Statical Calculation of 50m Tower

STATICAL CALCULATION

MITAS STANDARD TOWER

50m SS TOWER

0 FIRST ISSUE Y.Z.ORAL S.CILIZ 23.09.2008 S.CILIZ REV. NO. DESCRIPTION DESIGNER CONTROL DATE FINAL

CONTROL

MITAS STANDARD TOWER “50m SS TOWER”

PAGE No : 1 DATE:23.09.2008 REV No : 0

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



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 S355JR according to EN 10025 All other profiles S235JR according to EN 10025 Bolts 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, Building Code Requirement for Structural Concrete



(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<Kz<2.58

V = Basic wind speed for the structure location (kph) =40.28 m/s

CF =4.0e2-5.9e+4.0 (square cross section)

e = Solidity Ratio = (AF+AR)/AG

AF = Projected area (m2) of flat structural components in one face of the section

AR = Projected area (m2) of round structural components in oe face of the section

AE = DFAF+DRARRR (m2)

RR = 0.51 e2+0.57

AG = Gross area of one tower face (m2)

DF = Wind direction factor (flat component) = 1.0 (for square cross section & normal )

DR = Wind direction factor (round component) = 1.0 (for square cross section & normal )



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 Fa = [ (1 - 0.5 {(KL/r)/Cc}2 ) Fy ] SI/ SF1 if KL/r < Cc 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.



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.



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



EIA Sections Information: Section Top Bottom Joint Member Top Bottom Gross Face Af Face Ar Dead Label Z Z Count Count Width Width Area Adjust Adjust Load (m) (m) (m) (m) (m̂ 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



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



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/m̂ 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



14X 3814 0 2000 0 0 0 14XY 3814 0 2000 0 0 0 14Y 3814 0 2000 0 0 0 13S 3814 0 2000 0 0 0 13X 3814 0 2000 0 0 0 13XY 3814 0 2000 0 0 0 13Y 3814 0 2000 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) (m̂ 2) (m̂ 2) (m̂ 2) (m̂ 2) (m̂ 2) (N) (m̂ 2) (m̂ 2) (m̂ 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



14S 2697 2697 2000 0 0 0 14X 2697 2697 2000 0 0 0 14XY 2697 2697 2000 0 0 0 14Y 2697 2697 2000 0 0 0 13S 2697 2697 2000 0 0 0 13X 2697 2697 2000 0 0 0 13XY 2697 2697 2000 0 0 0 13Y 2697 2697 2000 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) (m̂ 2) (m̂ 2) (m̂ 2) (m̂ 2) (m̂ 2) (N) (m̂ 2) (m̂ 2) (m̂ 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



15Y 1869 0 2000 0 0 0 14S 1869 0 2000 0 0 0 14X 1869 0 2000 0 0 0 14XY 1869 0 2000 0 0 0 14Y 1869 0 2000 0 0 0 13S 1869 0 2000 0 0 0 13X 1869 0 2000 0 0 0 13XY 1869 0 2000 0 0 0 13Y 1869 0 2000 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) (m̂ 2) (m̂ 2) (m̂ 2) (m̂ 2) (m̂ 2) (N) (m̂ 2) (m̂ 2) (m̂ 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



15XY 1322 1322 2000 0 0 0 15Y 1322 1322 2000 0 0 0 14S 1322 1322 2000 0 0 0 14X 1322 1322 2000 0 0 0 14XY 1322 1322 2000 0 0 0 14Y 1322 1322 2000 0 0 0 13S 1322 1322 2000 0 0 0 13X 1322 1322 2000 0 0 0 13XY 1322 1322 2000 0 0 0 13Y 1322 1322 2000 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) (m̂ 2) (m̂ 2) (m̂ 2) (m̂ 2) (m̂ 2) (N) (m̂ 2) (m̂ 2) (m̂ 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



*** 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 Angle Steel Max Max Comp. Comp. Comp. L/R Comp. Conn. Comp. Conn. RLX RLY RLZ L/R Length Curve No. Of Label Desc. Type 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



D13 DIA SAE L50.50.4 235.0 53.99 53.99 40X -14.2400° wind lo 19.832 46.870 27.648 0.750 0.500 0.500 144.31 2.828 4 1 D14 DIA SAE L50.50.4 235.0 28.06 28.06 42X -7.4010° wind lo 19.832 46.870 27.648 0.750 0.500 0.500 144.31 2.828 4 1 H1 SAE L50.50.4 235.0 71.67 71.67 43P -9.4530° wind lo 9.916 93.740 55.296 1.000 1.000 1.000 204.08 2.000 4 2 H2 SAE L50.50.4 235.0 4.36 4.36 45P -1.79245° wind l 30.863 93.740 55.296 1.000 1.000 1.000 102.04 1.000 3 2 H3 SAE L50.50.4 235.0 3.32 3.32 47XY -0.87645° wind l 19.832 93.740 55.296 1.000 1.000 1.000 144.31 1.414 4 2 H4 SAE L50.50.4 235.0 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0 0 Group Summary (Tension Portion): Group Group Angle Angle Steel Max Max Tension Tension Tension Net Tens. Conn. Tens. Conn. Tens. Conn. Length No. Of No. Of Hole Label Desc. Type 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



D11 DIA SAE L50.50.5 235.0 87.95 61.69 36XY 28.3550° wind lo 52.988 46.870 34.560 0.000 2.828 1 1.000 1.75 D12 DIA SAE L50.50.4 235.0 77.84 56.40 38XY 20.7370° wind lo 43.065 46.870 27.648 0.000 2.828 1 1.000 1.75 D13 DIA SAE L50.50.4 235.0 53.99 38.15 40XY 14.0270° wind lo 43.065 46.870 27.648 0.000 2.828 1 1.000 1.75 D14 DIA SAE L50.50.4 235.0 28.06 21.37 42XY 7.8580° wind lo 43.065 46.870 27.648 0.000 2.828 1 1.000 1.75 H1 SAE L50.50.4 235.0 71.67 14.34 43Y 8.2130° wind lo 43.065 93.740 55.296 0.000 2.000 2 1.000 1.75 H2 SAE L50.50.4 235.0 4.36 2.30 46XY 1.31945° wind l 43.065 93.740 55.296 0.000 1.000 2 1.000 1.75 H3 SAE L50.50.4 235.0 3.32 1.53 47P 0.87445° wind l 43.065 93.740 55.296 0.000 1.414 2 1.000 1.75



9. FOUNDATION LOAD

Foundation Loads (kN) P 1 2 3 X-dir Y-dir Z-dir X-dir Y-dir Z-dir X-dir Y-dir Z-dir X-dir Y-dir Z-dir LC1 52.06 31.93 -559.27 52.06 -31.93 -559.27 47.78 27.65 483.5 47.78 -27.65 483.5LC2 61.71 61.71 -812.53 17.46 13.19 -37.89 57.44 57.44 736.76 13.19 17.46 -37.89LC3 26.59 16.73 -293.32 26.59 -16.73 -293.32 22.32 12.46 217.54 22.32 -12.46 217.54LC4 31.33 31.33 -417.43 9.64 5.37 -37.89 27.05 27.05 341.66 5.37 9.64 -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



12X 0.3634 0.3634 -0.7022 -0.3633 -0.3633 0.7022 0.1048 0.1048 -0.0019 12XY 0.3634 0.3634 -0.7022 -0.3633 -0.3633 0.7022 0.1047 0.1047 0.0091 12Y 0.3634 0.3634 -0.7022 -0.3633 -0.3633 0.7022 0.1048 0.1048 -0.0019 13X 1.9869 1.9869 -3.2427 -1.9867 -1.9867 3.2427 0.1162 0.1161 -0.0019 13XY 1.9869 1.9869 -3.2427 -1.9867 -1.9867 3.2427 0.1165 0.1165 0.0095 13Y 1.9869 1.9869 -3.2427 -1.9867 -1.9867 3.2427 0.1161 0.1162 -0.0019 14X 1.6234 1.6234 -2.5405 -1.6233 -1.6233 2.5405 0.1283 0.1283 -0.0020 14XY 1.6234 1.6234 -2.5405 -1.6233 -1.6233 2.5406 0.1283 0.1283 0.0097 14Y 1.6234 1.6234 -2.5405 -1.6233 -1.6233 2.5405 0.1283 0.1283 -0.0020 15X 1.6234 1.6234 -2.5405 -1.6233 -1.6233 2.5405 0.1403 0.1402 -0.0021 15XY 1.6234 1.6234 -2.5405 -1.6233 -1.6233 2.5406 0.1403 0.1403 0.0098 15Y 1.6234 1.6234 -2.5405 -1.6233 -1.6233 2.5405 0.1402 0.1403 -0.0021 AxY 0.3014 0.3014 -0.5405 -0.3013 -0.3013 0.5405 0.1523 0.1523 0.0024 AYX 0.3014 0.3014 -0.5405 -0.3013 -0.3013 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



FIGURE FOR DEFLECTION CALCULATION



- APPENDIX -



A.GLOSSARY FOR PLS-TOWER ANALYSIS PROGRAM

Max. Usage : Maximum usage of members in “%” Max. Use in Comp. : Maximum compression usage of members in “%” Max. Use in Tens. : Maximum tension usage of members in “%” Comp. Control Member : Member for the maximum compression usage Tension Control Member : Member for the maximum tension usage Comp. Force : Compression force on the member Tension Force : Tension force on the member Comp. Control Load Case : Load condition for which max compression usage is got Tension Control Load Case : Load condition for which max tension usage is got L/R Capacity : Member slenderness capaciy Comp. Conn. Shear Capacity : Connection shear capacity in compression Tens. Conn. Shear Capacity : Connection shear capacity in tension Comp. Conn. Bearing Capacity : Connection bearing capacity in compression Tens. Conn. Bearing Capacity : Connection bearing capacity in tension RLX : Bracing ratio in X-direction RLY : Bracing ratio in Y-direction RLZ : Bracing ratio in Z-direction L/R : Slenderness of member Length Comp. Member : Length of member taken for compression design No. of Bolts Comp. : Number of bolts Net Section Capacity : Net section capacity of member in tension No. Of Holes : 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.

Documents

Statical Calculation of 50m Tower