.1 22.64 402.6 402.6 Steel 500
1 : Pile PL-1
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Cntractor DC04 Drg. Ref.
Pile Design IRS (28m-28m)
Made by Date Checked
1.2 m Dia Pile Min IRS UHM 23-Apr-2020
Bar Y Z Diameter Area Effective Type Material Prestress Prestress Appl. loads
Area Force Strain include/exclude
prestress
[mm] [mm] [mm] [mm²] [mm²] [kN]
Second Moments of Area Iyy 101.8E+9mm4
Izz 101.8E+9mm4
Iyz 0.0mm4
Principal Second Moments of Area Iuu 101.8E+9mm4
Izz 101.8E+9mm4
Angle 0.0°
Shear Area Factor ky 0.8571
kz 0.8571
Torsion Constant 203.6E+9mm4
Section Modulus Zy 169.6E+6mm3
Zz 169.6E+6mm3
Plastic Modulus Zpy 288.0E+6mm3
Zpz 288.0E+6mm3
Radius of Gyration Ry 300.0mm
Rz 300.0mm
Note: Nmax is the maximum compressive force which can be carried by the section.
This is calculated by applying a constant strain across the entire section, using
ultimate material properties.
Material : Concrete
1 : M35
Name M35
(Modified)
Cube fckc 35.00N/mm2
Strength
Tensile fct 2.189N/mm2
Strength
Weight Normal
Weight
Density ρ 2.400t/m3
Elastic E 16670.N/mm2 Modified
Modulus
Poisson's ν 0.2000
Ratio
Coeff. α 10.00E-6/°C
Thermal
Expansion
Partial γm 1.500
Safety
Factor
Maximum 0.003500
Strain
ULS Parabola
Compression rectangle
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Cntractor DC04 Drg. Ref.
Pile Design IRS (28m-28m)
Made by Date Checked
1.2 m Dia Pile Min IRS UHM 23-Apr-2020
Bar Y Z Diameter Area Effective Type Material Prestress Prestress Appl. loads
Area Force Strain include/exclude
prestress
[mm] [mm] [mm] [mm²] [mm²] [kN]
Curve
ULS Tension No-tension
Curve
SLS Linear
Compression
Curve
SLS Tension No-tension
Curve
Design α 0.8955
strength
factor
Aggregate 20.00mm
Size
Material : Rebar
1 : 500
Loading
Reference Point
All loading acts through the Reference Point.
All strain planes are defined relative to the Reference Point.
Definition Geometric
Centroid
Reference Point Coordinates y 0.0mm
z 0.0mm
Applied loads
Load N Myy Mzz Note
Case
[kN] [kNm] [kNm]
1 2706. 215.0 0.0
2 2540. 209.0 0.0
3 2120. 133.0 0.0
4 2194. 121.0 0.0
5 -475.0 1761. 0.0
6 226.0 975.0 0.0
7 2414. 578.0 0.0
8 -1071. 1761. 0.0
9 -369.0 975.0 0.0
10 437.0 578.0 0.0
11 -649.0 1848. 0.0
12 -689.0 1847. 0.0
13 -744.0 1811. 0.0
14 -718.0 1808. 0.0
15 -1142. 1848. 0.0
16 -1182. 1847. 0.0
17 -1236. 1811. 0.0
18 -1211. 1808. 0.0
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Cntractor DC04 Drg. Ref.
Pile Design IRS (28m-28m)
Made by Date Checked
1.2 m Dia Pile Min IRS UHM 23-Apr-2020
Load N Myy Mzz Note
Case
[kN] [kNm] [kNm]
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Cntractor DC04 Drg. Ref.
Pile Design IRS (28m-28m)
Made by Date Checked
1.2 m Dia Pile Min IRS UHM 23-Apr-2020
Load N Myy Mzz Note
Case
[kN] [kNm] [kNm]
Section 1 Details
1.90% reinforcement in section 1 (Pile PL-1). Check this against code requirements.
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Cntractor DC04 Drg. Ref.
Pile Design IRS (28m-28m)
Made by Date Checked
1.2 m Dia Pile Min IRS UHM 23-Apr-2020
Case N Myy Mzz M θ
[kN] [kNm] [kNm] [kNm] [°]
ASSOCIATESCONSULTANTSPRIVATE
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Cntractor DC04 Drg. Ref.
Pile Design IRS (28m-28m)
Made by Date Checked
1.2 m Dia Pile Min IRS UHM 23-Apr-2020
Case Secant Neutral Neutral κ at M0
EI Axis Axis
Angle Depth
[kNm²] [°] [mm] [/m]
12 828800. 0.0 364.9 19.34E-9
13 823000. 0.0 361.7 19.34E-9
14 825100. 0.0 362.9 19.34E-9
15 792500. 0.0 344.4 19.34E-9
16 789400. 0.0 342.6 19.34E-9
17 783500. 0.0 339.2 19.34E-9
18 785300. 0.0 340.2 19.34E-9
19 897100. 0.0 401.1 4.410E-9
20 911900. 0.0 408.6 3.909E-9
21 882200. 0.0 393.5 19.34E-9
22 886800. 0.0 395.8 16.86E-9
23 799200. 0.0 348.3 19.34E-9
24 794000. 0.0 345.3 19.34E-9
25 785300. 0.0 340.3 19.34E-9
26 789000. 0.0 342.4 19.34E-9
27 1.879E+6 0.0 852.8 4.051E-9
28 1.864E+6 0.0 844.2 4.051E-9
29 1.889E+6 0.0 858.6 4.051E-9
30 1.903E+6 0.0 867.1 4.051E-9
31 961400. 0.0 433.0 4.056E-9
32 948700. 0.0 426.9 4.056E-9
33 933700. 0.0 419.5 4.052E-9
34 942000. 0.0 423.6 4.056E-9
35 2.166E+6 0.0 2034. 4.050E-9
36 2.167E+6 0.0 1484. 4.051E-9
37 2.167E+6 0.0 1511. 4.051E-9
38 2.167E+6 0.0 1272. 4.052E-9
39 2.167E+6 0.0 1330. 4.052E-9
40 2.167E+6 0.0 1191. 4.051E-9
41 2.167E+6 0.0 1218. 4.052E-9
42 2.165E+6 0.0 1164. 4.053E-9
43 2.167E+6 0.0 1249. 4.052E-9
44 2.166E+6 0.0 1924. 4.050E-9
45 2.167E+6 0.0 1362. 4.050E-9
46 2.167E+6 0.0 1328. 4.051E-9
47 2.167E+6 0.0 1244. 4.052E-9
48 2.167E+6 0.0 1297. 4.052E-9
49 973900. 0.0 439.1 4.056E-9
50 959600. 0.0 432.2 4.056E-9
51 2.161E+6 0.0 1137. 4.053E-9
52 954900. 0.0 429.9 4.056E-9
53 1.033E+6 0.0 466.7 4.056E-9
54 1.928E+6 0.0 882.5 4.054E-9
55 830000. 0.0 365.6 19.34E-9
56 797700. 0.0 347.5 19.34E-9
57 1.772E+6 0.0 795.8 4.055E-9
58 766900. 0.0 329.3 19.34E-9
59 730400. 0.0 306.5 19.34E-9
60 1.144E+6 0.0 516.8 4.056E-9
61 747600. 0.0 317.4 19.34E-9
62 711600. 0.0 294.0 19.34E-9
63 1.090E+6 0.0 492.7 4.056E-9
64 728600. 0.0 305.3 19.34E-9
65 691700. 0.0 280.2 19.34E-9
66 888800. 0.0 396.9 17.57E-9
67 2.165E+6 0.0 2324. 4.053E-9
68 2.046E+6 0.0 967.0 4.055E-9
69 2.165E+6 0.0 1230. 4.055E-9
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Cntractor DC04 Drg. Ref.
Pile Design IRS (28m-28m)
Made by Date Checked
1.2 m Dia Pile Min IRS UHM 23-Apr-2020
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Cntractor DC04 Drg. Ref.
Pile Design IRS (28m-28m)
Made by Date Checked
1.2 m Dia Pile Min IRS UHM 23-Apr-2020
Section 1 Details
1.90% reinforcement in section 1 (Pile PL-1). Check this against code requirements.
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Cntractor DC04 Drg. Ref.
Pile Design IRS (28m-28m)
Made by Date Checked
1.2 m Dia Pile Min IRS UHM 23-Apr-2020
Case N Myy Mzz M θ
[kN] [kNm] [kNm] [kNm] [°]
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Cntractor DC04 Drg. Ref.
Pile Design IRS (28m-28m)
Made by Date Checked
1.2 m Dia Pile Min IRS UHM 23-Apr-2020
Section 1 Details
1.90% reinforcement in section 1 (Pile PL-1). Check this against code requirements.
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Cntractor DC04 Drg. Ref.
Pile Design IRS (28m-28m)
Made by Date Checked
1.2 m Dia Pile Min IRS UHM 23-Apr-2020
Case Bar Coordinates Notes
y z Strain Stress
[mm] [mm] [-] [N/mm²]
Case Face Point Coordinates Strain Strain bt Control Bar acr Cover h x Crack
Em E1 Width
y z cmin From
[mm] [mm] [mm] [mm] [mm] [mm] [mm]
Case Face Point Coordinates Strain Strain bt Control Bar acr Cover h x Crack
Em E1 Width
y z cmin From
[mm] [mm] [mm] [mm] [mm] [mm] [mm]
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Pile Design IRC (28m-28m)
Made by Date Checked
1.2 m Dia Pile MIN IRC UHM 23-Apr-2020
Number of sections 1
Number of ULS cases 83
Number of SLS cases 69
Section : Definition
1 : Pile PL-1
Name Pile PL-1
Type Concrete
Material M35
Origin Centre
Dimensions
Diameter 1200.mm
Section Area 1.131E+6mm2
Reinforcement Area 21440.mm2
Reinforcement 1.896%
Section : Nodes
1 : Pile PL-1
Node Y Z
[mm] [mm]
1 0.0 601.2
2 94.05 593.8
3 185.8 571.8
4 273.0 535.7
5 353.4 486.4
6 425.1 425.1
7 486.4 353.4
8 535.7 273.0
9 571.8 185.8
10 593.8 94.05
11 601.2 -26.28E-6
12 593.8 -94.05
13 571.8 -185.8
14 535.7 -273.0
15 486.4 -353.4
16 425.1 -425.1
17 353.4 -486.4
18 273.0 -535.7
19 185.8 -571.8
20 94.05 -593.8
21 -52.56E-6 -601.2
22 -94.05 -593.8
23 -185.8 -571.8
24 -273.0 -535.7
25 -353.4 -486.4
26 -425.1 -425.1
27 -486.4 -353.4
28 -535.7 -273.0
29 -571.8 -185.8
30 -593.8 -94.05
31 -601.2 7.170E-6
32 -593.8 94.05
33 -571.8 185.8
34 -535.7 273.0
35 -486.4 353.4
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Pile Design IRC (28m-28m)
Made by Date Checked
1.2 m Dia Pile MIN IRC UHM 23-Apr-2020
Node Y Z
[mm] [mm]
36 -425.1 425.1
37 -353.4 486.4
38 -273.0 535.7
39 -185.8 571.8
40 -94.05 593.8
Section : Bars
1 : Pile PL-1
Bar Y Z Diameter Area Effective Type Material Prestress Prestress Appl. loads
Area Force Strain include/exclude
prestress
[mm] [mm] [mm] [mm²] [mm²] [kN]
1 -500.5 0.0 25.00 490.9 490.9 Steel FE500
2 -483.4 -129.5 25.00 490.9 490.9 Steel FE500
3 -433.4 -250.3 25.00 490.9 490.9 Steel FE500
4 -353.9 -353.9 25.00 490.9 490.9 Steel FE500
5 -250.3 -433.4 25.00 490.9 490.9 Steel FE500
6 -129.5 -483.4 25.00 490.9 490.9 Steel FE500
7 0.0 -500.5 25.00 490.9 490.9 Steel FE500
8 129.5 -483.4 25.00 490.9 490.9 Steel FE500
9 250.3 -433.4 25.00 490.9 490.9 Steel FE500
10 353.9 -353.9 25.00 490.9 490.9 Steel FE500
11 433.4 -250.3 25.00 490.9 490.9 Steel FE500
12 483.4 -129.5 25.00 490.9 490.9 Steel FE500
13 500.5 0.0 25.00 490.9 490.9 Steel FE500
14 483.4 129.5 25.00 490.9 490.9 Steel FE500
15 433.4 250.3 25.00 490.9 490.9 Steel FE500
16 353.9 353.9 25.00 490.9 490.9 Steel FE500
17 250.3 433.4 25.00 490.9 490.9 Steel FE500
18 129.5 483.4 25.00 490.9 490.9 Steel FE500
19 0.0 500.5 25.00 490.9 490.9 Steel FE500
20 -129.5 483.4 25.00 490.9 490.9 Steel FE500
21 -250.3 433.4 25.00 490.9 490.9 Steel FE500
22 -353.9 353.9 25.00 490.9 490.9 Steel FE500
23 -433.4 250.3 25.00 490.9 490.9 Steel FE500
24 -483.4 129.5 25.00 490.9 490.9 Steel FE500
25 -475.5 0.0 22.64 402.6 402.6 Steel FE500
26 -459.3 -123.1 22.64 402.6 402.6 Steel FE500
27 -411.8 -237.8 22.64 402.6 402.6 Steel FE500
28 -336.2 -336.2 22.64 402.6 402.6 Steel FE500
29 -237.8 -411.8 22.64 402.6 402.6 Steel FE500
30 -123.1 -459.3 22.64 402.6 402.6 Steel FE500
31 0.0 -475.5 22.64 402.6 402.6 Steel FE500
32 123.1 -459.3 22.64 402.6 402.6 Steel FE500
33 237.8 -411.8 22.64 402.6 402.6 Steel FE500
34 336.2 -336.2 22.64 402.6 402.6 Steel FE500
35 411.8 -237.8 22.64 402.6 402.6 Steel FE500
36 459.3 -123.1 22.64 402.6 402.6 Steel FE500
37 475.5 0.0 22.64 402.6 402.6 Steel FE500
38 459.3 123.1 22.64 402.6 402.6 Steel FE500
39 411.8 237.8 22.64 402.6 402.6 Steel FE500
40 336.2 336.2 22.64 402.6 402.6 Steel FE500
41 237.8 411.8 22.64 402.6 402.6 Steel FE500
42 123.1 459.3 22.64 402.6 402.6 Steel FE500
43 0.0 475.5 22.64 402.6 402.6 Steel FE500
44 -123.1 459.3 22.64 402.6 402.6 Steel FE500
45 -237.8 411.8 22.64 402.6 402.6 Steel FE500
46 -336.2 336.2 22.64 402.6 402.6 Steel FE500
47 -411.8 237.8 22.64 402.6 402.6 Steel FE500
48 -459.3 123.1 22.64 402.6 402.6 Steel FE500
1 : Pile PL-1
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Pile Design IRC (28m-28m)
Made by Date Checked
1.2 m Dia Pile MIN IRC UHM 23-Apr-2020
Bar Y Z Diameter Area Effective Type Material Prestress Prestress Appl. loads
Area Force Strain include/exclude
prestress
[mm] [mm] [mm] [mm²] [mm²] [kN]
Izz 101.8E+9mm4
Iyz 0.0mm4
Principal Second Moments of Area Iuu 101.8E+9mm4
Izz 101.8E+9mm4
Angle 0.0°
Shear Area Factor ky 0.8571
kz 0.8571
Torsion Constant 203.6E+9mm4
Section Modulus Zy 169.6E+6mm3
Zz 169.6E+6mm3
Plastic Modulus Zpy 288.0E+6mm3
Zpz 288.0E+6mm3
Radius of Gyration Ry 300.0mm
Rz 300.0mm
Note: Nmax is the maximum compressive force which can be carried by the section.
This is calculated by applying a constant strain across the entire section, using
ultimate material properties.
Material : Concrete
1 : M35
Name M35
(Modified)
Cube fck 35.00N/mm2
Strength
Tensile fctm 2.771N/mm2
Strength
Weight Normal
Weight
Density ρ 2.400t/m3
Elastic E 15760.N/mm2 Modified
Modulus
Poisson's ν 0.2000
Ratio
Coeff. α 10.00E-6/°C
Thermal
Expansion
Partial γc 1.500
Safety
Factor
Maximum 0.003500
Strain
ULS Parabola
Compression rectangle
Curve
ULS Tension No-tension
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Pile Design IRC (28m-28m)
Made by Date Checked
1.2 m Dia Pile MIN IRC UHM 23-Apr-2020
Bar Y Z Diameter Area Effective Type Material Prestress Prestress Appl. loads
Area Force Strain include/exclude
prestress
[mm] [mm] [mm] [mm²] [mm²] [kN]
Curve
SLS Linear Modified
Compression
Curve
SLS Tension No-tension Modified
Curve
Design αcc 0.6700
strength
factor
Aggregate 20.00mm
Size
Material : Rebar
1 : FE500
Loading
Reference Point
All loading acts through the Reference Point.
All strain planes are defined relative to the Reference Point.
Definition Geometric
Centroid
Reference Point Coordinates y 0.0mm
z 0.0mm
Applied loads
Load N Myy Mzz Note
Case
[kN] [kNm] [kNm]
1 2706. 215.0 0.0
2 2540. 209.0 0.0
3 2120. 133.0 0.0
4 2194. 121.0 0.0
5 -475.0 1761. 0.0
6 226.0 975.0 0.0
7 2414. 578.0 0.0
8 -1071. 1761. 0.0
9 -369.0 975.0 0.0
10 437.0 578.0 0.0
11 -649.0 1848. 0.0
12 -689.0 1847. 0.0
13 -744.0 1811. 0.0
14 -718.0 1808. 0.0
15 -1142. 1848. 0.0
16 -1182. 1847. 0.0
17 -1236. 1811. 0.0
18 -1211. 1808. 0.0
19 32.00 1033. 0.0
20 110.0 995.0 0.0
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Pile Design IRC (28m-28m)
Made by Date Checked
1.2 m Dia Pile MIN IRC UHM 23-Apr-2020
Load N Myy Mzz Note
Case
[kN] [kNm] [kNm]
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Pile Design IRC (28m-28m)
Made by Date Checked
1.2 m Dia Pile MIN IRC UHM 23-Apr-2020
Load N Myy Mzz Note
Case
[kN] [kNm] [kNm]
Section 1 Details
1.90% reinforcement in section 1 (Pile PL-1). Check this against code requirements.
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Pile Design IRC (28m-28m)
Made by Date Checked
1.2 m Dia Pile MIN IRC UHM 23-Apr-2020
Case N Myy Mzz M θ
[kN] [kNm] [kNm] [kNm] [°]
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Pile Design IRC (28m-28m)
Made by Date Checked
1.2 m Dia Pile MIN IRC UHM 23-Apr-2020
Case Secant Neutral Neutral κ at M0
EI Axis Axis
Angle Depth
[kNm²] [°] [mm] [/m]
16 781800. 0.0 347.1 19.34E-9
17 776100. 0.0 343.7 19.34E-9
18 777800. 0.0 344.7 19.34E-9
19 885700. 0.0 406.2 4.483E-9
20 900000. 0.0 413.8 3.942E-9
21 871400. 0.0 398.5 19.34E-9
22 875800. 0.0 400.9 17.05E-9
23 791200. 0.0 352.8 19.34E-9
24 786200. 0.0 349.8 19.34E-9
25 777800. 0.0 344.7 19.34E-9
26 781300. 0.0 346.9 19.34E-9
27 1.810E+6 0.0 855.8 4.051E-9
28 1.795E+6 0.0 847.2 4.051E-9
29 1.819E+6 0.0 861.5 4.051E-9
30 1.832E+6 0.0 870.0 4.051E-9
31 947500. 0.0 438.4 4.056E-9
32 935300. 0.0 432.2 4.056E-9
33 921000. 0.0 424.8 4.056E-9
34 928900. 0.0 428.8 4.056E-9
35 2.076E+6 0.0 2038. 4.050E-9
36 2.077E+6 0.0 1486. 4.050E-9
37 2.077E+6 0.0 1513. 4.051E-9
38 2.077E+6 0.0 1274. 4.052E-9
39 2.077E+6 0.0 1332. 4.052E-9
40 2.077E+6 0.0 1192. 4.051E-9
41 2.077E+6 0.0 1220. 4.051E-9
42 2.075E+6 0.0 1166. 4.053E-9
43 2.077E+6 0.0 1251. 4.052E-9
44 2.076E+6 0.0 1928. 4.050E-9
45 2.077E+6 0.0 1364. 4.050E-9
46 2.077E+6 0.0 1330. 4.051E-9
47 2.077E+6 0.0 1246. 4.052E-9
48 2.077E+6 0.0 1299. 4.052E-9
49 959500. 0.0 444.4 4.056E-9
50 945800. 0.0 437.5 4.056E-9
51 2.071E+6 0.0 1139. 4.053E-9
52 941200. 0.0 435.2 4.056E-9
53 1.016E+6 0.0 472.2 4.056E-9
54 1.856E+6 0.0 885.3 4.054E-9
55 821100. 0.0 370.4 19.34E-9
56 789800. 0.0 352.0 19.34E-9
57 1.710E+6 0.0 799.4 4.054E-9
58 760000. 0.0 333.7 19.34E-9
59 724500. 0.0 310.5 19.34E-9
60 1.122E+6 0.0 522.4 4.056E-9
61 741200. 0.0 321.6 19.34E-9
62 706200. 0.0 297.9 19.34E-9
63 1.070E+6 0.0 498.3 4.056E-9
64 722700. 0.0 309.3 19.34E-9
65 686900. 0.0 283.9 19.34E-9
66 877600. 0.0 402.0 18.64E-9
67 2.075E+6 0.0 2329. 4.053E-9
68 1.964E+6 0.0 969.1 4.055E-9
69 2.075E+6 0.0 1232. 4.055E-9
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Pile Design IRC (28m-28m)
Made by Date Checked
1.2 m Dia Pile MIN IRC UHM 23-Apr-2020
Case Point Coordinates Notes
y z Strain Stress
[mm] [mm] [-] [N/mm²]
Maxima
11 1 0.0 601.2 834.2E-6 13.15
11 1 0.0 601.2 834.2E-6 13.15
Minima
16 21 -52.56E-6 -601.2 -0.002021 0.0
5 9 571.8 185.8 -77.32E-6 0.0
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Pile Design IRC (28m-28m)
Made by Date Checked
1.2 m Dia Pile MIN IRC UHM 23-Apr-2020
Section 1 Details
1.90% reinforcement in section 1 (Pile PL-1). Check this against code requirements.
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Pile Design IRC (28m-28m)
Made by Date Checked
1.2 m Dia Pile MIN IRC UHM 23-Apr-2020
Case N Myy Mzz M θ
[kN] [kNm] [kNm] [kNm] [°]
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Number of sections 1
Number of ULS cases 83
Number of SLS cases 69
Section : Definition
1 : Pile PL-1
Name Pile PL-1
Type Concrete
Material M35
Origin Centre
Dimensions
Diameter 1200.mm
Section Area 1.131E+6mm2
Reinforcement Area 21440.mm2
Reinforcement 1.896%
Section : Nodes
1 : Pile PL-1
Node Y Z
[mm] [mm]
1 0.0 601.2
2 94.05 593.8
3 185.8 571.8
4 273.0 535.7
5 353.4 486.4
6 425.1 425.1
7 486.4 353.4
8 535.7 273.0
9 571.8 185.8
10 593.8 94.05
11 601.2 -26.28E-6
12 593.8 -94.05
13 571.8 -185.8
14 535.7 -273.0
15 486.4 -353.4
16 425.1 -425.1
17 353.4 -486.4
18 273.0 -535.7
19 185.8 -571.8
20 94.05 -593.8
21 -52.56E-6 -601.2
22 -94.05 -593.8
23 -185.8 -571.8
24 -273.0 -535.7
25 -353.4 -486.4
26 -425.1 -425.1
27 -486.4 -353.4
28 -535.7 -273.0
29 -571.8 -185.8
30 -593.8 -94.05
31 -601.2 7.170E-6
32 -593.8 94.05
33 -571.8 185.8
34 -535.7 273.0
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
35 -486.4 353.4
36 -425.1 425.1
37 -353.4 486.4
38 -273.0 535.7
39 -185.8 571.8
40 -94.05 593.8
Section : Bars
1 : Pile PL-1
Bar Y Z Diameter Area Effective Type Material Prestress Prestress Appl. loads
Area Force Strain include/exclude
prestress
[mm] [mm] [mm] [mm²] [mm²] [kN]
1 -500.5 0.0 25.00 490.9 490.9 Steel 500
2 -483.4 -129.5 25.00 490.9 490.9 Steel 500
3 -433.4 -250.3 25.00 490.9 490.9 Steel 500
4 -353.9 -353.9 25.00 490.9 490.9 Steel 500
5 -250.3 -433.4 25.00 490.9 490.9 Steel 500
6 -129.5 -483.4 25.00 490.9 490.9 Steel 500
7 0.0 -500.5 25.00 490.9 490.9 Steel 500
8 129.5 -483.4 25.00 490.9 490.9 Steel 500
9 250.3 -433.4 25.00 490.9 490.9 Steel 500
10 353.9 -353.9 25.00 490.9 490.9 Steel 500
11 433.4 -250.3 25.00 490.9 490.9 Steel 500
12 483.4 -129.5 25.00 490.9 490.9 Steel 500
13 500.5 0.0 25.00 490.9 490.9 Steel 500
14 483.4 129.5 25.00 490.9 490.9 Steel 500
15 433.4 250.3 25.00 490.9 490.9 Steel 500
16 353.9 353.9 25.00 490.9 490.9 Steel 500
17 250.3 433.4 25.00 490.9 490.9 Steel 500
18 129.5 483.4 25.00 490.9 490.9 Steel 500
19 0.0 500.5 25.00 490.9 490.9 Steel 500
20 -129.5 483.4 25.00 490.9 490.9 Steel 500
21 -250.3 433.4 25.00 490.9 490.9 Steel 500
22 -353.9 353.9 25.00 490.9 490.9 Steel 500
23 -433.4 250.3 25.00 490.9 490.9 Steel 500
24 -483.4 129.5 25.00 490.9 490.9 Steel 500
25 -475.5 0.0 22.64 402.6 402.6 Steel 500
26 -459.3 -123.1 22.64 402.6 402.6 Steel 500
27 -411.8 -237.8 22.64 402.6 402.6 Steel 500
28 -336.2 -336.2 22.64 402.6 402.6 Steel 500
29 -237.8 -411.8 22.64 402.6 402.6 Steel 500
30 -123.1 -459.3 22.64 402.6 402.6 Steel 500
31 0.0 -475.5 22.64 402.6 402.6 Steel 500
32 123.1 -459.3 22.64 402.6 402.6 Steel 500
33 237.8 -411.8 22.64 402.6 402.6 Steel 500
34 336.2 -336.2 22.64 402.6 402.6 Steel 500
35 411.8 -237.8 22.64 402.6 402.6 Steel 500
36 459.3 -123.1 22.64 402.6 402.6 Steel 500
37 475.5 0.0 22.64 402.6 402.6 Steel 500
38 459.3 123.1 22.64 402.6 402.6 Steel 500
39 411.8 237.8 22.64 402.6 402.6 Steel 500
40 336.2 336.2 22.64 402.6 402.6 Steel 500
41 237.8 411.8 22.64 402.6 402.6 Steel 500
42 123.1 459.3 22.64 402.6 402.6 Steel 500
43 0.0 475.5 22.64 402.6 402.6 Steel 500
44 -123.1 459.3 22.64 402.6 402.6 Steel 500
45 -237.8 411.8 22.64 402.6 402.6 Steel 500
46 -336.2 336.2 22.64 402.6 402.6 Steel 500
47 -411.8 237.8 22.64 402.6 402.6 Steel 500
48 -459.3 123.1 22.64 402.6 402.6 Steel 500
1 : Pile PL-1
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Note: Nmax is the maximum compressive force which can be carried by the section.
This is calculated by applying a constant strain across the entire section, using
ultimate material properties.
Material : Concrete
1 : M35
Name M35
(Modified)
Cube fckc 35.00N/mm2
Strength
Tensile fct 2.189N/mm2
Strength
Weight Normal
Weight
Density ρ 2.400t/m3
Elastic E 16670.N/mm2 Modified
Modulus
Poisson's ν 0.2000
Ratio
Coeff. α 10.00E-6/°C
Thermal
Expansion
Partial γm 1.500
Safety
Factor
Maximum 0.003500
Strain
ULS Parabola
Compression rectangle
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Material : Rebar
1 : 500
Loading
Reference Point
All loading acts through the Reference Point.
All strain planes are defined relative to the Reference Point.
Definition Geometric
Centroid
Reference Point Coordinates y 0.0mm
z 0.0mm
Applied loads
Load N Myy Mzz Note
Case
[kN] [kNm] [kNm]
1 5009. 215.0 0.0
2 4903. 209.0 0.0
3 5017. 133.0 0.0
4 4807. 121.0 0.0
5 7594. 1761. 0.0
6 6893. 975.0 0.0
7 6148. 578.0 0.0
8 6953. 1761. 0.0
9 6252. 975.0 0.0
10 4002. 578.0 0.0
11 8159. 1848. 0.0
12 8095. 1847. 0.0
13 8078. 1811. 0.0
14 8000. 1808. 0.0
15 7667. 1848. 0.0
16 7603. 1847. 0.0
17 7585. 1811. 0.0
18 7508. 1808. 0.0
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Section 1 Details
1.90% reinforcement in section 1 (Pile PL-1). Check this against code requirements.
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Section 1 Details
1.90% reinforcement in section 1 (Pile PL-1). Check this against code requirements.
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Pile Design IRC (28m-28m)
Made by Date Checked
1.2 m Dia Pile UHM 23-Apr-2020
Number of sections 1
Number of ULS cases 83
Number of SLS cases 69
Section : Definition
1 : Pile PL-1
Name Pile PL-1
Type Concrete
Material M35
Origin Centre
Dimensions
Diameter 1200.mm
Section Area 1.131E+6mm2
Reinforcement Area 21440.mm2
Reinforcement 1.896%
Section : Nodes
1 : Pile PL-1
Node Y Z
[mm] [mm]
1 0.0 601.2
2 94.05 593.8
3 185.8 571.8
4 273.0 535.7
5 353.4 486.4
6 425.1 425.1
7 486.4 353.4
8 535.7 273.0
9 571.8 185.8
10 593.8 94.05
11 601.2 -26.28E-6
12 593.8 -94.05
13 571.8 -185.8
14 535.7 -273.0
15 486.4 -353.4
16 425.1 -425.1
17 353.4 -486.4
18 273.0 -535.7
19 185.8 -571.8
20 94.05 -593.8
21 -52.56E-6 -601.2
22 -94.05 -593.8
23 -185.8 -571.8
24 -273.0 -535.7
25 -353.4 -486.4
26 -425.1 -425.1
27 -486.4 -353.4
28 -535.7 -273.0
29 -571.8 -185.8
30 -593.8 -94.05
31 -601.2 7.170E-6
32 -593.8 94.05
33 -571.8 185.8
34 -535.7 273.0
35 -486.4 353.4
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Pile Design IRC (28m-28m)
Made by Date Checked
1.2 m Dia Pile UHM 23-Apr-2020
Node Y Z
[mm] [mm]
36 -425.1 425.1
37 -353.4 486.4
38 -273.0 535.7
39 -185.8 571.8
40 -94.05 593.8
Section : Bars
1 : Pile PL-1
Bar Y Z Diameter Area Effective Type Material Prestress Prestress Appl. loads
Area Force Strain include/exclude
prestress
[mm] [mm] [mm] [mm²] [mm²] [kN]
1 -500.5 0.0 25.00 490.9 490.9 Steel FE500
2 -483.4 -129.5 25.00 490.9 490.9 Steel FE500
3 -433.4 -250.3 25.00 490.9 490.9 Steel FE500
4 -353.9 -353.9 25.00 490.9 490.9 Steel FE500
5 -250.3 -433.4 25.00 490.9 490.9 Steel FE500
6 -129.5 -483.4 25.00 490.9 490.9 Steel FE500
7 0.0 -500.5 25.00 490.9 490.9 Steel FE500
8 129.5 -483.4 25.00 490.9 490.9 Steel FE500
9 250.3 -433.4 25.00 490.9 490.9 Steel FE500
10 353.9 -353.9 25.00 490.9 490.9 Steel FE500
11 433.4 -250.3 25.00 490.9 490.9 Steel FE500
12 483.4 -129.5 25.00 490.9 490.9 Steel FE500
13 500.5 0.0 25.00 490.9 490.9 Steel FE500
14 483.4 129.5 25.00 490.9 490.9 Steel FE500
15 433.4 250.3 25.00 490.9 490.9 Steel FE500
16 353.9 353.9 25.00 490.9 490.9 Steel FE500
17 250.3 433.4 25.00 490.9 490.9 Steel FE500
18 129.5 483.4 25.00 490.9 490.9 Steel FE500
19 0.0 500.5 25.00 490.9 490.9 Steel FE500
20 -129.5 483.4 25.00 490.9 490.9 Steel FE500
21 -250.3 433.4 25.00 490.9 490.9 Steel FE500
22 -353.9 353.9 25.00 490.9 490.9 Steel FE500
23 -433.4 250.3 25.00 490.9 490.9 Steel FE500
24 -483.4 129.5 25.00 490.9 490.9 Steel FE500
25 -475.5 0.0 22.64 402.6 402.6 Steel FE500
26 -459.3 -123.1 22.64 402.6 402.6 Steel FE500
27 -411.8 -237.8 22.64 402.6 402.6 Steel FE500
28 -336.2 -336.2 22.64 402.6 402.6 Steel FE500
29 -237.8 -411.8 22.64 402.6 402.6 Steel FE500
30 -123.1 -459.3 22.64 402.6 402.6 Steel FE500
31 0.0 -475.5 22.64 402.6 402.6 Steel FE500
32 123.1 -459.3 22.64 402.6 402.6 Steel FE500
33 237.8 -411.8 22.64 402.6 402.6 Steel FE500
34 336.2 -336.2 22.64 402.6 402.6 Steel FE500
35 411.8 -237.8 22.64 402.6 402.6 Steel FE500
36 459.3 -123.1 22.64 402.6 402.6 Steel FE500
37 475.5 0.0 22.64 402.6 402.6 Steel FE500
38 459.3 123.1 22.64 402.6 402.6 Steel FE500
39 411.8 237.8 22.64 402.6 402.6 Steel FE500
40 336.2 336.2 22.64 402.6 402.6 Steel FE500
41 237.8 411.8 22.64 402.6 402.6 Steel FE500
42 123.1 459.3 22.64 402.6 402.6 Steel FE500
43 0.0 475.5 22.64 402.6 402.6 Steel FE500
44 -123.1 459.3 22.64 402.6 402.6 Steel FE500
45 -237.8 411.8 22.64 402.6 402.6 Steel FE500
46 -336.2 336.2 22.64 402.6 402.6 Steel FE500
47 -411.8 237.8 22.64 402.6 402.6 Steel FE500
48 -459.3 123.1 22.64 402.6 402.6 Steel FE500
1 : Pile PL-1
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Pile Design IRC (28m-28m)
Made by Date Checked
1.2 m Dia Pile UHM 23-Apr-2020
Bar Y Z Diameter Area Effective Type Material Prestress Prestress Appl. loads
Area Force Strain include/exclude
prestress
[mm] [mm] [mm] [mm²] [mm²] [kN]
Izz 101.8E+9mm4
Iyz 0.0mm4
Principal Second Moments of Area Iuu 101.8E+9mm4
Izz 101.8E+9mm4
Angle 0.0°
Shear Area Factor ky 0.8571
kz 0.8571
Torsion Constant 203.6E+9mm4
Section Modulus Zy 169.6E+6mm3
Zz 169.6E+6mm3
Plastic Modulus Zpy 288.0E+6mm3
Zpz 288.0E+6mm3
Radius of Gyration Ry 300.0mm
Rz 300.0mm
Note: Nmax is the maximum compressive force which can be carried by the section.
This is calculated by applying a constant strain across the entire section, using
ultimate material properties.
Material : Concrete
1 : M35
Name M35
(Modified)
Cube fck 35.00N/mm2
Strength
Tensile fctm 2.771N/mm2
Strength
Weight Normal
Weight
Density ρ 2.400t/m3
Elastic E 15760.N/mm2 Modified
Modulus
Poisson's ν 0.2000
Ratio
Coeff. α 10.00E-6/°C
Thermal
Expansion
Partial γc 1.500
Safety
Factor
Maximum 0.003500
Strain
ULS Parabola
Compression rectangle
Curve
ULS Tension No-tension
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Pile Design IRC (28m-28m)
Made by Date Checked
1.2 m Dia Pile UHM 23-Apr-2020
Bar Y Z Diameter Area Effective Type Material Prestress Prestress Appl. loads
Area Force Strain include/exclude
prestress
[mm] [mm] [mm] [mm²] [mm²] [kN]
Curve
SLS Linear Modified
Compression
Curve
SLS Tension No-tension Modified
Curve
Design αcc 0.6700
strength
factor
Aggregate 20.00mm
Size
Material : Rebar
1 : FE500
Loading
Reference Point
All loading acts through the Reference Point.
All strain planes are defined relative to the Reference Point.
Definition Geometric
Centroid
Reference Point Coordinates y 0.0mm
z 0.0mm
Applied loads
Load N Myy Mzz Note
Case
[kN] [kNm] [kNm]
1 5009. 215.0 0.0
2 4903. 209.0 0.0
3 5017. 133.0 0.0
4 4807. 121.0 0.0
5 7594. 1761. 0.0
6 6893. 975.0 0.0
7 6148. 578.0 0.0
8 6953. 1761. 0.0
9 6252. 975.0 0.0
10 4002. 578.0 0.0
11 8159. 1848. 0.0
12 8095. 1847. 0.0
13 8078. 1811. 0.0
14 8000. 1808. 0.0
15 7667. 1848. 0.0
16 7603. 1847. 0.0
17 7585. 1811. 0.0
18 7508. 1808. 0.0
19 7478. 1033. 0.0
20 7296. 995.0 0.0
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Pile Design IRC (28m-28m)
Made by Date Checked
1.2 m Dia Pile UHM 23-Apr-2020
Load N Myy Mzz Note
Case
[kN] [kNm] [kNm]
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Pile Design IRC (28m-28m)
Made by Date Checked
1.2 m Dia Pile UHM 23-Apr-2020
Load N Myy Mzz Note
Case
[kN] [kNm] [kNm]
Section 1 Details
1.90% reinforcement in section 1 (Pile PL-1). Check this against code requirements.
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Pile Design IRC (28m-28m)
Made by Date Checked
1.2 m Dia Pile UHM 23-Apr-2020
Case N Myy Mzz M θ
[kN] [kNm] [kNm] [kNm] [°]
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Pile Design IRC (28m-28m)
Made by Date Checked
1.2 m Dia Pile UHM 23-Apr-2020
Case Secant Neutral Neutral κ at M0
EI Axis Axis
Angle Depth
[kNm²] [°] [mm] [/m]
16 1.954E+6 0.0 959.4 4.037E-9
17 1.965E+6 0.0 968.9 4.037E-9
18 1.960E+6 0.0 964.2 4.037E-9
19 2.077E+6 0.0 1292. 4.037E-9
20 2.077E+6 0.0 1301. 4.037E-9
21 2.077E+6 0.0 1301. 4.037E-9
22 2.077E+6 0.0 1294. 4.037E-9
23 2.077E+6 0.0 1228. 4.039E-9
24 2.077E+6 0.0 1221. 4.039E-9
25 2.077E+6 0.0 1235. 4.039E-9
26 2.077E+6 0.0 1228. 4.039E-9
27 2.077E+6 0.0 1581. 4.039E-9
28 2.077E+6 0.0 1573. 4.039E-9
29 2.077E+6 0.0 1625. 4.039E-9
30 2.077E+6 0.0 1618. 4.039E-9
31 2.077E+6 0.0 1239. 4.045E-9
32 2.077E+6 0.0 1230. 4.045E-9
33 2.077E+6 0.0 1263. 4.045E-9
34 2.077E+6 0.0 1255. 4.045E-9
35 2.078E+6 0.0 2953. 4.046E-9
36 2.077E+6 0.0 2629. 4.043E-9
37 2.078E+6 0.0 2698. 4.043E-9
38 2.078E+6 0.0 2755. 4.042E-9
39 2.078E+6 0.0 2819. 4.043E-9
40 2.077E+6 0.0 2274. 4.042E-9
41 2.077E+6 0.0 2347. 4.042E-9
42 2.078E+6 0.0 2739. 4.042E-9
43 2.078E+6 0.0 2812. 4.042E-9
44 2.077E+6 0.0 2672. 4.046E-9
45 2.077E+6 0.0 2199. 4.043E-9
46 2.077E+6 0.0 2212. 4.043E-9
47 2.077E+6 0.0 2467. 4.043E-9
48 2.077E+6 0.0 2502. 4.043E-9
49 2.077E+6 0.0 1238. 4.045E-9
50 2.077E+6 0.0 1368. 4.045E-9
51 2.077E+6 0.0 2117. 4.046E-9
52 2.077E+6 0.0 1222. 4.046E-9
53 2.077E+6 0.0 1391. 4.045E-9
54 2.077E+6 0.0 1758. 4.049E-9
55 2.077E+6 0.0 1365. 4.042E-9
56 2.077E+6 0.0 1518. 4.042E-9
57 2.077E+6 0.0 2533. 4.043E-9
58 2.077E+6 0.0 1315. 4.043E-9
59 2.077E+6 0.0 1458. 4.043E-9
60 2.077E+6 0.0 1900. 4.047E-9
61 2.077E+6 0.0 1306. 4.045E-9
62 2.077E+6 0.0 1450. 4.045E-9
63 2.077E+6 0.0 2379. 4.046E-9
64 2.077E+6 0.0 1286. 4.045E-9
65 2.077E+6 0.0 1426. 4.045E-9
66 2.076E+6 0.0 1809. 4.049E-9
67 2.080E+6 0.0 3822. 4.049E-9
68 2.077E+6 0.0 2841. 4.046E-9
69 2.080E+6 0.0 4245. 4.048E-9
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Pile Design IRC (28m-28m)
Made by Date Checked
1.2 m Dia Pile UHM 23-Apr-2020
Case Point Coordinates Notes
y z Strain Stress
[mm] [mm] [-] [N/mm²]
Maxima
11 1 0.0 601.2 924.9E-6 14.58
11 1 0.0 601.2 924.9E-6 14.58
Minima
8 21 -52.56E-6 -601.2 -243.0E-6 0.0
5 16 425.1 -425.1 -36.64E-6 0.0
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Pile Design IRC (28m-28m)
Made by Date Checked
1.2 m Dia Pile UHM 23-Apr-2020
Section 1 Details
1.90% reinforcement in section 1 (Pile PL-1). Check this against code requirements.
ASSOCIATESCONSULTANTSPRIVATE
30TALTD
Contract DC04 Drg. Ref.
Pile Design IRC (28m-28m)
Made by Date Checked
1.2 m Dia Pile UHM 23-Apr-2020
Case N Myy Mzz M θ
[kN] [kNm] [kNm] [kNm] [°]