FOUNDATION DESIGN CALCULATIONS LIGHT MAST 25M HIGH – HMA 9251
Contents of report:
1
INTRODUCTION INTRODUCTION................................................ .................................................. ............................................ 3 1.1 General ............................................... .................................................. .................................................. .. 3 1.2 Objective ............................................ .................................................. .................................................. .. 3 1.3 Design methodology .................................................. .................................................. ............................ 3 1.4 Materials .................................................................................................................................................. 3 1.5 Software applied ........................................ ........................................ .................................................. ............................................ 3 1.6 Loads .................................................. .................................................. .................................................. .. 3
2
DESIGN CALCULATIONS................................................ .................................................. ............................ 5 2.1 Introduction................................................ .................................................. ............................................ 5 2.2 Design of footing ....................................... .................................................. ............................................ 5
List of annexes
Annex 01. Annex 02. Annex 03.
Reference data Footing design for light pole HMA 9251 Drawings
2
1
INTRODUCTION
1.1
General
This document presents the design calculations of of HMA 9251 Duo decagon Light pole foundation. HMA 9251 is for light mast of 25m high. It is supported on individual spread footing.
1.2
Objective
The design of reinforced concrete design consists of the following objective: ▪ ▪
Determination of working loads, Foundation design.
1.3
Design methodology
1.3.1
Codes and standards
Following codes shall be considered in the design: ▪
BS8110: Structural use of concrete
1.3.2 ▪
1.4
Reference Documents
Vendor documents – HMA 9251
Materials
The material qualities are considered as follows: ▪
▪
▪
1.5 ▪
1.6 ▪
1.7
Concrete grade : C30 Reinforcement steel : B 460 to BS EN 10080, with min. yield strength of 460 N/mm2. Anchor bolt : Provided by vendor (M27/ Grade 8.8)
Soil Safe bearing Capcity
Safe bearing capacity of soil : 160 kN/sq.m (Refer Geotechnical Site Invesitgation Report SD1400005 from ACES dated 3rd March 2014)
Software applied
PROKON : Foundation design.
Loads
The structure is exposed to the following loads: 3
▪
▪
Permanent: Vertical load caused by the self-weight. Incidental: Wind load. -
1.7.1
Self-weight
The load case consists of the self-weight of light pole which is provided by vendor and is attached in Annex 01. The load is tabulated below: Item
HMA 9251
16.00 kN
Table 1.1
1.7.2
Horizontal load
Vertical load
Dead load moment
8.00 kN
14.00 kN.m
Self-weight loads
Wind load (WIND)
Wind load is applied on the exposed area of the steel structure with a design wind pressure of 1.25 kPa. The design wind pressure of 1.25 kPa is calculated for a wind speed of 45 m/sec. The load on the foundation due to wind is provided by the vendor and is attached in Annex 01. The load is tabulated below: Wind load moment
Item
HMA 9251
Table 1.2
1.7.3
138.0 kN.m
Wind load
Load combinations
The load combinations are taken as BS codes and standards
The safety factors are considered Load characteristics
Permanent actions
Variable actions
Unfavourable
1.40
1.50
Favourable
1.00
0.00
Subsoil capacity evaluation
1.00
0.00
Table 1.3
Safety factors of the actions
The partial factors for materials in ULS are as follows: Material
Material factor
Concrete
1.50
Reinforcing steel
1.15
Structural steel (strength / stability)
1.10
Table 1.4
Material factors
4
3
DESIGN CALCULATIONS
3.1
Introduction
After the evaluation of the working loads presented in Section 1.7, the reinforced concrete footing is modelled in Prokon to check for strength and stability.
3.2
Design of footing
One reinforced concrete footing will be used to support the steel structure of light pole HMA 9251. The forces considered at the top of the pedestal are the supports reactions in SLS (provided by the vendor). The footing has been designed in Prokon.
The summary of the footing design for HMA 9251 is as follows: ▪
▪
▪
▪
Footing size Footing reinforcement Top reinforcement Bottom reinforcement Pedestal size Pedestal reinforcement Vertical reinforcement Horizontal reinforcement
: 2500 mm x 2500 mm x 1000 mm, : T20 - 300 (both ways), : T20 - 300 (both ways). : 1200 mm x 1200 mm x 1000 mm, : 24 T20, : T12 - 100.
5
Annexure – 01 Reference Data
6
Page No:___________ Initials:___________ Date:__08/12/05__
CU Lighting Ltd. Highmast Design (Duo). Version: 1*09 Job Ref:
HMA9251 Duodecagon Mast (10xM27). Data and Introduction.
Mast Height m. : Head Load (V) kN. : Mast Details: Joint Heights No. m.
25.00 8.00
Across Flats mm. Top : 150 Bottom : 520 Height of flange above ground level : 0 Head Frame Moment : Dead : 0.00 Live : 0.00 Additional Loads: (Live: S. Dead: M & V.) Factors: Thickness Shears Moments Vertical Gama Gama mm. kN. kN.m. kN. Dead Wind
15 14
25.00 22.00
3.00 3.00
13 12 11 10 9 8 7 6 5 4 3 2 1
20.37 18.00 17.00 15.50 14.00 12.00 10.12 9.00 7.00 5.50 2.00 0.40 0
3.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00
1.00
1.25 Bolts :
mm. m. kN.m. Gama Materials 1.15 1.15
Force Coefficients. Head Shaft CF CF 1.00 0.60 Shaft Material. Grade Yield S355 355
(Live)
(Dead)
(Dead)
Wind loading for a Duodecagon (20 sided) High Mast is in accordance with the ILE Technical Report Number 7, based on BS CP3 Chapter V Part 2. In this Standard the Basic Wind Speed is the 3 second gust speed estimated to be exceeded only once in 50 years. The force coefficient Cf for a 20 sided polygon section with rounded corners from De Havilland wind tunnel investigations has been found to be a worst case of 0.6 when "point into wind". Mean hourly wind speed factor is given in Appendix A , Paragraph A1 for each Category.
Head Area Sq.M. :
3.37
Wind Factors S1 : S2 : S3 :
1.00 2A 0.95
Basic Wind Speed :
45
m/sec.
Topography Factor. Category , based on Table 3. Hourly Factor : Statistical Probability Factor.
1.70
1 Mean Hourly Wind Speed = Basic Wind Speed / Hourly Factor From tests the Log Decrement is 0.20 and the Nf in hertz is Hence (Natural Frequency) / (Mean Hourly Wind Speed) From the graph in Technical Report No 7, the Beta Factor The Delta Factor is obtained from 1 - 0.006(Mast Height - 3) Hence the Magnification Factor, the product of Delta & Beta
= = = = =
26.5 0.31 0.012 1.40 0.87 1.21
Foundation Studs. Type of stud :- McCall’s High Strength Precision Ties. Flange Yield : Ultimate Tensile : 775 N/sq. mm. Bolt Diameter : Proof Stress(.2%) : 585 N/sq. mm. Number equispaced : Elastic Modulus : 205 kN/sq. mm. Pitch Circle Diameter : Threads are :- ISO metric coarse pitch to BS3643 Part 2, cold rolled. V.No. 1*09 Maximum Stud Load :-
HMA9251 Design v1_09
(see below)
275 27 10 650
N/sq.mm. mm. no. mm.
259
kN.
Page No:___________ Initials:___________ Date:__08/12/05__
CU Lighting Ltd. Highmast Design (Duo). Version: 1*09 Job Ref:
HMA9251 Duodecagon Mast (10xM27). Natural Frequency Calculation.
The Natural Frequency is derived from the formula given in the Netherlands Standard NEN 3850 TGB 1972., and is equal to : Squareroot of (0.25 / Tip Deflection ) . The tip deflection is calculated under self weight assuming an Elastic Modulus of 210 kN./sq.mm.
JOINT NO
HEIGHT H m
MEMBER LENGTHS m
A/F D mm
THICK T mm
ELASTIC MEMBER MODULUS WEIGHTS cm^3 kg
HEAD FRAME WEIGHT kg. 15
25.00 3.00
14
22.00 1.63
13
20.37 2.37
12
18.00 1.00
11
17.00 1.50
10
15.50 1.50
9
14.00 2.00
8
12.00 1.88
7
10.12 1.12
6
9.00 2.00
5
7.00 1.50
4
5.50 3.50
3
2.00 1.60
2
0.40 0.40
1
0
2 Total Theoretical Tip Deflection : Natural Frequency : Natural Period :
150 172 194 206 219 236 254 261 268 280 291 302 313 328 342 356 370 379 387 402 416 428 439 465 490 502 514 517 520
3.00 3.00 3.00 3.00 3.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00
2648 mm.
49.92 39.36 85.01 25.64 107.97 56.84 192.68 26.52 216.40 42.60 254.55 45.98 295.79 66.57 355.60 68.06 416.85 43.07 455.65 81.60 529.22 65.15 588.01 165.17 737.24 81.64 811.07 21.01 830.08 (See note above.)
0.3073 Hertz 3.25 Secs.
Note: The deflection shown on this page is not the actual deflection under wind load but the deflection used to calculate natural frequency. (See text at top of page.) For actual wind load deflection refer to later serviceability calculation. V.No. 1*09
HMA9251 Design v1_09
815.49
Page No:___________ Initials:___________ Date:__08/12/05__
CU Lighting Ltd. Highmast Design (Duo). Version: 1*09 Job Ref:
HMA9251 Duodecagon Mast (10xM27). Mast Data and Wind Pressure.
MEMBER NO
JOINT NO
HEIGHT H m
HEAD FRAME !
25.00
15
25.00
14 14
22.00
13 13
20.37
12 12
18.00
11 11
17.00
10 10
15.50
9 9
14.00
8 8
12.00
7 7
10.12
6 6
9.00
5 5
7.00
4 4
5.50
3 3
2.00
2 2
0.40
1 1
0
A/F D mm
150 172 194 206 219 236 254 261 268 280 291 302 313 328 342 356 370 379 387 402 416 428 439 465 490 502 514 517 520
THICK T mm
3.00 3.00 3.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00
RATIO D/T
V.No. 1*09
HMA9251 Design v1_09
DESIGN PRESSURE SPEED m/s N/sq.m
1.05
44.89
1235.13
1.05
44.89
1235.13
1.04
44.46
1211.71
1.03
44.03
1188.52
1.02
43.61
1165.56
1.01
43.18
1142.81
1.00
42.75
1120.30
0.99
42.32
1098.00
0.96
41.04
1032.46
0.93
39.76
968.94
0.90
38.48
907.44
0.85
36.34
809.41
0.80
34.20
716.99
0.72
30.78
580.76
0.72
30.78
580.76
50 65 73 63 67 73 78 86 93 97 104 110 123 129
4.00
130
Max D/T:
130
3 Taper : 14.80
FACTOR S2
Page No:___________ Initials:___________ Date:__08/12/05__
CU Lighting Ltd. Highmast Design (Duo). Version: 1*09 Job Ref:
HMA9251 Duodecagon Mast (10xM27). Ultimate Limit State Calculation.
JOINT EFFECT NO PRESSURE N/sq.m
WIND LOAD kN/m
ELASTIC MODULUS cm^3
1498.17
6.31
15 1498.17
1
5.62
25.43
107.97
7.26
31.34
8.63
8.34
39.68
192.68
7.87
49.27
9.18
11.91
61.18
216.40
8.14
57.27
9.43
13.28
70.56
254.55
8.58
69.82
9.84
15.22
85.03
295.79
9.04
83.03
10.29
16.99
100.02
355.60
9.70
101.77
10.93
19.10
120.87
416.85
10.32
120.59
11.58
20.82
141.41
455.65
10.70
132.36
12.00
21.71
154.08
529.22
11.36
154.42
12.79
23.08
177.50
588.01
11.83
171.82
13.42
23.89
195.71
737.24
12.89
215.09
15.01
25.11
240.20
811.07
13.32
236.06
15.80
25.29
261.35
830.08
13.43
241.41
16.00
25.30
266.71
0.27
2 704.45
8.38
0.30
3 704.45
19.80
0.31
4 869.69
6.89
0.33
5 981.80
85.01
0.33
6 1100.70
0.00
0.33
7 1175.30
0.00
0.33
8 1252.35
8.00
0.31
9 1331.84
0.00
0.29
10 1358.89
6.31
0.28
11 1386.20
49.92
0.26
12 1413.78
8.00
0.23
13 1441.64
DIRECT LOAD TOTAL LOAD MOMENT MOMENT kN kN.m kN.m
0.19
14 1469.77
TOTAL HORIZ. SHEAR MOMENT kN kN.m
0.27
4 Approximate Mast Weight :
V.No. 1*09
HMA9251 Design v1_09
910 kg inc.
Page No:___________ Initials:___________ Date:__08/12/05__
CU Lighting Ltd. Highmast Design (Duo). Version: 1*09 Job Ref:
HMA9251 Duodecagon Mast (10xM27). Ultimate Limit State Calculation.
Note:
Bending Stress (Elastic, unfactored) for flange bolt designs only.
JOINT NO
DEFLECTION mm.
ROTAT- BENDING ION STRESS RADS. N/sq.mm
STEEL GRADE
YIELD STRESS N/sq.mm
PLASTIC MODULUS cm^3
15
2637
0.2403
14
1948
13
PL/RES ACCEPMOMENT TANCE kN.m FACTOR
0
S355
355
66.13
20.41
INFINITY
0.2085
239
S355
355
112.11
34.61
0.73
1627
0.1830
294
S355
355
142.15
42.45
0.93
12
1225
0.1541
254
S355
355
254.21
78.47
0.78
11
1077
0.1423
261
S355
355
285.24
87.47
0.81
10
876
0.1254
267
S355
355
335.15
100.17
0.85
9
699
0.1094
271
S355
355
389.08
113.55
0.88
8
500
0.0897
272
S355
355
467.24
132.41
0.91
7
347
0.0726
271
S355
355
547.23
151.19
0.94
6
271
0.0630
271
S355
355
597.89
162.83
0.95
5
160
0.0471
268
S355
355
693.92
184.48
0.96
4
98
0.0359
266
S355
355
770.64
201.42
0.97
3
12
0.0122
261
S355
355
965.29
243.18
0.99
2
0
0.0024
258
S355
355
1061.56
263.30
0.99
1
0
0.0000
257
S355
355
1086.35
268.43
0.99
5 STRESS:
V.No. 1*09
HMA9251 Design v1_09
294 max. (See Note.)
MAX AF:
0.99
Page No:___________ Initials:___________ Date:__08/12/05__
CU Lighting Ltd. Highmast Design (Duo). Version: 1*09 Job Ref:
HMA9251 Duodecagon Mast (10xM27). Serviceability Limit State Calculation.
JOINT NO
TOTAL HORIZ. SHEAR MOMENT kN kN.m 5.05
DIRECT LOAD TOTAL LOAD MOMENT MOMENT kN kN.m kN.m
DEFLECTION mm.
ROTATION rads.
8.00
15
5.05
0.00
8.00
0.00
0.00
2110
0.1923
14
5.51
15.84
8.38
4.50
20.34
1558
0.1668
13
5.81
25.07
8.63
6.67
31.74
1302
0.1464
12
6.29
39.41
9.18
9.53
48.94
980
0.1232
11
6.52
45.82
9.43
10.63
56.45
862
0.1138
10
6.86
55.85
9.84
12.17
68.03
701
0.1003
9
7.23
66.43
10.29
13.59
80.02
559
0.0876
8
7.76
81.42
10.93
15.28
96.70
400
0.0717
7
8.26
96.47
11.58
16.65
113.13
277
0.0581
6
8.56
105.89
12.00
17.37
123.26
217
0.0504
5
9.09
123.54
12.79
18.46
142.00
128
0.0376
4
9.47
137.46
13.42
19.12
156.57
78
0.0287
3
10.32
172.07
15.01
20.09
192.16
10
0.0098
2
10.66
188.85
15.80
20.23
209.08
0
0.0019
1
10.74
193.13
16.00
20.24
213.37
0
0.0000
6
V.No. 1*09
HMA9251 Design v1_09
Page No:___________ Initials:___________ Date:__08/12/05__
CU Lighting Ltd. Highmast Design (Duo). Version: 1*09 Job Ref:
HMA9251 Duodecagon Mast (10xM27). Foundation Stud Design.
Foundation Stud Properties. Type of stud :- McCall’s High Strength Precision Ties. Ultimate Tensile Strength : Proof Stress (0.2%) : Elastic Modulus : Bolt Material Factor :
775 N/sq. mm. 585 N/sq. mm. 205 kN/sq. mm. 1.15
Threads are :- ISO metric coarse pitch to BS3643 Part 2, cold rolled. Diameter (maximum) : Number equispaced : Pitch Circle Diameter :
27 mm. 10 no. 650 mm.
Maximum Stud Load :-
259 kN.
Mast Section Analysed. Diameter (across flats) : Section Thickness : Section Area : Section stress (inc. LF) :
520 4 6535 257.04
mm. mm. sq. mm. N/sq. mm.
Stud Acceptance Factor. AF = ( Diameter * Mast Area * Stress* gamma f * gamma mb ) ( PCD * No of Studs * Max Stud Load *10^3)
AF = Foundation Loading. 7 Using a Beta factor of :-
Vertical load : Horizontal shear : Dead load bending moment : Wind bending moment : NOTE: The above loads are all unfactored.
V.No. 1*09
HMA9251 Design v1_09
0.75 Must be less than unity.
1.40 16 kN. 8 kN. 14 kN.M. 138 kN.M.
Annexure –02 Design of foundation (using Prokon)
7
Job Number
Sheet
Job Number
Sheet
Job Title Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail :
[email protected]
Client Calcs by
Checked by
Date
Column Base Design : C15
Input Data Base length A Base width B Column(s) C D E F
(m) 2.50 (m) 2.50 Col 1 Col 2 (m) 1.20 (m) 1.20
(m) (m) Stub column height X (m) Base depth Y (m) Soil cover Z (m) Concrete density (kN/m3) Soil density (kN/m3) Soil friction angle (°) Base friction constant Rebar depth top X (mm)
1.2 0.75 1.0 25 20 30 0.3 75
Rebar depth top Y (mm) Rebar depth bottom X (mm) Rebar depth bottom Y (mm) Ovt. load factor: Self weight ULS load factor: Self weight Max. SLS bearing pr. (kN/m²) S.F. Overturning (ULS) S.F. Slip (ULS)
75 75 75 0.9 1.4 160 1 1.5
fcu base fcu columns fy
Unfactored Loads Load Case DL DL+WLx DL+WLy
Col no. 1 1 1
LF ovt 1.5 1.5 1.5
LF ULS 1.5 1.5 1.5
P (kN) 16 16 16
Hx (kN)
Hy (kN)
8 8
Mx (kNm)
My (kNm)
14 138 8
138
(MPa) 30 (MPa) 30 (MPa) 460
Sketch of Base
Job Number
Sheet
Job Number
Sheet
Job Title Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail :
[email protected]
Client Calcs by
Checked by
BS8110 - 1997
Date
Y
C1 X D1
B
A Y
Mx P Hx
Z
X
Y
Output for Load Case DL Output for Load Case DL Soil pressure (ULS) (kN/m²) 78.36 Soil pressure (SLS) (kN/m²) 54.98 SF overturning (SLS) SF overturning (ULS) Safety Factor slip (ULS) Safety Factor uplift (ULS)
11.51 7.18 26.77 >100
Bottom Design moment X (kNm/m) 4.47 Reinforcement X (mm²/m) 16 Design moment Y (kNm/m) 1.49 Reinforcement Y (mm²/m) 5 Top Design moment X (kNm/m) -1.48 Reinforcement X (mm²/m) 5 Design moment Y (kNm/m) 0.00 Reinforcement Y (mm²/m) 0 Linear Shear X (MPa) 0.000 vc (MPa) 0.357 Linear Shear Y vc Linear Shear Other Punching Shear vc Cost
(MPa) (MPa) (MPa) (MPa) (MPa)
0.000 0.357 0.000 N.A. N.A. 0.00
Job Number
Sheet
Job Number
Sheet
Job Title Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail :
[email protected]
Client Calcs by
Checked by
Date
Load Case:DL
Legend
BS8110 - 1997
Y
Y
1.20
1.20 X
0 5 . 2
1.20
Max M (+) Max M (-) Max Shear
X
0 5 . 2
1.20
2.50
2.50
Y
Y
Mx
Mx P
P
Hx
Hx 0
0 1.20 . 1
0.75
54.98 kN/m²
Soil Pressures at SLS
0
0 1.20 . 1
0.75
78.36 kN/m²
Soil Pressures at ULS
Output for Load Case DL+WLx Output for Load Case DL+WLx Soil pressure (ULS) (kN/m²) 157.51 Soil pressure (SLS) (kN/m²) 105.88 SF overturning (SLS) SF overturning (ULS) Safety Factor slip (ULS) Safety Factor uplift (ULS)
2.22 1.38 26.77 >100
Bottom Design moment X (kNm/m) 18.10 Reinforcement X (mm²/m) 65 Design moment Y (kNm/m) 1.49 Reinforcement Y (mm²/m) 5 Top Design moment X (kNm/m) -11.45 Reinforcement X (mm²/m) 41 Design moment Y (kNm/m) 0.00 Reinforcement Y (mm²/m) 0 Linear Shear X (MPa) 0.000 vc (MPa) 0.357 Linear Shear Y (MPa) 0.000 vc (MPa) 0.357 Linear Shear Other (MPa) 0.000 Punching Shear (MPa) N.A. vc (MPa) N.A. Cost 0.00
Job Number
Sheet
Job Number
Sheet
Job Title Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail :
[email protected]
Client Calcs by
Checked by
Date
Load Case:DL+WLx BS8110 - 1997
Legend
Y
Y
1.20
1.20 X
0 5 . 2
1.20
Max M (+) Max M (-) Max Shear
X
0 5 . 2
1.20
2.50
2.50
Y
Y
Mx
Mx P
P
Hx
Hx 0
0 1.20 . 1
0.75
105.88 kN/m²
Soil Pressures at SLS
0
0 1.20 . 1
0.75
157.51 kN/m²
Soil Pressures at ULS
Output for Load Case DL+WLy Output for Load Case DL+WLy Soil pressure (ULS) (kN/m²) 157.51 Soil pressure (SLS) (kN/m²) 105.88 SF overturning (SLS) SF overturning (ULS) Safety Factor slip (ULS) Safety Factor uplift (ULS)
2.22 1.38 26.77 >100
Bottom Design moment X (kNm/m) 1.49 Reinforcement X (mm²/m) 5 Design moment Y (kNm/m) 18.10 Reinforcement Y (mm²/m) 65 Top Design moment X (kNm/m) 0.00 Reinforcement X (mm²/m) 0 Design moment Y (kNm/m) -11.45 Reinforcement Y (mm²/m) 41 Linear Shear X (MPa) 0.000 vc (MPa) 0.357 Linear Shear Y (MPa) 0.000 vc (MPa) 0.357 Linear Shear Other (MPa) 0.000 Punching Shear (MPa) N.A. vc (MPa) N.A. Cost 0.00
Job Number
Sheet
Job Number
Sheet
Job Title Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail :
[email protected]
Client Calcs by
Checked by
Date
Load Case:DL+WLy BS8110 - 1997
Legend
Y
Y
1.20
1.20 X
0 5 . 2
1.20
Max M (+) Max M (-) Max Shear
X
0 5 . 2
1.20
2.50
2.50
Y
Y
Mx
Mx P
P
Hx
Hx 0 0 . 1
0
1.20
0 1.20 . 1
0.75
105.88 kN/m²
Soil Pressures at SLS
0.75
157.51 kN/m²
Soil Pressures at ULS
9T20-C-300 ABR (T1) 9T20-A-300 (B1)
R12-H E
GGGGG
F F F F E col1
9T20-B-300 (B2) PLAN
4T20-E + 8T20-F + 10T20-G 3R12-H
B
B
B
B
F F F F GGGGG
E
SECTION: col1
9T20-D-300 ABR (T2)
B
E
B
SECTION
B
B
B
Annexure –03 Design Drawings
8
