FOUNDATION DESIGN CALCULATIONSLIGHT MAST 25M HIGH – HMA 9251 Contents of report: 1 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: ▪ 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) 1.5 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) 1.6 ▪ 1.7 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 16.00 kN Table 1.1 1.7.2 Horizontal load Vertical load HMA 9251 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 3.1 DESIGN CALCULATIONS 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 : 2500 mm x 2500 mm x 1000 mm, ▪ Pedestal size ▪ Pedestal reinforcement Vertical reinforcement Horizontal reinforcement : 1200 mm x 1200 mm x 1000 mm, : T20 - 300 (both ways), : T20 - 300 (both ways). : 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. 15 25.00 14 22.00 13 20.37 12 18.00 11 17.00 10 15.50 9 14.00 8 12.00 7 10.12 6 9.00 5 7.00 4 5.50 3 2.00 2 0.40 1 0 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 3.00 1.00 1.25 3.00 Bolts : 3.00 4.00 Force Coefficients. 4.00 Head Shaft 4.00 CF CF 4.00 1.00 0.60 4.00 4.00 Shaft Material. 4.00 Grade Yield 4.00 S355 355 4.00 4.00 4.00 4.00 (Live) (Dead) (Dead) mm. m. kN.m. Gama Materials 1.15 1.15 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 12 18.00 11 17.00 10 15.50 9 14.00 8 12.00 7 10.12 2.37 1.00 1.50 1.50 2.00 1.88 1.12 6 9.00 2.00 5 7.00 4 5.50 1.50 3.50 3 2.00 1.60 2 0.40 1 0 0.40 150 172 194 206 219 236 254 261 268 280 291 302 313 328 342 356 370 379 387 402 416 428 439 465 490 502 514 517 520 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 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 2 Total Theoretical Tip Deflection : 2648 mm. (See note above.) Natural Frequency : 0.3073 Hertz Natural Period : 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 HEIGHT NO H m HEAD FRAME ! 25.00 15 25.00 14 14 22.00 13 20.37 12 18.00 11 17.00 10 15.50 9 14.00 8 12.00 7 10.12 13 12 11 10 9 8 7 6 6 9.00 5 7.00 4 5.50 5 4 3 3 2.00 2 0.40 1 0 2 1 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 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 3.00 65 3.00 73 4.00 63 4.00 67 4.00 73 4.00 78 4.00 86 4.00 93 4.00 97 4.00 104 4.00 110 4.00 123 4.00 129 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 0.19 1469.77 0.23 1441.64 0.26 14 13 12 1413.78 0.28 1386.20 0.29 1358.89 0.31 11 10 9 1331.84 0.33 1252.35 0.33 1175.30 0.33 1100.70 0.33 981.80 0.31 869.69 0.30 704.45 0.27 704.45 0.27 8 7 6 5 4 3 2 1 TOTAL HORIZ. SHEAR MOMENT kN kN.m DIRECT LOAD TOTAL LOAD MOMENT MOMENT kN kN.m kN.m 8.00 49.92 6.31 0.00 8.00 0.00 0.00 85.01 6.89 19.80 8.38 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 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 PL/RES ACCEPMOMENT TANCE kN.m FACTOR 15 2637 0.2403 0 S355 355 66.13 20.41 INFINITY 14 1948 0.2085 239 S355 355 112.11 34.61 0.73 13 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 8 14 138 kN. kN. kN.M. kN.M. Annexure –02 Design of foundation (using Prokon) 7 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 (m) Base width B (m) Column(s) Col 1 C (m) 1.20 D (m) 1.20 E (m) F (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) 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) fcu base (MPa) fcu columns (MPa) fy (MPa) Sketch of Base 2.50 2.50 Col 2 Load Case DL DL+WLx DL+WLy 1.2 0.75 1.0 25 20 30 0.3 75 75 75 75 0.9 1.4 160 1 1.5 30 30 460 Col no. 1 1 1 LF ovt LF ULS 1.5 1.5 1.5 1.5 1.5 1.5 P (kN) 16 16 16 Unfactored Loads Hx Hy (kN) (kN) 8 8 Mx (kNm) My (kNm) 14 138 8 138 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 B D1 A Y Mx P Z Hx 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) 11.51 SF overturning (ULS) 7.18 Safety Factor slip (ULS) 26.77 Safety Factor uplift (ULS) >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 (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 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 1.20 1.20 1.20 X 2.50 2.50 X 1.20 2.50 2.50 Y Y Mx Mx P P 1.20 0.75 54.98 kN/m² Soil Pressures at SLS Output for Load Case DL+WLx 1.00 Hx 1.00 Hx Output for Load Case DL+WLx Soil pressure (ULS) (kN/m²) 157.51 Soil pressure (SLS) (kN/m²) 105.88 SF overturning (SLS) 2.22 SF overturning (ULS) 1.38 Safety Factor slip (ULS) 26.77 Safety Factor uplift (ULS) >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 Max M (+) Max M (-) Max Shear Y 1.20 0.75 78.36 kN/m² Soil Pressures at ULS 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 1.20 1.20 1.20 X 2.50 X 2.50 Max M (+) Max M (-) Max Shear Y 1.20 2.50 2.50 Y Y Mx Mx P P 1.20 0.75 105.88 kN/m² Soil Pressures at SLS 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) 2.22 SF overturning (ULS) 1.38 Safety Factor slip (ULS) 26.77 Safety Factor uplift (ULS) >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 1.00 Hx 1.00 Hx 1.20 0.75 157.51 kN/m² Soil Pressures at ULS Job Number Sheet Job Title Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail :
[email protected] Client Calcs by Checked by Date Legend Load Case:DL+WLy BS8110 - 1997 Y 1.20 1.20 1.20 X 2.50 X 2.50 Max M (+) Max M (-) Max Shear Y 1.20 2.50 2.50 Y Y Mx Mx P P 1.00 Hx 1.00 Hx 1.20 1.20 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 E F F F F E col1 9T20-B-300 (B2) PLAN 4T20-E + 8T20-F + 10T20-G 3R12-H B B B B GGGGG E SECTION: col1 9T20-D-300 ABR (T2) B F F F F B SECTION B B B Annexure –03 Design Drawings 8