Statical Calculation of 50m Tower

STATICAL CALCULATION

MITAS STANDARD TOWER 50m SS TOWER

0 REV. NO.

FIRST ISSUE

Y.Z.ORAL

S.CILIZ

23.09.2008

DESCRIPTION

DESIGNER

CONTROL

DATE

S.CILIZ FINAL CONTROL

MITAS STANDARD TOWER “50m SS TOWER”

CONTENT: 1. GENERAL REMARKS 2. MATERIAL 3. MAX SLENDERNESS RATIO 4. REFERENCED DOCUMENTS 5. LOAD DETERMINATION 5.1.LOAD COMBINATION 5.2.WIND LOAD CALCULATION 5.1.1 WIND LOAD CALCULATION ON TOWER BODY 6. STRUCTURAL CALCULATION 7. DESIGN INPUT 8. DESIGN OUTPUT 9. FOUNDATION LOAD 10. DEFLECTION CALCULATION APPENDIX A.GLOSSARY B.OUTLINE C.FOUNDATION DRAWING

DATE:23.09.2008

PAGE No : 1 REV No : 0


1. GENERAL REMARKS Antenna Tower for 50 m. height is designed as Lattice type self-supporting tower. The total design wind load includes the sum of the horizontal forces applied to the tower itself in the direction of the wind and the design wind load on discrete appurtenances (antennas, ladder, cables...). Total design effected antenna for this type is 32.37m2 to 38m2 and 167 mm/m vertical cable area (~100 mm/m effective area,according to Euronorm, 60% reduction factor can be used for accessories at the inside of the tower) along the tower. This tower shall be capable of withstanding a maximum wind speed of 145 km/hr to 151.2km/hr at above 10 m. from ground level and it will be increased with height according to EIA standard. Operational wind speed is 101.5 km/hr to 105.8 km/hr and under operational wind load maximum displacement, twist and sway at top of tower should be less than 0,50°. The maximum member stresses and structure reactions are determined considering the wind directions resulting in maximum wind forces and twisting moments. According to EIA -222 F standard, for structures under 213 m. in height, allowable stresses may be increased 1/3 for each load combinations. 2. MATERIAL STEEL ANGLES AND PLATES: IN ACCORDANCE WITH EN 10025 YIELD POINT IN TENSION MEMBERS MILD STEEL S 235 JR: 235 N/mm2 HIGH STEEL S 355 JR: 355 N/mm2 BOLTS: IN ACCORDANCE WITH ISO 898/1 QUALITY 8.8 ALLOWABLE SHEAR STRESS ON BOLTS: 233 N/mm2 ALLOWABLE BEARING STRESS IN BOLTS MILD STEEL S 235 JR: 432 N/mm2 HIGH STEEL S 355 JR: 612 N/mm2 Corner Leg All other profiles Bolts

S355JR according to EN 10025 S235JR according to EN 10025 Quality 8.8 according to ISO 8.8

3. MAXIMUM SLENDERNESS RATIO OF TOWER MEMBERS MAIN MEMBERS: 120 STRESSED BRACINGS: 200 REDUNDANT MEMBERS: 250 TENSION ONLY MEMBERS: 350 4. REFERENCED DOCUMENTS (1) EIA/TIA-222-F(1996),

Structural Standards for Steel Antenna Towers and Antenna Supporting Structure

(2) ACI 318, DATE:23.09.2008

Building Code Requirement for Structural Concrete PAGE No : 2 REV No : 0

MITAS STANDARD TOWER “50m SS TOWER” (3) AISC SPECIFICATION,

Manuel of Steel Construction (Sixth Edition)

(4) ANSI/ ASCE STANDARD

5. LOAD DETERMINATION 5.1 LOAD COMBINATION Description LC1

Design wind 0 deg

Dead load + 0 deg design wind load

LC2

Design wind 45 deg

Dead load + 45 deg design wind load

LC3

Operational wind 0 deg

Dead load + 0 deg deflection wind load

LC4

Operational wind 45 deg

Dead load + 45 deg deflection wind load

5.2 WIND LOAD CALCULATION ON TOWER AND ACCESSORIES 5.2.1 WIND LOAD ON TOWER BODY(TIA-EIA-222-F)

For latticed structures, the total design wind load shall include the sum of the horizontal forces applied to the structure in the direction of the wind and the design wind load on discrete appurtenances. The horizontal force(F) applied to each section of the structure shall be calculated from the equations:

F = qz xGHx [CFAE+sum(CAAA)] where

qz = Velocity pressure = 0.613 x Kz x V2

(PA)

GH=0.65+0.60/(h/10)1/7 for h in meters qz = Velocity pressure (Pa) Kz = (z/10)2/7 for z in meters.....................1.00
DATE:23.09.2008


MITAS STANDARD TOWER “50m SS TOWER” The above loads were calculated by software TOWER automatically. 6.STRUCTURAL CALCULATION 6.1 GENERAL INFORMATION ALLOWABLE STRESSES: TOWER MEMBERS : The allowable stresses of tower members conform to AISC specification and are computed as follows Minimum yield stress :Fy Ultimate tensile strength :Fu Compression Members : Comp. Cap= Design Stress (Fa) x Gross cross section area if KL/r < Cc Fa = [ (1 - 0.5 {(KL/r)/Cc}2 ) Fy ] SI/ SF1 SF1 = 5/3 + (3/8) { (KL/r)/Cc} - (1/8){ (KL/r)/Cc}3 Fa= [π 2 E/ (KL/r)2 ] SI / SF2 if KL/r > Cc SF2 = 23/12 Cc = π x SQRT {(2E/Fy)} SI = allowable stress increase factor ( 1.33 allowed for short structures) For compression members with L/r< 120 , the effective slenderness ratio KL/r in above equation is ; KL/r = L/r.......................................................for no eccentricity at both ends (eccentricity code IECC=1, curve1) KL/r = 30+0.75L/r........................................for eccentricity at one end only (eccentricity code IECC=2, curve2) KL/r = 60+0.5L/r..........................................for eccentricities at both ends (eccentricity code IECC=3, curve3) For members with L/r> 120 , the effective slenderness ratio is ; KL/r = L/r............................................................for member unrestrained at both ends (restraint code IRES=1, curve4) KL/r = 28.6+0.762L/r........................................for partial restraint at one end only (restraint code IRES=2, curve5) KL/r = 46.2+0.615L/r........................................for partial restraint at both ends (restraint code IRES=3, curve6) Tension Members : The allowable tension capacity of an angle member is the smallest of : Tens. Cap = 0.5 Fu x Net cross section area An or Tens. Cap = 0.6 Fy x Gross cross section area Ag The net cross section area An is the gross cross-sectional area Ag minus the loss due to holes or other openings at the section being investigated. The diameter of a hole is specified as a bolt diameter with 1.1 mm. hole tolerances.

DATE:23.09.2008


MITAS STANDARD TOWER “50m SS TOWER” BOLTED CONNECTIONS : The allowable shear capacity of a bolted angle connection is : SHEAR CAP = Shear capacity (Fv) of one bolt x Number of bolts Fv = Fy x 0.62 / 1.67 The bearing capacity of a bolted connections is: BEAR CAP = Bearing Area x Fu x 1.2 where the bearing area is the bolt diameter times the thickness of the connected part and Fu is the specified minimum unit tensile strength of the member.

DATE:23.09.2008


MITAS STANDARD TOWER “50m SS TOWER” 7. DESIGN INPUT DATA ******************************************************************************* * * * TOWER - Analysis and Design - Copyright Power Line Systems, Inc. 1986-2006 * * * ******************************************************************************* Project Name : Project Notes: Project File : Date run : by : Tower Version 8.27 Licensed to : MITAS Successfully performed linear analysis The model has 0 warnings.

Member check option: TIA/EIA 222-F Connection rupture check: Not Checked Crossing diagonal check: Fixed Steel Material Properties: Steel Modulus Yield Ultimate Member Member Member Member Member Member Material of Stress Stress All. Stress All. Stress Rupture Rupture Bearing Bearing Label Elasticity Fy Fu Hyp. 1 Hyp. 2 Hyp. 1 Hyp. 2 Hyp. 1 Hyp. 2 (MPa) (MPa) (MPa) (MPa) (MPa) (MPa) (MPa) (MPa) (MPa) -------------------------------------------------------------------------------------------S235JR 2.062e+005 235 360 0 0 0 0 0 0 S355JR 2.062e+005 355 510 0 0 0 0 0 0 Bolt Properties: Bolt Bolt Hole Ultimate Default Default Shear Shear Label Diameter Diameter Shear End Bolt Capacity Capacity Capacity Distance Spacing Hyp. 1 Hyp. 2 (cm) (cm) (kN) (cm) (cm) (kN) (kN) ---------------------------------------------------------------------------------M16 SINGLE ACT. 8.8 1.6 1.75 46.87 0 0 0 0 M16 DOUBLE ACT. 8.8 1.6 1.75 93.74 0 0 0 0

DATE:23.09.2008


MITAS STANDARD TOWER “50m SS TOWER” EIA Sections Information: Section Label

Top Bottom Joint Member Top Bottom Gross Face Af Face Ar Dead Z Z Count Count Width Width Area Adjust Adjust Load (m) (m) (m) (m) (m^2) Factor Factor Factor ----------------------------------------------------------------------------1 50.000 44.000 20 48 2.00 2.00 12.00 1.1450 1.0000 1.000 2 44.000 38.000 16 40 2.00 2.00 12.00 1.1500 1.0000 1.000 3 38.000 35.000 8 12 2.00 2.32 6.47 1.1000 1.0000 1.000 4 35.000 30.000 8 12 2.32 2.84 12.89 1.2700 1.0000 1.000 5 30.000 25.000 8 12 2.84 3.37 15.53 1.2750 1.0000 1.000 6 25.000 20.000 8 12 3.37 3.89 18.16 1.3100 1.0000 1.000 7 20.000 15.000 8 12 3.89 4.42 20.79 1.3500 1.0000 1.000 8 15.000 10.000 8 12 4.42 4.95 23.42 1.3700 1.0000 1.000 9 10.000 5.000 8 12 4.95 5.47 26.05 1.4100 1.0000 1.000 10 5.000 0.000 8 12 5.47 6.00 28.68 1.4300 1.0000 1.000 Linear Appurtenances: Description From To Quantity Shape Width or Perimeter Unit In Include in Diameter Weight Face Wind Load (m) (m) (cm) (cm) (N/m) Zone -------------------------------------------------------------------------------accessories 0 50 1 Flat 12.5 0 250 No Yes cable 0 50 1 Round 12.5 0 250 No Yes

DATE:23.09.2008


MITAS STANDARD TOWER “50m SS TOWER” Sections: The adjustment factors below only apply to dead load and wind areas that are calculated for members in the model. They do not apply to equipment or to manually input dead load and drag areas. Section Joint Dead Transverse Longitudinal Transverse Longitudinal Af Flat Ar Round Transverse Longitudinal SAPS Angle SAPS Round Force Label Defining Load Drag x Area Drag x Area Area Factor Area Factor Factor Factor Drag x Area Drag x Area Drag x Area Drag x Area Solid Section Adjust. Factor Factor (CD From (CD From For Face For Face Factor Factor Factor Factor Face Bottom Factor For Face For Face Code) Code) EIA Only EIA Only For All For All ----------------------------------------------------------------------------------------------------------------------------------------------------1 13S 1.000 0.000 0.000 0.000 0.000 1.145 1.000 0.000 0.000 0.000 0.000 None 2 BP 1.000 0.000 0.000 0.000 0.000 1.150 1.000 0.000 0.000 0.000 0.000 None 3 9S 1.000 0.000 0.000 0.000 0.000 1.100 1.000 0.000 0.000 0.000 0.000 None 4 7S 1.000 0.000 0.000 0.000 0.000 1.270 1.000 0.000 0.000 0.000 0.000 None 5 5S 1.000 0.000 0.000 0.000 0.000 1.275 1.000 0.000 0.000 0.000 0.000 None 6 4S 1.000 0.000 0.000 0.000 0.000 1.310 1.000 0.000 0.000 0.000 0.000 None 7 3S 1.000 0.000 0.000 0.000 0.000 1.350 1.000 0.000 0.000 0.000 0.000 None 8 2S 1.000 0.000 0.000 0.000 0.000 1.370 1.000 0.000 0.000 0.000 0.000 None 9 1S 1.000 0.000 0.000 0.000 0.000 1.410 1.000 0.000 0.000 0.000 0.000 None 10 CP 1.000 0.000 0.000 0.000 0.000 1.430 1.000 0.000 0.000 0.000 0.000 None

DATE:23.09.2008


MITAS STANDARD TOWER “50m SS TOWER” 8. DESIGN OUTPUT *** Loads Data Structure Height Summary (used for calculating wind/ice adjust with height): Structure height above ground 50.00 (m) Elevation of structure bottom for wind height adjustment: 0.00 (m) Structure height for structure gust response factor: 50.00 (m) Structure gust response factor, Gh: 1.1272 Guy installation temperature: 0.00 (deg C) Tower Type: Rectangular Latticed EIA Rev. F Load Cases: Load Case Dead Load Wind Load Ice Load Strength Allowable Basic Wind Ice Ice Temperature Point Joint Description Factor Factor Factor Factor Stress Wind Dir. Thick. Density Loads Displ. Increase Speed Factor (m/s)(Deg) (cm) (N/m^3) (deg C) ---------------------------------------------------------------------------------------------------------------------------------------0° wind load 1.4000 1.0000 1.0000 1.0000 1.3300 40.280 0 0.0000 0.0000 0.0 16 loads 45° wind load 1.4000 1.0000 1.0000 1.0000 1.3300 40.280 45 0.0000 0.0000 0.0 16 loads 0° operational wind load 1.4000 1.0000 1.0000 1.0000 1.3300 28.190 0 0.0000 0.0000 0.0 16 loads 45° operational wind load 1.4000 1.0000 1.0000 1.0000 1.3300 28.190 45 0.0000 0.0000 0.0 16 loads Concentrated Loads for Load Case "0° wind load": Joint Force Force Force Moment Moment Moment Load Label X-Dir Y-Dir Vertical X-Axis Y-Axis Z-Axis Comment (N) (N) (N) (N-m) (N-m) (N-m) -------------------------------------------------------------AP 3814 0 2000 0 0 0 AX 3814 0 2000 0 0 0 AXY 3814 0 2000 0 0 0 AY 3814 0 2000 0 0 0 15S 3814 0 2000 0 0 0 15X 3814 0 2000 0 0 0 15XY 3814 0 2000 0 0 0 15Y 3814 0 2000 0 0 0 14S 3814 0 2000 0 0 0 DATE:23.09.2008


MITAS STANDARD TOWER “50m SS TOWER” 14X 14XY 14Y 13S 13X 13XY 13Y

3814 3814 3814 3814 3814 3814 3814

0 0 0 0 0 0 0

2000 2000 2000 2000 2000 2000 2000

0 0 0 0 0 0 0

0 0 0 0 0 0 0

0 0 0 0 0 0 0

EIA Section Load Case Information for "0° wind load": Section Z of Z of Ave. Elev. qzGh Ice Face Face Face Face Face Face Face Face Face Face Face NotF NotF NotF NotF NotF NotF Total Total Label Top Bottom Above Gnd. Thick. AF AR RR*AR AG e DF DR RR CF AE WF AAF CAF AAR CAR AAR*CAR WA Wind Weight (m) (m) (m) (Pa) (cm) (m^2) (m^2) (m^2) (m^2) (m^2) (N) (m^2) (m^2) (m^2) (N) (N) (N) ---------------------------------------------------------------------------------------------------------------------------------------------------------------1 50.00 44.00 47.00 1741.52 0.00 2.19 0.00 0.00 12.0 0.18 1.00 1.00 0.59 3.06 2.2 11639 0.75 2.00 0.75 1.20 0.90 4180 15818 10811 2 44.00 38.00 41.00 1674.87 0.00 2.19 0.00 0.00 12.0 0.18 1.00 1.00 0.59 3.05 2.2 11229 0.75 2.00 0.75 1.20 0.90 4020 15249 11235 3 38.00 35.00 36.50 1620.15 0.00 1.07 0.00 0.00 6.5 0.17 1.00 1.00 0.58 3.14 1.1 5428 0.38 2.00 0.38 1.20 0.45 1944 7372 6127 4 35.00 30.00 32.50 1567.30 0.00 2.13 0.00 0.00 12.9 0.17 1.00 1.00 0.58 3.13 2.1 10471 0.63 2.00 0.63 1.20 0.75 3135 13606 9949 5 30.00 25.00 27.50 1494.25 0.00 2.44 0.00 0.00 15.5 0.16 1.00 1.00 0.58 3.17 2.4 11548 0.63 2.00 0.63 1.20 0.75 2989 14536 11471 6 25.00 20.00 22.50 1410.99 0.00 2.55 0.00 0.00 18.2 0.14 1.00 1.00 0.58 3.25 2.5 11690 0.63 2.00 0.63 1.20 0.75 2822 14512 11619 7 20.00 15.00 17.50 1313.23 0.00 2.77 0.00 0.00 20.8 0.13 1.00 1.00 0.58 3.29 2.8 11938 0.63 2.00 0.63 1.20 0.75 2626 14564 12989 8 15.00 10.00 12.50 1192.86 0.00 3.01 0.00 0.00 23.4 0.13 1.00 1.00 0.58 3.31 3.0 11867 0.63 2.00 0.63 1.20 0.75 2386 14253 13730 9 10.00 5.00 7.50 1121.05 0.00 3.16 0.00 0.00 26.1 0.12 1.00 1.00 0.58 3.34 3.2 11852 0.63 2.00 0.63 1.20 0.75 2242 14094 15684 10 5.00 0.00 2.50 1121.05 0.00 3.28 0.00 0.00 28.7 0.11 1.00 1.00 0.58 3.38 3.3 12419 0.63 2.00 0.63 1.20 0.75 2242 14661 15937 Concentrated Loads for Load Case "45° wind load": Joint Force Force Force Moment Moment Moment Load Label X-Dir Y-Dir Vertical X-Axis Y-Axis Z-Axis Comment (N) (N) (N) (N-m) (N-m) (N-m) -------------------------------------------------------------AP 2697 2697 2000 0 0 0 AX 2697 2697 2000 0 0 0 AXY 2697 2697 2000 0 0 0 AY 2697 2697 2000 0 0 0 15S 2697 2697 2000 0 0 0 15X 2697 2697 2000 0 0 0 15XY 2697 2697 2000 0 0 0 15Y 2697 2697 2000 0 0 0 DATE:23.09.2008


MITAS STANDARD TOWER “50m SS TOWER” 14S 14X 14XY 14Y 13S 13X 13XY 13Y

2697 2697 2697 2697 2697 2697 2697 2697

2697 2697 2697 2697 2697 2697 2697 2697

2000 2000 2000 2000 2000 2000 2000 2000

0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0

EIA Section Load Case Information for "45° wind load": Section Z of Z of Ave. Elev. qzGh Ice Face Face Face Face Face Face Face Face Face Face Face NotF NotF NotF NotF NotF NotF Total Total Label Top Bottom Above Gnd. Thick. AF AR RR*AR AG e DF DR RR CF AE WF AAF CAF AAR CAR AAR*CAR WA Wind Weight (m) (m) (m) (Pa) (cm) (m^2) (m^2) (m^2) (m^2) (m^2) (N) (m^2) (m^2) (m^2) (N) (N) (N) ---------------------------------------------------------------------------------------------------------------------------------------------------------------1 50.00 44.00 47.00 1741.52 0.00 2.19 0.00 0.00 12.0 0.18 1.14 1.14 0.59 3.06 2.5 13228 0.75 2.00 0.75 1.20 0.90 4180 17408 10811 2 44.00 38.00 41.00 1674.87 0.00 2.19 0.00 0.00 12.0 0.18 1.14 1.14 0.59 3.05 2.5 12769 0.75 2.00 0.75 1.20 0.90 4020 16789 11235 3 38.00 35.00 36.50 1620.15 0.00 1.07 0.00 0.00 6.5 0.17 1.12 1.12 0.58 3.14 1.2 6100 0.38 2.00 0.38 1.20 0.45 1944 8044 6127 4 35.00 30.00 32.50 1567.30 0.00 2.13 0.00 0.00 12.9 0.17 1.12 1.12 0.58 3.13 2.4 11769 0.63 2.00 0.63 1.20 0.75 3135 14904 9949 5 30.00 25.00 27.50 1494.25 0.00 2.44 0.00 0.00 15.5 0.16 1.12 1.12 0.58 3.17 2.7 12906 0.63 2.00 0.63 1.20 0.75 2989 15895 11471 6 25.00 20.00 22.50 1410.99 0.00 2.55 0.00 0.00 18.2 0.14 1.11 1.11 0.58 3.25 2.8 12921 0.63 2.00 0.63 1.20 0.75 2822 15743 11619 7 20.00 15.00 17.50 1313.23 0.00 2.77 0.00 0.00 20.8 0.13 1.10 1.10 0.58 3.29 3.0 13129 0.63 2.00 0.63 1.20 0.75 2626 15756 12989 8 15.00 10.00 12.50 1192.86 0.00 3.01 0.00 0.00 23.4 0.13 1.10 1.10 0.58 3.31 3.3 13010 0.63 2.00 0.63 1.20 0.75 2386 15396 13730 9 10.00 5.00 7.50 1121.05 0.00 3.16 0.00 0.00 26.1 0.12 1.09 1.09 0.58 3.34 3.5 12931 0.63 2.00 0.63 1.20 0.75 2242 15173 15684 10 5.00 0.00 2.50 1121.05 0.00 3.28 0.00 0.00 28.7 0.11 1.09 1.09 0.58 3.38 3.6 13484 0.63 2.00 0.63 1.20 0.75 2242 15726 15937 Concentrated Loads for Load Case "0° operational wind load": Joint Force Force Force Moment Moment Moment Load Label X-Dir Y-Dir Vertical X-Axis Y-Axis Z-Axis Comment (N) (N) (N) (N-m) (N-m) (N-m) -------------------------------------------------------------AP 1869 0 2000 0 0 0 AX 1869 0 2000 0 0 0 AXY 1869 0 2000 0 0 0 AY 1869 0 2000 0 0 0 15S 1869 0 2000 0 0 0 15X 1869 0 2000 0 0 0 15XY 1869 0 2000 0 0 0 DATE:23.09.2008


MITAS STANDARD TOWER “50m SS TOWER” 15Y 14S 14X 14XY 14Y 13S 13X 13XY 13Y

1869 1869 1869 1869 1869 1869 1869 1869 1869

0 0 0 0 0 0 0 0 0

2000 2000 2000 2000 2000 2000 2000 2000 2000

0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0

EIA Section Load Case Information for "0° operational wind load": Section Z of Z of Ave. Elev. qzGh Ice Face Face Face Face Face Face Face Face Face Face Face NotF NotF NotF NotF NotF NotF Total Total Label Top Bottom Above Gnd. Thick. AF AR RR*AR AG e DF DR RR CF AE WF AAF CAF AAR CAR AAR*CAR WA Wind Weight (m) (m) (m) (Pa) (cm) (m^2) (m^2) (m^2) (m^2) (m^2) (N) (m^2) (m^2) (m^2) (N) (N) (N) --------------------------------------------------------------------------------------------------------------------------------------------------------------1 50.00 44.00 47.00 852.98 0.00 2.19 0.00 0.00 12.0 0.18 1.00 1.00 0.59 3.06 2.2 5701 0.75 2.00 0.75 1.20 0.90 2047 7748 10811 2 44.00 38.00 41.00 820.34 0.00 2.19 0.00 0.00 12.0 0.18 1.00 1.00 0.59 3.05 2.2 5500 0.75 2.00 0.75 1.20 0.90 1969 7469 11235 3 38.00 35.00 36.50 793.54 0.00 1.07 0.00 0.00 6.5 0.17 1.00 1.00 0.58 3.14 1.1 2659 0.38 2.00 0.38 1.20 0.45 952 3611 6127 4 35.00 30.00 32.50 767.65 0.00 2.13 0.00 0.00 12.9 0.17 1.00 1.00 0.58 3.13 2.1 5129 0.63 2.00 0.63 1.20 0.75 1535 6664 9949 5 30.00 25.00 27.50 731.87 0.00 2.44 0.00 0.00 15.5 0.16 1.00 1.00 0.58 3.17 2.4 5656 0.63 2.00 0.63 1.20 0.75 1464 7120 11471 6 25.00 20.00 22.50 691.09 0.00 2.55 0.00 0.00 18.2 0.14 1.00 1.00 0.58 3.25 2.5 5726 0.63 2.00 0.63 1.20 0.75 1382 7108 11619 7 20.00 15.00 17.50 643.21 0.00 2.77 0.00 0.00 20.8 0.13 1.00 1.00 0.58 3.29 2.8 5847 0.63 2.00 0.63 1.20 0.75 1286 7133 12989 8 15.00 10.00 12.50 584.25 0.00 3.01 0.00 0.00 23.4 0.13 1.00 1.00 0.58 3.31 3.0 5813 0.63 2.00 0.63 1.20 0.75 1169 6981 13730 9 10.00 5.00 7.50 549.08 0.00 3.16 0.00 0.00 26.1 0.12 1.00 1.00 0.58 3.34 3.2 5805 0.63 2.00 0.63 1.20 0.75 1098 6903 15684 10 5.00 0.00 2.50 549.08 0.00 3.28 0.00 0.00 28.7 0.11 1.00 1.00 0.58 3.38 3.3 6083 0.63 2.00 0.63 1.20 0.75 1098 7181 15937 Concentrated Loads for Load Case "45° operational wind load": Joint Force Force Force Moment Moment Moment Load Label X-Dir Y-Dir Vertical X-Axis Y-Axis Z-Axis Comment (N) (N) (N) (N-m) (N-m) (N-m) -------------------------------------------------------------AP 1322 1322 2000 0 0 0 AX 1322 1322 2000 0 0 0 AXY 1322 1322 2000 0 0 0 AY 1322 1322 2000 0 0 0 15S 1322 1322 2000 0 0 0 15X 1322 1322 2000 0 0 0 DATE:23.09.2008


MITAS STANDARD TOWER “50m SS TOWER” 15XY 15Y 14S 14X 14XY 14Y 13S 13X 13XY 13Y

1322 1322 1322 1322 1322 1322 1322 1322 1322 1322

1322 1322 1322 1322 1322 1322 1322 1322 1322 1322

2000 2000 2000 2000 2000 2000 2000 2000 2000 2000

0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0 0

EIA Section Load Case Information for "45° operational wind load": Section Z of Z of Ave. Elev. qzGh Ice Face Face Face Face Face Face Face Face Face Face Face NotF NotF NotF NotF NotF NotF Total Total Label Top Bottom Above Gnd. Thick. AF AR RR*AR AG e DF DR RR CF AE WF AAF CAF AAR CAR AAR*CAR WA Wind Weight (m) (m) (m) (Pa) (cm) (m^2) (m^2) (m^2) (m^2) (m^2) (N) (m^2) (m^2) (m^2) (N) (N) (N) --------------------------------------------------------------------------------------------------------------------------------------------------------------1 50.00 44.00 47.00 852.98 0.00 2.19 0.00 0.00 12.0 0.18 1.14 1.14 0.59 3.06 2.5 6479 0.75 2.00 0.75 1.20 0.90 2047 8526 10811 2 44.00 38.00 41.00 820.34 0.00 2.19 0.00 0.00 12.0 0.18 1.14 1.14 0.59 3.05 2.5 6254 0.75 2.00 0.75 1.20 0.90 1969 8223 11235 3 38.00 35.00 36.50 793.54 0.00 1.07 0.00 0.00 6.5 0.17 1.12 1.12 0.58 3.14 1.2 2988 0.38 2.00 0.38 1.20 0.45 952 3940 6127 4 35.00 30.00 32.50 767.65 0.00 2.13 0.00 0.00 12.9 0.17 1.12 1.12 0.58 3.13 2.4 5765 0.63 2.00 0.63 1.20 0.75 1535 7300 9949 5 30.00 25.00 27.50 731.87 0.00 2.44 0.00 0.00 15.5 0.16 1.12 1.12 0.58 3.17 2.7 6321 0.63 2.00 0.63 1.20 0.75 1464 7785 11471 6 25.00 20.00 22.50 691.09 0.00 2.55 0.00 0.00 18.2 0.14 1.11 1.11 0.58 3.25 2.8 6328 0.63 2.00 0.63 1.20 0.75 1382 7711 11619 7 20.00 15.00 17.50 643.21 0.00 2.77 0.00 0.00 20.8 0.13 1.10 1.10 0.58 3.29 3.0 6431 0.63 2.00 0.63 1.20 0.75 1286 7717 12989 8 15.00 10.00 12.50 584.25 0.00 3.01 0.00 0.00 23.4 0.13 1.10 1.10 0.58 3.31 3.3 6372 0.63 2.00 0.63 1.20 0.75 1169 7541 13730 9 10.00 5.00 7.50 549.08 0.00 3.16 0.00 0.00 26.1 0.12 1.09 1.09 0.58 3.34 3.5 6333 0.63 2.00 0.63 1.20 0.75 1098 7431 15684 10 5.00 0.00 2.50 549.08 0.00 3.28 0.00 0.00 28.7 0.11 1.09 1.09 0.58 3.38 3.6 6604 0.63 2.00 0.63 1.20 0.75 1098 7702 15937

DATE:23.09.2008


MITAS STANDARD TOWER “50m SS TOWER” *** Overall summary for all load cases - Usage = Maximum Stress / Allowable Stress Printed capacities do not include EIA allowable stress increase for wind load cases. Printed capacities do not include the strength factor entered for each loadcase.

Group Summary (Compression Portion): Group Group Angle Label Desc. Type

Angle Steel Max Max Comp. Comp. Comp. L/R Comp. Conn. Comp. Conn. RLX RLY RLZ L/R Length Curve No. Of Size Strength Usage Use In Control Force Control Capacity Shear Bearing Comp. No. Bolts Comp. Member Load Case Capacity Capacity Member Comp. (MPa) % % (kN) (kN) (kN) (kN) (m) -------------------------------------------------------------------------------------------------------------------------------------------------------------1 MAIN SAE L130.130.14 355.0 97.56 97.56 1P -780.90745° wind l 601.804 937.400 1370.880 0.250 0.250 0.250 49.54 5.014 1 10 2 MAIN SAE L130.130.14 355.0 90.58 90.58 2P -725.01545° wind l 601.804 937.400 1370.880 0.250 0.250 0.250 49.54 5.014 1 10 3 MAIN SAE L130.130.12 355.0 94.68 94.68 3P -655.95645° wind l 520.935 749.920 940.032 0.250 0.250 0.250 49.35 5.014 1 8 4 MAIN SAE L120.120.12 355.0 96.58 96.58 4P -597.57445° wind l 465.237 749.920 940.032 0.250 0.250 0.250 53.34 5.014 1 8 5 MAIN SAE L120.120.10 355.0 99.14 99.14 5P -523.52145° wind l 393.089 749.920 783.360 0.250 0.250 0.250 53.11 5.014 1 8 6 MAIN SAE L120.120.10 355.0 88.37 88.37 6P -461.99645° wind l 393.089 749.920 783.360 0.250 0.250 0.250 53.11 5.014 1 8 7 MAIN SAE L100.100.10 355.0 93.79 93.79 7P -373.79645° wind l 299.650 749.920 783.360 0.250 0.250 0.250 64.28 5.014 1 8 8 MAIN SAE L100.100.10 355.0 89.54 89.54 8P -318.02645° wind l 267.040 749.920 783.360 0.500 0.500 0.500 77.14 3.008 1 8 9 MAIN SAE L80.80.8 355.0 96.84 96.84 9P -246.77445° wind l 191.598 562.440 470.017 0.500 0.500 0.500 64.52 2.000 1 6 10 MAIN SAE L80.80.8 355.0 75.27 75.27 10P -191.80245° wind l 191.598 562.440 470.017 0.500 0.500 0.500 64.52 2.000 1 6 11 MAIN SAE L80.80.8 355.0 48.80 48.80 11P -124.35345° wind l 191.598 562.440 470.017 0.500 0.500 0.500 64.52 2.000 1 6 12 MAIN SAE L80.80.8 355.0 30.00 30.00 12P -76.45445° wind l 191.598 562.440 470.017 0.500 0.500 0.500 64.52 2.000 1 6 13 MAIN SAE L80.80.8 355.0 13.17 13.17 13P -33.57145° wind l 191.598 562.440 470.017 0.500 0.500 0.500 64.52 2.000 1 6 14 MAIN SAE L80.80.8 355.0 5.18 5.18 14P -13.19545° wind l 191.598 562.440 470.017 0.500 0.500 0.500 64.52 2.000 1 6 D1 DIA SAE L65.65.6 235.0 74.18 74.18 16P -28.9530° wind lo 29.345 93.740 82.944 0.500 0.250 0.250 193.26 7.614 6 2 D2 DIA SAE L65.65.6 235.0 66.13 66.13 18P -27.8140° wind lo 31.625 93.740 82.944 0.500 0.250 0.250 183.41 7.226 6 2 D3 DIA SAE L65.65.5 235.0 71.74 71.74 20P -27.4200° wind lo 28.738 93.740 69.120 0.500 0.250 0.250 173.14 6.856 6 2 D4 DIA SAE L65.65.5 235.0 65.03 65.03 22P -26.7140° wind lo 30.887 93.740 69.120 0.500 0.250 0.250 164.35 6.508 6 2 D5 DIA SAE L60.60.5 235.0 74.51 74.51 24P -26.9620° wind lo 27.207 93.740 69.120 0.500 0.250 0.250 169.93 6.185 6 2 D6 DIA SAE L60.60.5 235.0 70.37 70.37 26P -27.2260° wind lo 29.090 93.740 69.120 0.500 0.250 0.250 161.86 5.892 6 2 D7 DIA SAE L60.60.4 235.0 95.01 95.01 28P -29.7020° wind lo 23.505 93.740 55.296 0.500 0.250 0.250 153.88 5.632 5 2 D8 DIA SAE L50.50.5 235.0 98.53 98.53 30P -22.4690° wind lo 17.146 93.740 69.120 0.750 0.500 0.500 188.72 3.699 5 2 D9 DIA SAE L50.50.5 235.0 96.37 96.37 32X -31.3680° wind lo 24.472 46.870 34.560 0.750 0.500 0.500 144.31 2.828 4 1 D10 DIA SAE L50.50.5 235.0 91.18 91.18 34X -29.6760° wind lo 24.472 46.870 34.560 0.750 0.500 0.500 144.31 2.828 4 1 D11 DIA SAE L50.50.5 235.0 87.95 87.95 36X -28.6270° wind lo 24.472 46.870 34.560 0.750 0.500 0.500 144.31 2.828 4 1 D12 DIA SAE L50.50.4 235.0 77.84 77.84 38X -20.5310° wind lo 19.832 46.870 27.648 0.750 0.500 0.500 144.31 2.828 4 1 DATE:23.09.2008


MITAS STANDARD TOWER “50m SS TOWER” D13 DIA SAE D14 DIA SAE H1 SAE H2 SAE H3 SAE H4 SAE

L50.50.4 L50.50.4 L50.50.4 L50.50.4 L50.50.4 L50.50.4

235.0 235.0 235.0 235.0 235.0 235.0

53.99 28.06 71.67 4.36 3.32 0.00

53.99 28.06 71.67 4.36 3.32 0.00

40X 42X 43P 45P 47XY

-14.2400° wind lo -7.4010° wind lo -9.4530° wind lo -1.79245° wind l -0.87645° wind l 0.000

19.832 19.832 9.916 30.863 19.832 0.000

46.870 46.870 93.740 93.740 93.740 0.000

27.648 0.750 0.500 0.500 144.31 27.648 0.750 0.500 0.500 144.31 55.296 1.000 1.000 1.000 204.08 55.296 1.000 1.000 1.000 102.04 55.296 1.000 1.000 1.000 144.31 0.000 0.000 0.000 0.000 0.00

2.828 2.828 2.000 1.000 1.414 0.000

4 4 4 3 4 0

Group Summary (Tension Portion): Group Group Angle Label Desc. Type

Angle Steel Max Max Tension Tension Tension Net Tens. Conn. Tens. Conn. Tens. Conn. Length No. Of No. Of Hole Size Strength Usage Use In Control Force Control Section Shear Bearing Rupture Tens. Bolts Holes Diameter Tens. Member Load Case Capacity Capacity Capacity Capacity Member Tens. (MPa) % % (kN) (kN) (kN) (kN) (kN) (m) (cm) ---------------------------------------------------------------------------------------------------------------------------------------------------------1 MAIN SAE L130.130.14 355.0 97.56 72.20 1XY 709.76145° wind l 739.110 937.400 1370.880 0.000 5.014 10 2.000 1.75 2 MAIN SAE L130.130.14 355.0 90.58 67.23 2XY 660.90145° wind l 739.110 937.400 1370.880 0.000 5.014 10 2.000 1.75 3 MAIN SAE L130.130.12 355.0 94.68 70.61 3XY 600.08845° wind l 639.000 749.920 940.032 0.000 5.014 8 2.000 1.75 4 MAIN SAE L120.120.12 355.0 96.58 70.28 4XY 547.54045° wind l 585.750 749.920 940.032 0.000 5.014 8 2.000 1.75 5 MAIN SAE L120.120.10 355.0 99.14 73.13 5XY 480.64645° wind l 494.160 749.920 783.360 0.000 5.014 8 2.000 1.75 6 MAIN SAE L120.120.10 355.0 88.37 64.48 6XY 423.80145° wind l 494.160 749.920 783.360 0.000 5.014 8 2.000 1.75 7 MAIN SAE L100.100.10 355.0 93.79 64.32 7XY 342.50745° wind l 400.350 749.920 783.360 0.000 5.014 8 2.000 1.75 8 MAIN SAE L100.100.10 355.0 89.54 54.27 8XY 288.97845° wind l 400.350 749.920 783.360 0.000 3.008 8 2.000 1.75 9 MAIN SAE L80.80.8 355.0 96.84 68.86 9XY 221.85145° wind l 242.250 562.440 470.017 0.000 2.000 6 2.000 1.75 10 MAIN SAE L80.80.8 355.0 75.27 51.85 10XY 167.06645° wind l 242.250 562.440 470.017 0.000 2.000 6 2.000 1.75 11 MAIN SAE L80.80.8 355.0 48.80 31.64 11XY 101.92845° wind l 242.250 562.440 470.017 0.000 2.000 6 2.000 1.75 12 MAIN SAE L80.80.8 355.0 30.00 18.57 12XY 59.83845° wind l 242.250 562.440 470.017 0.000 2.000 6 2.000 1.75 13 MAIN SAE L80.80.8 355.0 13.17 7.02 13XY 22.62945° wind l 242.250 562.440 470.017 0.000 2.000 6 2.000 1.75 14 MAIN SAE L80.80.8 355.0 5.18 1.98 14XY 6.38745° wind l 242.250 562.440 470.017 0.000 2.000 6 2.000 1.75 D1 DIA SAE L65.65.6 235.0 74.18 25.66 16Y 28.3090° wind lo 87.480 93.740 82.944 0.000 7.614 2 1.000 1.75 D2 DIA SAE L65.65.6 235.0 66.13 25.25 18Y 27.8520° wind lo 87.480 93.740 82.944 0.000 7.226 2 1.000 1.75 D3 DIA SAE L65.65.5 235.0 71.74 29.21 20Y 26.8570° wind lo 73.373 93.740 69.120 0.000 6.856 2 1.000 1.75 D4 DIA SAE L65.65.5 235.0 65.03 29.09 22Y 26.7430° wind lo 73.373 93.740 69.120 0.000 6.508 2 1.000 1.75 D5 DIA SAE L60.60.5 235.0 74.51 29.71 24Y 26.3770° wind lo 66.758 93.740 69.120 0.000 6.185 2 1.000 1.75 D6 DIA SAE L60.60.5 235.0 70.37 30.77 26Y 27.3220° wind lo 66.758 93.740 69.120 0.000 5.892 2 1.000 1.75 D7 DIA SAE L60.60.4 235.0 95.01 40.18 28Y 28.9290° wind lo 54.135 93.740 55.296 0.000 5.632 2 1.000 1.75 D8 DIA SAE L50.50.5 235.0 98.53 32.25 30Y 22.7250° wind lo 52.988 93.740 69.120 0.000 3.699 2 1.000 1.75 D9 DIA SAE L50.50.5 235.0 96.37 67.17 32XY 30.8760° wind lo 52.988 46.870 34.560 0.000 2.828 1 1.000 1.75 D10 DIA SAE L50.50.5 235.0 91.18 65.37 34XY 30.0460° wind lo 52.988 46.870 34.560 0.000 2.828 1 1.000 1.75 DATE:23.09.2008


1 1 2 2 2 0

MITAS STANDARD TOWER “50m SS TOWER” D11 D12 D13 D14 H1 H2 H3

DIA DIA DIA DIA

SAE SAE SAE SAE SAE SAE SAE

DATE:23.09.2008

L50.50.5 L50.50.4 L50.50.4 L50.50.4 L50.50.4 L50.50.4 L50.50.4

235.0 235.0 235.0 235.0 235.0 235.0 235.0

87.95 77.84 53.99 28.06 71.67 4.36 3.32

61.69 56.40 38.15 21.37 14.34 2.30 1.53

36XY 38XY 40XY 42XY 43Y 46XY 47P

28.3550° wind lo 20.7370° wind lo 14.0270° wind lo 7.8580° wind lo 8.2130° wind lo 1.31945° wind l 0.87445° wind l

52.988 43.065 43.065 43.065 43.065 43.065 43.065

46.870 46.870 46.870 46.870 93.740 93.740 93.740

34.560 27.648 27.648 27.648 55.296 55.296 55.296

0.000 0.000 0.000 0.000 0.000 0.000 0.000

2.828 2.828 2.828 2.828 2.000 1.000 1.414


1 1 1 1 2 2 2

1.000 1.000 1.000 1.000 1.000 1.000 1.000

1.75 1.75 1.75 1.75 1.75 1.75 1.75

MITAS STANDARD TOWER “50m SS TOWER” 9. FOUNDATION LOAD

Foundation Loads (kN)

LC1 LC2 LC3 LC4

P X-dir Y-dir Z-dir 52.06 31.93 -559.27 61.71 61.71 -812.53 26.59 16.73 -293.32 31.33 31.33 -417.43

DATE:23.09.2008

1 X-dir Y-dir Z-dir 52.06 -31.93 -559.27 17.46 13.19 -37.89 26.59 -16.73 -293.32 9.64 5.37 -37.89

X-dir 47.78 57.44 22.32 27.05

2 Y-dir 27.65 57.44 12.46 27.05

Z-dir 483.5 736.76 217.54 341.66

3 X-dir Y-dir 47.78 -27.65 13.19 17.46 22.32 -12.46 5.37 9.64

Z-dir 483.5 -37.89 217.54 -37.89



10. DEFLECTION CALCULATION Joint Displacements, Loads and Member Forces on Joints for Load Case "45° operational wind load": Joint X External Y External Z External X Member Y Member Z Member X Y Z Label Load Load Load Force Force Force Disp. Disp. Disp. (kN) (kN) (kN) (kN) (kN) (kN) (m) (m) (m) ----------------------------------------------------------------------------------------AP 1.6234 1.6234 -2.5405 -1.6233 -1.6233 2.5405 0.1523 0.1523 -0.0139……top BP 0.7117 0.7117 -1.4681 -0.7116 -0.7116 1.4681 0.0833 0.0833 -0.0111 CP 0.6808 0.6808 -1.9921 30.6443 30.6443 -415.4389 0.0000 0.0000 0.0000 AX 1.6234 1.6234 -2.5405 -1.6233 -1.6233 2.5405 0.1523 0.1523 -0.0021 AXY 1.6234 1.6234 -2.5405 -1.6233 -1.6233 2.5406 0.1523 0.1523 0.0098 AY 1.6234 1.6234 -2.5405 -1.6233 -1.6233 2.5405 0.1523 0.1523 -0.0021 BX 0.7117 0.7117 -1.4681 -0.7116 -0.7116 1.4681 0.0834 0.0834 -0.0017 BXY 0.7117 0.7117 -1.4681 -0.7116 -0.7116 1.4681 0.0833 0.0833 0.0077 BY 0.7117 0.7117 -1.4681 -0.7116 -0.7116 1.4681 0.0834 0.0834 -0.0017 CX 0.6808 0.6808 -1.9921 8.9628 4.6871 -35.8957 0.0000 0.0000 0.0000 CXY 0.6808 0.6808 -1.9921 26.3686 26.3686 343.6474 0.0000 0.0000 0.0000 CY 0.6808 0.6808 -1.9921 4.6871 8.9628 -35.8957 0.0000 0.0000 0.0000 1S 1.3376 1.3376 -3.9526 -1.3376 -1.3376 3.9526 0.0029 0.0029 -0.0025 2S 1.3234 1.3234 -3.6768 -1.3234 -1.3234 3.6767 0.0059 0.0059 -0.0048 3S 1.3486 1.3486 -3.3399 -1.3486 -1.3486 3.3399 0.0132 0.0132 -0.0068 4S 1.3636 1.3636 -3.0760 -1.3636 -1.3636 3.0760 0.0219 0.0219 -0.0086 5S 1.3696 1.3696 -2.8862 -1.3696 -1.3696 2.8862 0.0348 0.0348 -0.0100 7S 1.3333 1.3333 -2.6775 -1.3333 -1.3333 2.6775 0.0505 0.0505 -0.0108 9S 0.9935 0.9935 -2.0095 -0.9934 -0.9934 2.0095 0.0707 0.0707 -0.0111 11S 0.3634 0.3634 -0.7022 -0.3633 -0.3633 0.7021 0.0942 0.0942 -0.0121 12S 0.3634 0.3634 -0.7022 -0.3633 -0.3633 0.7021 0.1047 0.1047 -0.0129 13S 1.9869 1.9869 -3.2427 -1.9867 -1.9867 3.2427 0.1166 0.1166 -0.0134 14S 1.6234 1.6234 -2.5405 -1.6233 -1.6233 2.5405 0.1283 0.1283 -0.0137 15S 1.6234 1.6234 -2.5405 -1.6233 -1.6233 2.5405 0.1404 0.1404 -0.0139……top-2m AxS 0.3014 0.3014 -0.5405 -0.3013 -0.3013 0.5405 0.1523 0.1523 -0.0095 AYS 0.3014 0.3014 -0.5405 -0.3013 -0.3013 0.5405 0.1523 0.1523 -0.0095 1X 1.3376 1.3376 -3.9526 -1.3376 -1.3376 3.9526 0.0009 0.0005 -0.0002 1XY 1.3376 1.3376 -3.9526 -1.3376 -1.3376 3.9526 0.0025 0.0025 0.0020 1Y 1.3376 1.3376 -3.9526 -1.3376 -1.3376 3.9526 0.0005 0.0009 -0.0002 2X 1.3234 1.3234 -3.6768 -1.3234 -1.3234 3.6768 0.0054 0.0054 -0.0005 2XY 1.3234 1.3234 -3.6768 -1.3234 -1.3234 3.6768 0.0058 0.0058 0.0039 2Y 1.3234 1.3234 -3.6768 -1.3234 -1.3234 3.6768 0.0054 0.0054 -0.0005 3X 1.3486 1.3486 -3.3399 -1.3486 -1.3486 3.3399 0.0112 0.0109 -0.0007 3XY 1.3486 1.3486 -3.3399 -1.3486 -1.3486 3.3399 0.0128 0.0128 0.0054 3Y 1.3486 1.3486 -3.3399 -1.3486 -1.3486 3.3399 0.0109 0.0112 -0.0007 4X 1.3636 1.3636 -3.0760 -1.3636 -1.3636 3.0760 0.0207 0.0205 -0.0009 4XY 1.3636 1.3636 -3.0760 -1.3636 -1.3636 3.0760 0.0217 0.0217 0.0067 4Y 1.3636 1.3636 -3.0760 -1.3636 -1.3636 3.0760 0.0205 0.0207 -0.0009 5X 1.3696 1.3696 -2.8862 -1.3696 -1.3696 2.8862 0.0327 0.0323 -0.0011 5XY 1.3696 1.3696 -2.8862 -1.3696 -1.3696 2.8862 0.0344 0.0344 0.0078 5Y 1.3696 1.3696 -2.8862 -1.3696 -1.3696 2.8862 0.0323 0.0327 -0.0011 7X 1.3333 1.3333 -2.6775 -1.3333 -1.3333 2.6775 0.0487 0.0484 -0.0013 7XY 1.3333 1.3333 -2.6775 -1.3333 -1.3333 2.6775 0.0502 0.0502 0.0082 7Y 1.3333 1.3333 -2.6775 -1.3333 -1.3333 2.6775 0.0484 0.0487 -0.0013 9X 0.9935 0.9935 -2.0095 -0.9934 -0.9934 2.0095 0.0687 0.0684 -0.0015 9XY 0.9935 0.9935 -2.0095 -0.9934 -0.9934 2.0095 0.0703 0.0703 0.0081 9Y 0.9935 0.9935 -2.0095 -0.9934 -0.9934 2.0095 0.0684 0.0687 -0.0015 11X 0.3634 0.3634 -0.7022 -0.3633 -0.3633 0.7022 0.0933 0.0931 -0.0018 11XY 0.3634 0.3634 -0.7022 -0.3633 -0.3633 0.7022 0.0940 0.0940 0.0085 11Y 0.3634 0.3634 -0.7022 -0.3633 -0.3633 0.7022 0.0931 0.0933 -0.0018 DATE:23.09.2008


MITAS STANDARD TOWER “50m SS TOWER” 12X 12XY 12Y 13X 13XY 13Y 14X 14XY 14Y 15X 15XY 15Y AxY AYX

0.3634 0.3634 0.3634 1.9869 1.9869 1.9869 1.6234 1.6234 1.6234 1.6234 1.6234 1.6234 0.3014 0.3014

0.3634 0.3634 0.3634 1.9869 1.9869 1.9869 1.6234 1.6234 1.6234 1.6234 1.6234 1.6234 0.3014 0.3014

-0.7022 -0.7022 -0.7022 -3.2427 -3.2427 -3.2427 -2.5405 -2.5405 -2.5405 -2.5405 -2.5405 -2.5405 -0.5405 -0.5405

-0.3633 -0.3633 -0.3633 -1.9867 -1.9867 -1.9867 -1.6233 -1.6233 -1.6233 -1.6233 -1.6233 -1.6233 -0.3013 -0.3013

-0.3633 -0.3633 -0.3633 -1.9867 -1.9867 -1.9867 -1.6233 -1.6233 -1.6233 -1.6233 -1.6233 -1.6233 -0.3013 -0.3013

0.7022 0.1048 0.1048 -0.0019 0.7022 0.1047 0.1047 0.0091 0.7022 0.1048 0.1048 -0.0019 3.2427 0.1162 0.1161 -0.0019 3.2427 0.1165 0.1165 0.0095 3.2427 0.1161 0.1162 -0.0019 2.5405 0.1283 0.1283 -0.0020 2.5406 0.1283 0.1283 0.0097 2.5405 0.1283 0.1283 -0.0020 2.5405 0.1403 0.1402 -0.0021 2.5406 0.1403 0.1403 0.0098 2.5405 0.1402 0.1403 -0.0021 0.5405 0.1523 0.1523 0.0024 0.5405 0.1523 0.1523 0.0024

Deflection Check : X DISPLACEMENT AT NODE AP = 0.1523m FOR 45 DEG LOADING Y DISPLACEMENT AT NODE AP = 0.1523m FOR 45 DEG LOADING TANGENTIAL DISPLACEMENT AT NODE AP = 0.2154m FOR 45 DEG LOADING

X DISPLACEMENT AT NODE 15S = 0.1404m FOR 45 DEG LOADING Y DISPLACEMENT AT NODE 15S = 0.1404m FOR 45 DEG LOADING TANGENTIAL DISPLACEMENT AT NODE 15S = 0.1986m FOR 45 DEG LOADING

ARC TANGEN = (0.2154-0.1986)/2 = 0.48DEG < 0.50 DEG

DATE:23.09.2008



FIGURE FOR DEFLECTION CALCULATION

DATE:23.09.2008



- APPENDIX -

DATE:23.09.2008


MITAS STANDARD TOWER “50m SS TOWER” A.GLOSSARY FOR PLS-TOWER ANALYSIS PROGRAM

Max. Usage Max. Use in Comp. Max. Use in Tens. Comp. Control Member Tension Control Member Comp. Force Tension Force Comp. Control Load Case Tension Control Load Case L/R Capacity Comp. Conn. Shear Capacity Tens. Conn. Shear Capacity Comp. Conn. Bearing Capacity Tens. Conn. Bearing Capacity RLX RLY RLZ L/R Length Comp. Member No. of Bolts Comp. Net Section Capacity No. Of Holes

: Maximum usage of members in “%” : Maximum compression usage of members in “%” : Maximum tension usage of members in “%” : Member for the maximum compression usage : Member for the maximum tension usage : Compression force on the member : Tension force on the member : Load condition for which max compression usage is got : Load condition for which max tension usage is got : Member slenderness capaciy : Connection shear capacity in compression : Connection shear capacity in tension : Connection bearing capacity in compression : Connection bearing capacity in tension : Bracing ratio in X-direction : Bracing ratio in Y-direction : Bracing ratio in Z-direction : Slenderness of member : Length of member taken for compression design : Number of bolts : Net section capacity of member in tension : Number of bolts taken to compute net section

** IN PLS-TOWER, DEAD WEIGHT OF EACH MEMBER IS CALCULATED AUTOMATICALLY. ON THE OTHER HAND, DEAD LOAD OF THE MODEL IS INCREASE BY 40% CONSIDERING WEIGHTS OF BOLTS, PLATES, REDUNDANTS AND GALVANIZATION. *** PLS-TOWER COMPUTES THE WIND AFFECT ON THE TOWER MEMBERS AUTOMATICALLY. THE PROJECTED AREA OF MEMBERS IN THE DIRECTION OF WIND ARE COMPUTED AND WIND LOADS ARE APPLIED TO RELEVANT JOINTS.

DATE:23.09.2008


Statical Calculation of 50m Tower

Recommend Documents