tower analysis report sst 36 m

REPORT

DESIGN AND ANALYSIS SELF SUPORTING TOWER

36 METER

November, 2011

VANDA STRUCTURAL CONSULTANT

Jl. Vanda No 17A-17B Komplek Jatibening Satu

Pondok Gede – Bekasi

O21-84994277

RESUME DESIGN

SELF SUPPORTING TOWER 36 METER

1. Antenna Load

Number

Antenna Type Antenna

Azimuth

(o)

Elevation

(m)

3 GSM 2G/3G Directional Antenna 030 o , 120 o, 330 o 34.00

1 Microwave 0.6 m Antenna 210 o 30.00

2. Analysis

100 kph as maximum basic wind velocity Limit OK / NOT OK

Maximum Design Ratio 0.922 < 1.00 OK

70 kph as operational basic wind velocity Limit OK / NOT OK

Twist 0.3682O 0.5 O OK

Sway 0.0032 O 0.5 O OK

Displacement Horizontal 0.1453 m 36m / 200 = 0.180 m

OK

Displacement Vertical 0.0054 m 36m / 1000 = 0.036m

OK

3. Support Reactions Compress C 289.448 kN

Tension / Uplift T 266.340 kN

Horizontal Force X direction Fx 15.264 kN

Horizontal Force Y direction Fy 15.184 kN

4. Weight Tower Weight Tower + 4.226 ton (Estimated)

STRUCTURAL DESIGN ANALYSIS REPORT

CONTENT :

SUMMARY

1. DESIGN CRITERIA

2. DESIGN TOWER SST 36 M

3. ANCHOR BOLT AND BASE PLATE

4. SINGLE DIAGRAM

1. DESIGN CRITERIA

DESIGN CRITERIA

A. LOADING

1. Dead Load

Dead Load is the dead weight of tower structure and all appurtenances such

as ladder, feeder, antenna, etc.

2. Wind Load

Wind Load includes wind load acting on tower structure, appurtenances,

antenna, etc. Wind Load is based on the 100 kph as maximum basic wind velocity.

According to EIA/TIA-222 F, the operational basic wind velocity is 70 kph. The

pressure to the tower varies as a function of height.

a. Wind load calculation method on the tower and appurtenance are as follows :

F = qz . GH . CF . AE . and not to exceed 2 . qz . GH . AG

qz = 0.613 . Kz . V2

Kz = [z/10]2/7

GH = 0.65 + 0.60 / (h/10) 1/7

CF = 4.0 e2 – 5.9 e + 4.0 ( Square cross section )

CF = 3.4 e2 – 4.7 e + 3.4 ( Triangular cross section )

e = (AF+AR / AG

RR = 0.51e + 0.57

AE = DF . AF + DR . AR. RR ( RR = Reduction Factor )

Where :

F = Horizontal wind force ( kN )

qz = Velocity pressure ( N/mm2 )

GH = Gust Response Factor for fastest mile basic wind speed ( 1.00 < GH < 2.58 )

CF = Structur force coefficient for each section

CA = Linear or discrete appurtenance force coefficient

AA = Projected area of a linear appurtenance ( m2 )

AG = Gross area of one tower face as if the face of the section ( m2 )

z = Height above average ground level to midpoint of the section (m)

AE = Effective projected area of structural component in one face (m2 )

Kz = Exposure coefficient ( 1.00 < Kz < 1.25 )

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

AR = Projected area of round structural component in one face of the

section ( m2 )

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

h = Total height of structure ( m )

e = Solidity ratio

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

DF = Wind direction factor

1.0 for square cross section and normal wind direction

1 + 0.75 e for square cross section and + 45o wind direction

DR = Wind direction factor for round structural component in one face of

the section

b. Wind load calculation of parabolic antenna :

Fa = Ca . A . Kz . GH . V2

Fs = Cs . A . Kz . GH . V2

M = Cm . D . A . Kz . GH . V2

Ha = v ( Fa2 + Fs2 )

Mt = Fa . X + Fs . Y + M.

Where :

Fa = Axial Force ( lb )

Fs = Side Force ( lb )

M = Twisting Moment ( ft-lb )

Ca = Wind Load Coefficient

Cs = Wind Load Coefficient

Cm = Wind Load Coefficient

Ha = Wind load antenna ( lb )

Mt = Total twisting moment ( ft-lb )

V = Wind Velocity ( mph )

A = Normal projected area of antenna (ft2 )

D = Antenna diameter ( ft )

X = The offset of the mounting pipe ( ft )

Y = The distance on the reflector axis from the reflector vertex to the

center of the mounting pipe ( ft )

c. Load Combination

According to EIA Standard EIA – 222 – F, only the following load

combination shall be investigated when calculating the maximum member

stresses and structure reactions :

D1 + Wo

Where :

D1 = Dead weight of the structure and appurtenances

Wo = Design wind load on the structure, appurtenances, etc.

3. Properties of Antenna

ANCILLARIES FOR CASTLE TRANSMISSION formerly BBC ENGINEERING -TOWERS -------

name type Dim mass af asf aice zre xcg xicg fcx fcy fzm icon dx dy dz

(units) m kg m2 m2 m2 m m m

ANDREW

SHIELDED ONE PIECE WITH PLANAR RADOME---------------------------------------------

name type Dim mass af asf aice zref xcg xicg fcx fcy fmz icon

m kg m2 m2 m2 m m m

SH1PR-2 SHIELDED 0.6 18.5 0.318 0.159 .96 0 -.035 -.035 1 1 1 3

SH1PR-4 SHIELDED 1.2 77 1.170 0.585 5.13 0 .013 -.013 1 1 1 3

SH1PR-6 SHIELDED 1.8 127 2.620 1.31 11.6 0 -.213 -.213 1 1 1 3

SH1PR-8 SHIELDED 2.4 203 4.66 2.33 19.6 0 -.371 -.371 1 1 1 3

SH1PR-10 SHIELDED 3 245 7.29 3.64 25.7 0 -.465 -.465 1 1 1 3

SECTOR $ UHF dual-polar/dual band GSM 7600

A0240 CYL 2.3 20 .66 .46 2.4 0 0 0 1 1 1 14 .6 .6 2.6

A0130 CYL 1 15 .78 .5 2.3 0 0 0 1 1 1 14 .2 .3 2.3

PLATFORM

PLATFORM-1 UNITY 1 305 1.0 1.0 0 0 0 0 1 1 1 502 2 1.5 1

PLATFORM-2 UNITY 1 225 1.0 1.0 0 0 0 0 1 1 1 502 1.5 1 1

PLATFORM-3 UNITY 1 165 1.0 1.0 0 0 0 0 1 1 1 502 1 1 1

Where : name : Name by which the antenna is referenced in the TWR file.

coeff : Name of set of coefficients to be used in calculating the projected area and wind resistance of the antenna.

dim : Reference dimension, in m, normally the dish diameter, used in computing forces and moments about the antenna axes and the BS 8100 gust factor for the antenna.

mass : Mass of the ancillary, in kg.

af : Frontal area of the antenna, in m2.

asf : Side area of antenna, in m2. This will be used to compute the projected area of the antenna at different angles if the projected area coefficients are zero. In this case, the projected area will be computed as: af × cos²(angle) + asf × sin²(angle)

aice : Surface area of a the antenna that may be coated with ice, in m2. Used in computing the weight of ice on an iced antenna.

zref : Z dimension from the antenna origin for wind loads and the level of the antenna in the TWR file, in m. Usually, either the centerline of radiation or the mounting level of the antenna.

xcg : Horizontal offset from the antenna origin to the center of gravity of the un-iced antenna, in m.

xicg : Horizontal offset from the antenna origin to the center of gravity of a uniform ice coating on the antenna in m.

fcx : Correction factor to be applied to drag coefficient for drag force along the axis of the antenna.

fcy : Correction factor to be applied to drag coefficient for horizontal drag force normal to the axis of the antenna.

fzm : Correction factor to be applied to drag coefficient for yawing moment (twisting about the vertical axis of the antenna).

ishape : Shape code for the antenna, used to select a symbol for plotting.

4. Antenna Load for 1 Operator

- GSM 2G Sector Antenna (GSM) 3 pcs

- Bracket GSM 2G Sector Antenna 3 pcs

- Microwave Antenna Ø 0.6 m (SH1PR-2) 1 pcs

- Bracket Microwave Antenna Ø 0.6 m 1 pcs

5. Ladder and Cable Ladder Load

- Ladder 1 set, weight 28.3 kg/m

- Cables with diameter 7/8 “ from, weight 0.8 kg/m for tower < 40 m heigh

- Cables with diameter 1 7/8 “ from, weight 1.55 kg/m for tower > 40 m heigh

6. Platform Worker Load

- Horizontal members must be safe for worker and his tools 100 kg at middle span

- Bordes / platform must be safe for distributed load 200 kg/m2

B. STRENGTH ASESSMENT

The tower members shall be designed according to EIA /. TIA – 222 – F

C. SLENDERNESS RATIO

Limiting values of effective slenderness ratio (KL/r) of compression member

shall be 120 for legs, 200 for bracing, 250 for redundant. Redundant is defined as

members used solely to reduce slenderness of others members.

D. MATERIAL

Tower structure material shall conform to JIS or other equivalent standard.

Material Standard Grade Fy (MPa) Fu (MPa)

Pipe ASTM A53/ JIS G3444 SS470 275 400

Angle and Plate ASTM A36/ JIS G3103 SS400 245 400

Angle and Plate ASTM A52 SS540 355 520

Bolt ASTM A325/JIS B1180 8.8 505 800

Anchor ASTM 307 - 240 400

Welded AWS D1.1 E60XX - 345 -

Note : Bolt JIS grade 8.8 is equivalent to ASTM A325.

E. STRUCTURAL ANALYSIS

Three dimensional structure analysis should be applied to determine tower

member stresses. The analysis is carried out by computer program on the basis of

a valid stress analysis program. Moment of inertia is reduced with 0.1 factor since

the tower is design is based on the axial analysis.

F. OPERATIONAL CONDITION

Maximum twist and sway is 0.5 degree at 70 km/hour operational wind

velocity, maximum vertical displacement H/1000, and maximum horizontal

displacement H/200, where H is height tower.

2. DESIGN TOWER SST 36 M

STRUCTURAL ANALYSIS REPORT

TOWER DESIGN SST 36 M:

A. GEOMETRI

B. ANALYSIS INPUT DATA

C. STRENGTH ASSESSMENT

D. SUPPORT REACTION

E. TWIST AND SWAY

F. DISPLACEMENT

A. GEOMETRI

X Y

Z

theta: 300 phi: 30

Civil Engineering Job: New Tower 36 mNEW TOWER SST 36 M

9 Nov 201101:57 PM

MStower [V6.00.010] D:\!Project\16\New Tower 36 M\New Tower 36 m

XY

Z

theta: 180 phi: 0


9 Nov 201101:57 PM


X Y

Z

theta: 270 phi: 0


9 Nov 201101:57 PM


X

Y

Ztheta: 0 phi: 90


9 Nov 201101:58 PM


B. ANALYSIS INPUT DATA

Civil Engineering Page 1 of 19 Nov 2011

1:58 PM

MStower [V6.00.010] D:\!Project\16\New Tower 36 M\New Tower 36 m.td

TITL1 NEW TOWERTITL2 SST 36 MUNITS 1

PROFILEFACES 4WBASE 1.7000RLBAS 0.0000

PANEL 29 HT 1.000 TW 1 FACE X0 LEG 5 BR1 4 R1 0 R2 0 PLAN PLD PB1 4 PB2 4PANEL 28 HT 1.2500 FACE X0 LEG 5 BR1 4 R1 0 R2 0 PLAN PLD PB1 4 PB2 4PANEL 27 HT 1.2500 FACE X0 LEG 5 BR1 4 R1 0 R2 0 PLAN PLD PB1 4 PB2 4PANEL 26 HT 1.2500 FACE X0 LEG 5 BR1 4 R1 0 R2 0 PLAN PLD PB1 4 PB2 4PANEL 25 HT 1.2500 FACE X0 LEG 5 BR1 4 R1 0 R2 0 PLAN PLD PB1 4 PB2 4

PANEL 24 HT 1.2500 FACE X0 LEG 5 BR1 4 R1 0 R2 0 PLAN PLD PB1 4 PB2 4PANEL 23 HT 1.2500 FACE X0 LEG 5 BR1 4 R1 0 R2 0 PLAN PLD PB1 4 PB2 4PANEL 22 HT 1.2500 FACE X0 LEG 5 BR1 4 R1 0 R2 0 PLAN PLD PB1 4 PB2 4PANEL 21 HT 1.2500 FACE X0 LEG 5 BR1 4 R1 0 R2 0 PLAN PLD PB1 4 PB2 4




PANEL 8 HT 1.2500 FACE X0 LEG 9 BR1 5 R1 0 R2 0

PLAN PLD PB1 5 PB2 5PANEL 7 HT 1.2500 FACE X0 LEG 9 BR1 5 R1 0 R2 0 PLAN PLD PB1 5 PB2 5PANEL 6 HT 1.2500 FACE X0 LEG 10 BR1 5 R1 0 R2 0 PLAN PLD PB1 5 PB2 5PANEL 5 HT 1.2500 FACE X0 LEG 10 BR1 5 R1 0 R2 0 PLAN PLD PB1 5 PB2 5


END

SECTIONS

LIB P:UK.lib

1 EA30X30X3 FY 245 4 EA40x40x4 FY 245 5 EA50x50x5 FY 245 6 EA60x60x6 FY 245 65 EA65x65x6 FY 245

7 EA70x70x7 FY 245 8 EA80x80x8 FY 245 9 EA90x90x8 FY 245 10 EA100x100x10 FY 245 12 EA120x120x12 FY 245 13 EA130x130x12 FY 245 65 EA65X65X6 FY 245END

END


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MStower [V6.00.010] D:\!Project\16\New Tower 36 M\New Tower 36 m.twr

PARAMETERS ANGN 90.0 CODE EIA222 VB 27.8END

LOADS

CASE 100 Weight of tower plus ancillaries DL

CASE 200 Wind load Zero Degrees WL ANGLE 0

CASE 210 Wind load 45 Degrees WL ANGLE 45







CASE 400 Max. Tower Weight COMBIN 100 1.0

CASE 500 Wind Load at 0 Degrees COMBIN 100 1.0 COMBIN 200 1.0








END

ANCILLARIES

LINEAR LIBR P:LIN LADDER XB 0.0 YB 0.0 ZB 0.0 XT 0.0 YT 0.0 ZT 35.0 LIB H1-LADDER ANG 0 TRAY XB 0.0 YB 0.8 ZB 0.0 XT 0.0 YT 0.5 ZT 34.0 LIB CableLad ANG 0 CABLESGSM1 XB 0.1 YB 0.0 ZB 0.0 XT 0.1 YT 0.0 ZT 34.0 LIB FDR6-7/8 ANG 0 CABLESMW1 XB 0.1 YB 0.0 ZB 0.0 XT 0.1 YT 0.0 ZT 30.0 LIB HJ4-50 ANG 0


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MStower [V6.00.010] D:\!Project\16\New Tower 36 M\New Tower 36 m.twr

LARGE LIBR P:ANC PROP1-SECTOR XA 0.50 YA 0.50 ZA 34.00 lib GSM ANG 030 AMASS 25 $ Existing Antenna PROP2-SECTOR XA -0.50 YA -0.50 ZA 34.00 lib GSM ANG 120 AMASS 25 $ Existing Antenna PROP3-SECTOR XA -0.50 YA 0.50 ZA 34.00 lib GSM ANG 330 AMASS 25 $ Existing Antenna PROP4-MW0.6 XA -0.50 YA -0.50 ZA 30.00 lib SH1PR-2 ANG 210 AMASS 25 $ Existing Antenna

END

END $CableLad NONE 7.00 0.20 0.040 0.80 1 $ Width 400mm Includes Wts for feeders $CTRAY400 NONE 13.00 0.40 0.10 0.80 1 $ Includes Wts for feeders $H1-LADDER NONE 17.2 .22 .15 0 0 $ 1 MEANS ITEM IS FLAT FOR WIND $FDR6-7/8 NONE 2.94 0.044 0.067 0 0 $ FEEDER 6-7/8" $FDR6-5/4 NONE 5.88 0.064 0.095 0 0 $ FEEDER 6-5/4" $HJ4-50 NONE .37 .014 .014 .044 0 $ 1/2" $LDF2-50 NONE .12 .011 .011 .034 0 $ 3/8"

$PLATFORM-3 UNITY 1 75 1.0 1.0 0 0 0 0 1 1 1 502 1 1 1 $ PLaTform $ GSM3 CYL 1.3 15 .39 .2 0 0 0 0 1 1 1 14 .15 .3 1.3 $ Kathrein K80010123 $ GSM2 CYL 2.7 30 .81 .4 0 0 0 0 1 1 1 14 .15 .3 2.0 $ Kathrein K80010123 $ GSM1 CYL 2.1 20 .5 .35 0 0 0 0 1 1 1 14 .1 .2 2.1 $ UHF dual-polar/dual $ GSM CYL 2.0 20 .5 .35 0 0 0 0 1 1 1 14 .15 .3 2.0 $ Kathrein 739666 $ SH1PR-1 SHIELDED 0.3 10.5 0.318 0.159 .96 0 -.035 -.035 1 1 1 3 $ MW 0.3 $ SH1PR-2 SHIELDED 0.6 18.5 0.318 0.159 .96 0 -.035 -.035 1 1 1 3 $ MW 0.6

C. STRENGTH ASSESSMENT


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MStower [V6.00.010] D:\!Project\16\New Tower 36 M\New Tower 36 m.rpt

MSTOWER V6 Member checking to EIA-222-F (030216)

Job: NEW TOWER 36 M Date: 26-OCT-11 12:12:39 NEW TOWER SST 36 M

-- L O A D C A S E S --Case Y/N Title 100 N WEIGHT OF TOWER PLUS ANCILLARIES 200 N WIND LOAD ZERO DEGREES 210 N WIND LOAD 45 DEGREES 220 N WIND LOAD 90 DEGREES 230 N WIND LOAD 135 DEGREES 240 N WIND LOAD 180 DEGREES 250 N WIND LOAD 225 DEGREES 260 N WIND LOAD 270 DEGREES 270 N WIND LOAD 315 DEGREES 400 Y MAX. TOWER WEIGHT 500 Y WIND LOAD AT 0 DEGREES 510 Y WIND LOAD AT 45 DEGREES 520 Y WIND LOAD AT 90 DEGREES 530 Y WIND LOAD AT 135 DEGREES 540 Y WIND LOAD AT 180 DEGREES 550 Y WIND LOAD AT 225 DEGREES 560 Y WIND LOAD AT 270 DEGREES 570 Y WIND LOAD AT 315 DEGREES

Y = Cases to be checked N = Not Used

Report Units: Dims., lengths, areas ... mm, mm2 Forces ..................... kN Stresses ..............N/mm2 (MPa)

Allowable stresses to EIA-222-F. Overstress factor for WL: 1.330 Safety factor for guys: 2.000 Symbols: fy = yield stress nb = no. bolts in end connection. C = Section 5.7 sub-clause used for KL/r. KL/r= Section 5.7.4 slenderness ratio. x/y/v=buckling axis. P = Axial force in member, kN. c=compression f = Axial stress in member, MPa. F = Allowable stress, MPa. * = Stress ratio > 1.0 # = Exceeds code slenderness limits.

Pnl Members Typ Size fy nb C KL/r Case P f F f/F Bolts 29 1 LEG EA50X50X5 245 2 4 103v 570 0c 0 115 0.003 0.000 29 21 LEG EA50X50X5 245 2 4 103v 550 0c 0 115 0.003 0.000 29 41 LEG EA50X50X5 245 2 4 103v 530 0c 0 115 0.003 0.000 29 61 LEG EA50X50X5 245 2 4 103v 510 0c 0 115 0.003 0.000 29 2- 3 XBR EA40X40X4 245 2 6 118y 550 0c 0 97 0.004 0.000 29 4- 5 XBR EA40X40X4 245 2 6 118y 570 0c 0 97 0.004 0.000 29 22- 23 XBR EA40X40X4 245 2 6 118y 530 0c 0 97 0.004 0.000 29 24- 25 XBR EA40X40X4 245 2 6 118y 550 0c 0 97 0.004 0.000 29 42- 43 XBR EA40X40X4 245 2 6 118y 510 0c 0 97 0.004 0.000 29 44- 45 XBR EA40X40X4 245 2 6 118y 530 0c 0 97 0.004 0.000 29 62- 63 XBR EA40X40X4 245 2 6 118y 570 0c 0 97 0.004 0.000 29 64- 65 XBR EA40X40X4 245 2 6 118y 510 0c 0 97 0.004 0.000 29 66- 71 HOR EA40X40X4 245 2 7 103v 500 0c 0 115 0.001 0.000 29 74- 79 HOR EA40X40X4 245 2 7 103v 560 0c 0 115 0.001 0.000 29 82- 87 HOR EA40X40X4 245 2 7 103v 500 0c 0 115 0.001 0.000 29 90- 95 HOR EA40X40X4 245 2 7 103v 560 0c 0 115 0.001 0.000 29 72- 73 PBR EA40X40X4 245 2 6 98v 530 0c 0 120 0.001 0.000 29 80- 81 PBR EA40X40X4 245 2 6 98v 510 0c 0 120 0.001 0.000 29 88- 89 PBR EA40X40X4 245 2 6 98v 570 0c 0 120 0.001 0.000 29 96- 97 PBR EA40X40X4 245 2 6 98v 550 0c 0 120 0.001 0.000

28 101 LEG EA50X50X5 245 2 4 128v 570 1c 2 83 0.019 0.000 28 121 LEG EA50X50X5 245 2 4 128v 550 1c 2 83 0.019 0.000 28 141 LEG EA50X50X5 245 2 4 128v 530 1c 2 83 0.020 0.000 28 161 LEG EA50X50X5 245 2 4 128v 510 1c 2 83 0.019 0.000 28 102- 103 XBR EA40X40X4 245 2 10 129y 550 0c 1 83 0.017 0.000 28 104- 105 XBR EA40X40X4 245 2 10 129y 570 0c 1 83 0.017 0.000 28 122- 123 XBR EA40X40X4 245 2 10 129y 530 0c 1 83 0.017 0.000 28 124- 125 XBR EA40X40X4 245 2 10 129y 550 0c 1 83 0.017 0.000 28 142- 143 XBR EA40X40X4 245 2 10 129y 510 0c 1 83 0.017 0.000


1:59 PM


28 144- 145 XBR EA40X40X4 245 2 10 129y 530 0c 1 83 0.017 0.000 28 162- 163 XBR EA40X40X4 245 2 10 129y 570 0c 1 83 0.017 0.000 28 164- 165 XBR EA40X40X4 245 2 10 129y 510 0c 1 83 0.017 0.000 28 166- 171 HOR EA40X40X4 245 2 6 0 550 0 0 196 0.002 0.000 28 174- 179 HOR EA40X40X4 245 2 6 0 530 0 0 196 0.002 0.000 28 182- 187 HOR EA40X40X4 245 2 6 0 530 0 0 196 0.002 0.000 28 190- 195 HOR EA40X40X4 245 2 6 0 510 0 0 196 0.002 0.000 28 172- 173 PBR EA40X40X4 245 2 6 100v 570 0c 0 119 0.002 0.000 28 180- 181 PBR EA40X40X4 245 2 6 100v 550 0c 0 119 0.002 0.000 28 188- 189 PBR EA40X40X4 245 2 6 100v 530 0c 0 119 0.002 0.000 28 196- 197 PBR EA40X40X4 245 2 6 100v 510 0c 0 119 0.002 0.000

27 201 LEG EA50X50X5 245 2 4 128v 570 3c 6 83 0.071 0.000 27 221 LEG EA50X50X5 245 2 4 128v 550 3c 6 83 0.076 0.000 27 241 LEG EA50X50X5 245 2 4 128v 530 3c 7 83 0.080 0.000 27 261 LEG EA50X50X5 245 2 4 128v 510 3c 6 83 0.076 0.000 27 202- 203 XBR EA40X40X4 245 2 10 129y 550 1c 4 82 0.051 0.000 27 204- 205 XBR EA40X40X4 245 2 10 129y 570 1c 5 82 0.056 0.000 27 222- 223 XBR EA40X40X4 245 2 10 129y 530 1c 5 82 0.058 0.000 27 224- 225 XBR EA40X40X4 245 2 10 129y 550 2c 5 82 0.062 0.000 27 242- 243 XBR EA40X40X4 245 2 10 129y 510 2c 5 82 0.062 0.000 27 244- 245 XBR EA40X40X4 245 2 10 129y 530 1c 5 82 0.058 0.000 27 262- 263 XBR EA40X40X4 245 2 10 129y 570 1c 5 82 0.056 0.000 27 264- 265 XBR EA40X40X4 245 2 10 129y 510 1c 4 82 0.051 0.000 27 266- 271 HOR EA40X40X4 245 2 6 0 560 0 1 196 0.007 0.000 27 274- 279 HOR EA40X40X4 245 2 6 0 530 0 1 196 0.007 0.000 27 282- 287 HOR EA40X40X4 245 2 6 0 520 0 1 196 0.007 0.000 27 290- 295 HOR EA40X40X4 245 2 6 0 500 0 1 196 0.006 0.000 27 272- 273 PBR EA40X40X4 245 2 6 101v 570 0c 0 117 0.002 0.000 27 280- 281 PBR EA40X40X4 245 2 6 101v 550 0c 0 117 0.003 0.000 27 288- 289 PBR EA40X40X4 245 2 6 101v 530 0c 0 117 0.003 0.000 27 296- 297 PBR EA40X40X4 245 2 6 101v 510 0c 0 117 0.002 0.000

26 301 LEG EA50X50X5 245 2 4 128v 570 6c 12 83 0.148 0.000 26 321 LEG EA50X50X5 245 2 4 128v 550 6c 13 83 0.154 0.000 26 341 LEG EA50X50X5 245 2 4 128v 530 6c 13 83 0.158 0.000 26 361 LEG EA50X50X5 245 2 4 128v 510 6c 13 83 0.152 0.000 26 302- 303 XBR EA40X40X4 245 2 10 130y 550 2c 6 81 0.078 0.000 26 304- 305 XBR EA40X40X4 245 2 10 130y 570 2c 7 81 0.083 0.000 26 322- 323 XBR EA40X40X4 245 2 10 130y 530 2c 7 81 0.085 0.000 26 324- 325 XBR EA40X40X4 245 2 10 130y 550 2c 7 81 0.089 0.000 26 342- 343 XBR EA40X40X4 245 2 10 130y 510 2c 7 81 0.089 0.000 26 344- 345 XBR EA40X40X4 245 2 10 130y 530 2c 7 81 0.084 0.000 26 362- 363 XBR EA40X40X4 245 2 10 130y 570 2c 7 81 0.083 0.000 26 364- 365 XBR EA40X40X4 245 2 10 130y 510 2c 6 81 0.078 0.000 26 366- 371 HOR EA40X40X4 245 2 7 106v 520 1c 2 112 0.018 0.000 26 374- 379 HOR EA40X40X4 245 2 6 0 540 1 3 196 0.017 0.000 26 382- 387 HOR EA40X40X4 245 2 6 0 520 1 3 196 0.018 0.000 26 390- 395 HOR EA40X40X4 245 2 7 106v 540 1c 2 112 0.017 0.000 26 372- 373 PBR EA40X40X4 245 2 6 103v 570 0c 0 115 0.002 0.000 26 380- 381 PBR EA40X40X4 245 2 6 103v 550 0c 0 115 0.003 0.000 26 388- 389 PBR EA40X40X4 245 2 6 103v 530 0c 0 115 0.003 0.000 26 396- 397 PBR EA40X40X4 245 2 6 103v 510 0c 0 115 0.002 0.000

25 401 LEG EA50X50X5 245 2 4 128v 570 10c 20 83 0.243 0.000 25 421 LEG EA50X50X5 245 2 4 128v 550 10c 21 83 0.250 0.000 25 441 LEG EA50X50X5 245 2 4 128v 530 10c 21 83 0.254 0.000 25 461 LEG EA50X50X5 245 2 4 128v 510 10c 21 83 0.247 0.000 25 402- 403 XBR EA40X40X4 245 2 10 131y 550 3c 9 80 0.108 0.000 25 404- 405 XBR EA40X40X4 245 2 10 131y 570 3c 9 80 0.113 0.000 25 422- 423 XBR EA40X40X4 245 2 10 131y 530 3c 9 80 0.115 0.000 25 424- 425 XBR EA40X40X4 245 2 10 131y 550 3c 10 80 0.119 0.000 25 442- 443 XBR EA40X40X4 245 2 10 131y 510 3c 9 80 0.119 0.000 25 444- 445 XBR EA40X40X4 245 2 10 131y 530 3c 9 80 0.114 0.000 25 462- 463 XBR EA40X40X4 245 2 10 131y 570 3c 9 80 0.112 0.000 25 464- 465 XBR EA40X40X4 245 2 10 131y 510 3c 9 80 0.107 0.000 25 466- 471 HOR EA40X40X4 245 2 7 107v 520 1c 4 110 0.036 0.000 25 474- 479 HOR EA40X40X4 245 2 7 107v 500 1c 3 110 0.031 0.000 25 482- 487 HOR EA40X40X4 245 2 7 107v 560 1c 4 110 0.035 0.000 25 490- 495 HOR EA40X40X4 245 2 7 107v 540 1c 4 110 0.033 0.000 25 472- 473 PBR EA40X40X4 245 2 6 105v 570 0c 0 113 0.002 0.000 25 480- 481 PBR EA40X40X4 245 2 6 105v 550 0c 0 113 0.003 0.000 25 488- 489 PBR EA40X40X4 245 2 6 105v 530 0c 0 113 0.003 0.000 25 496- 497 PBR EA40X40X4 245 2 6 105v 510 0c 0 113 0.002 0.000

24 501 LEG EA50X50X5 245 2 4 128v 570 14c 30 83 0.358 0.000 24 521 LEG EA50X50X5 245 2 4 128v 550 14c 30 83 0.364 0.000 24 541 LEG EA50X50X5 245 2 4 128v 530 15c 31 83 0.371 0.000 24 561 LEG EA50X50X5 245 2 4 128v 510 15c 30 83 0.367 0.000 24 502- 503 XBR EA40X40X4 245 2 10 132y 550 3c 11 79 0.143 0.000


1:59 PM


24 504- 505 XBR EA40X40X4 245 2 10 132y 570 4c 11 79 0.145 0.000 24 522- 523 XBR EA40X40X4 245 2 10 132y 530 4c 12 79 0.146 0.000 24 524- 525 XBR EA40X40X4 245 2 10 132y 550 4c 12 79 0.155 0.000 24 542- 543 XBR EA40X40X4 245 2 10 132y 510 4c 12 79 0.155 0.000 24 544- 545 XBR EA40X40X4 245 2 10 132y 530 4c 12 79 0.151 0.000 24 562- 563 XBR EA40X40X4 245 2 10 132y 570 4c 12 79 0.148 0.000 24 564- 565 XBR EA40X40X4 245 2 10 132y 510 3c 11 79 0.143 0.000 24 566- 571 HOR EA40X40X4 245 2 7 108v 520 2c 6 109 0.058 0.000 24 574- 579 HOR EA40X40X4 245 2 7 108v 500 2c 6 109 0.050 0.000 24 582- 587 HOR EA40X40X4 245 2 7 108v 560 2c 6 109 0.056 0.000 24 590- 595 HOR EA40X40X4 245 2 7 108v 540 2c 6 109 0.053 0.000 24 572- 573 PBR EA40X40X4 245 2 6 106v 570 0c 0 111 0.002 0.000 24 580- 581 PBR EA40X40X4 245 2 6 106v 550 0c 0 111 0.003 0.000 24 588- 589 PBR EA40X40X4 245 2 6 106v 530 0c 0 111 0.003 0.000 24 596- 597 PBR EA40X40X4 245 2 6 106v 510 0c 0 111 0.002 0.000




20 901 LEG EA60X60X6 245 2 4 107v 570 38c 55 110 0.503 0.000


1:59 PM


20 921 LEG EA60X60X6 245 2 4 107v 550 39c 57 110 0.514 0.000 20 941 LEG EA60X60X6 245 2 4 107v 530 39c 56 110 0.512 0.000 20 961 LEG EA60X60X6 245 2 4 107v 510 39c 56 110 0.510 0.000 20 902- 903 XBR EA50X50X5 245 2 6 117y 550 7c 15 98 0.150 0.000 20 904- 905 XBR EA50X50X5 245 2 6 117y 570 7c 15 98 0.150 0.000 20 922- 923 XBR EA50X50X5 245 2 6 117y 530 7c 15 98 0.151 0.000 20 924- 925 XBR EA50X50X5 245 2 6 117y 550 7c 15 98 0.156 0.000 20 942- 943 XBR EA50X50X5 245 2 6 117y 510 7c 15 98 0.155 0.000 20 944- 945 XBR EA50X50X5 245 2 6 117y 530 7c 15 98 0.152 0.000 20 962- 963 XBR EA50X50X5 245 2 6 117y 570 7c 15 98 0.151 0.000 20 964- 965 XBR EA50X50X5 245 2 6 117y 510 7c 15 98 0.149 0.000 20 966- 971 HOR EA50X50X5 245 2 7 102v 520 6c 13 116 0.112 0.000 20 974- 979 HOR EA50X50X5 245 2 7 102v 500 5c 11 116 0.098 0.000 20 982- 987 HOR EA50X50X5 245 2 7 102v 560 6c 13 116 0.111 0.000 20 990- 995 HOR EA50X50X5 245 2 7 102v 540 6c 12 116 0.101 0.000 20 972- 973 PBR EA50X50X5 245 2 6 96v 570 0c 0 123 0.002 0.000 20 980- 981 PBR EA50X50X5 245 2 6 96v 550 0c 0 123 0.003 0.000 20 988- 989 PBR EA50X50X5 245 2 6 96v 530 0c 0 123 0.003 0.000 20 996- 997 PBR EA50X50X5 245 2 6 96v 510 0c 0 123 0.002 0.000



17 1201 LEG EA60X60X6 245 2 4 107v 570 63c 91 110 0.821 0.000 17 1221 LEG EA60X60X6 245 2 4 107v 550 64c 92 110 0.837 0.000 17 1241 LEG EA60X60X6 245 2 4 107v 530 63c 92 110 0.831 0.000 17 1261 LEG EA60X60X6 245 2 4 107v 510 63c 91 110 0.829 0.000 17 1202- 1203 XBR EA50X50X5 245 2 6 120y 550 10c 21 95 0.221 0.000 17 1204- 1205 XBR EA50X50X5 245 2 6 120y 570 10c 21 95 0.220 0.000 17 1222- 1223 XBR EA50X50X5 245 2 6 120y 530 10c 21 95 0.223 0.000 17 1224- 1225 XBR EA50X50X5 245 2 6 120y 550 10c 22 95 0.228 0.000 17 1242- 1243 XBR EA50X50X5 245 2 6 120y 510 10c 21 95 0.226 0.000 17 1244- 1245 XBR EA50X50X5 245 2 6 120y 530 10c 21 95 0.222 0.000 17 1262- 1263 XBR EA50X50X5 245 2 6 120y 570 10c 21 95 0.222 0.000 17 1264- 1265 XBR EA50X50X5 245 2 6 120y 510 10c 21 95 0.220 0.000 17 1266- 1271 HOR EA50X50X5 245 2 7 104v 520 10c 21 114 0.186 0.000 17 1274- 1279 HOR EA50X50X5 245 2 7 104v 500 9c 18 114 0.162 0.000 17 1282- 1287 HOR EA50X50X5 245 2 7 104v 560 10c 21 114 0.185 0.000 17 1290- 1295 HOR EA50X50X5 245 2 7 104v 540 9c 19 114 0.165 0.000 17 1272- 1273 PBR EA50X50X5 245 2 6 100v 570 0c 0 118 0.002 0.000 17 1280- 1281 PBR EA50X50X5 245 2 6 100v 550 0c 0 118 0.003 0.000


1:59 PM


17 1288- 1289 PBR EA50X50X5 245 2 6 100v 530 0c 0 118 0.003 0.000 17 1296- 1297 PBR EA50X50X5 245 2 6 100v 510 0c 0 118 0.002 0.000




13 1601 LEG EA70X70X7 245 2 4 91v 570 105c 113 128 0.882 0.000 13 1621 LEG EA70X70X7 245 2 4 91v 550 107c 115 128 0.897 0.000 13 1641 LEG EA70X70X7 245 2 4 91v 530 106c 114 128 0.890 0.000 13 1661 LEG EA70X70X7 245 2 4 91v 510 106c 114 128 0.888 0.000 13 1602- 1603 XBR EA50X50X5 245 2 10 123y 550 12c 24 91 0.265 0.000 13 1604- 1605 XBR EA50X50X5 245 2 10 123y 570 12c 24 91 0.264 0.000 13 1622- 1623 XBR EA50X50X5 245 2 10 123y 530 12c 24 91 0.266 0.000 13 1624- 1625 XBR EA50X50X5 245 2 10 123y 550 12c 25 91 0.271 0.000 13 1642- 1643 XBR EA50X50X5 245 2 10 123y 510 12c 24 91 0.269 0.000 13 1644- 1645 XBR EA50X50X5 245 2 10 123y 530 12c 24 91 0.266 0.000 13 1662- 1663 XBR EA50X50X5 245 2 10 123y 570 12c 24 91 0.265 0.000 13 1664- 1665 XBR EA50X50X5 245 2 10 123y 510 11c 24 91 0.264 0.000 13 1666- 1671 HOR EA50X50X5 245 2 7 107v 520 12c 25 110 0.226 0.000 13 1674- 1679 HOR EA50X50X5 245 2 7 107v 500 10c 22 110 0.196 0.000


1:59 PM


13 1682- 1687 HOR EA50X50X5 245 2 7 107v 560 12c 25 110 0.226 0.000 13 1690- 1695 HOR EA50X50X5 245 2 7 107v 540 11c 22 110 0.200 0.000 13 1672- 1673 PBR EA50X50X5 245 2 6 105v 570 0c 0 112 0.003 0.000 13 1680- 1681 PBR EA50X50X5 245 2 6 105v 550 0c 0 112 0.003 0.000 13 1688- 1689 PBR EA50X50X5 245 2 6 105v 530 0c 0 112 0.003 0.000 13 1696- 1697 PBR EA50X50X5 245 2 6 105v 510 0c 0 112 0.003 0.000




9 2001 LEG EA80X80X8 245 2 4 80v 570 156c 127 139 0.909 0.000 9 2021 LEG EA80X80X8 245 2 4 80v 550 158c 128 139 0.922 0.000 9 2041 LEG EA80X80X8 245 2 4 80v 530 157c 128 139 0.915 0.000 9 2061 LEG EA80X80X8 245 2 4 80v 510 157c 127 139 0.914 0.000 9 2002- 2003 XBR EA50X50X5 245 2 10 126y 550 12c 25 87 0.289 0.000 9 2004- 2005 XBR EA50X50X5 245 2 10 126y 570 12c 25 87 0.288 0.000 9 2022- 2023 XBR EA50X50X5 245 2 10 126y 530 12c 25 87 0.290 0.000 9 2024- 2025 XBR EA50X50X5 245 2 10 126y 550 12c 26 87 0.294 0.000 9 2042- 2043 XBR EA50X50X5 245 2 10 126y 510 12c 25 87 0.292 0.000 9 2044- 2045 XBR EA50X50X5 245 2 10 126y 530 12c 25 87 0.289 0.000


1:59 PM


9 2062- 2063 XBR EA50X50X5 245 2 10 126y 570 12c 25 87 0.289 0.000 9 2064- 2065 XBR EA50X50X5 245 2 10 126y 510 12c 25 87 0.288 0.000 9 2066- 2071 HOR EA50X50X5 245 2 7 111v 520 12c 26 106 0.242 0.000 9 2074- 2079 HOR EA50X50X5 245 2 7 111v 500 11c 22 106 0.210 0.000 9 2082- 2087 HOR EA50X50X5 245 2 7 111v 560 12c 26 106 0.242 0.000 9 2090- 2095 HOR EA50X50X5 245 2 7 111v 540 11c 23 106 0.213 0.000 9 2072- 2073 PBR EA50X50X5 245 2 6 111v 570 0c 0 106 0.003 0.000 9 2080- 2081 PBR EA50X50X5 245 2 6 111v 550 0c 0 106 0.003 0.000 9 2088- 2089 PBR EA50X50X5 245 2 6 111v 530 0c 0 106 0.003 0.000 9 2096- 2097 PBR EA50X50X5 245 2 6 111v 510 0c 0 106 0.003 0.000




5 2401 LEG EA100X100X10 245 2 4 64v 570 213c 112 155 0.723 0.000 5 2421 LEG EA100X100X10 245 2 4 64v 550 215c 113 155 0.732 0.000 5 2441 LEG EA100X100X10 245 2 4 64v 530 214c 113 155 0.727 0.000 5 2461 LEG EA100X100X10 245 2 4 64v 510 214c 113 155 0.726 0.000 5 2402- 2403 XBR EA50X50X5 245 2 10 129y 550 11c 23 83 0.279 0.000 5 2404- 2405 XBR EA50X50X5 245 2 10 129y 570 11c 23 83 0.279 0.000


1:59 PM


5 2422- 2423 XBR EA50X50X5 245 2 10 129y 530 11c 23 83 0.280 0.000 5 2424- 2425 XBR EA50X50X5 245 2 10 129y 550 11c 24 83 0.284 0.000 5 2442- 2443 XBR EA50X50X5 245 2 10 129y 510 11c 23 83 0.283 0.000 5 2444- 2445 XBR EA50X50X5 245 2 10 129y 530 11c 23 83 0.280 0.000 5 2462- 2463 XBR EA50X50X5 245 2 10 129y 570 11c 23 83 0.280 0.000 5 2464- 2465 XBR EA50X50X5 245 2 10 129y 510 11c 23 83 0.279 0.000 5 2466- 2471 HOR EA50X50X5 245 2 7 114v 520 10c 20 102 0.199 0.000 5 2474- 2479 HOR EA50X50X5 245 2 7 114v 500 8c 17 102 0.172 0.000 5 2482- 2487 HOR EA50X50X5 245 2 7 114v 560 10c 20 102 0.199 0.000 5 2490- 2495 HOR EA50X50X5 245 2 7 114v 540 9c 18 102 0.175 0.000 5 2472- 2473 PBR EA50X50X5 245 2 6 116v 570 0c 0 99 0.003 0.000 5 2480- 2481 PBR EA50X50X5 245 2 6 116v 550 0c 0 99 0.003 0.000 5 2488- 2489 PBR EA50X50X5 245 2 6 116v 530 0c 0 99 0.003 0.000 5 2496- 2497 PBR EA50X50X5 245 2 6 116v 510 0c 0 99 0.003 0.000




1 2801 LEG EA100X100X10 245 2 4 64v 570 268c 141 155 0.911 0.000 1 2821 LEG EA100X100X10 245 2 4 64v 550 271c 143 155 0.921 0.000


1:59 PM


1 2841 LEG EA100X100X10 245 2 4 64v 530 270c 142 155 0.916 0.000 1 2861 LEG EA100X100X10 245 2 4 64v 510 269c 142 155 0.915 0.000 1 2802- 2803 XBR EA50X50X5 245 2 10 132y 550 15c 31 79 0.396 0.000 1 2804- 2805 XBR EA50X50X5 245 2 10 132y 570 15c 31 79 0.395 0.000 1 2822- 2823 XBR EA50X50X5 245 2 10 132y 530 15c 31 79 0.397 0.000 1 2824- 2825 XBR EA50X50X5 245 2 10 132y 550 15c 32 79 0.401 0.000 1 2842- 2843 XBR EA50X50X5 245 2 10 132y 510 15c 31 79 0.399 0.000 1 2844- 2845 XBR EA50X50X5 245 2 10 132y 530 15c 31 79 0.396 0.000 1 2862- 2863 XBR EA50X50X5 245 2 10 132y 570 15c 31 79 0.396 0.000 1 2864- 2865 XBR EA50X50X5 245 2 10 132y 510 15c 31 79 0.395 0.000 1 2866- 2871 HOR EA50X50X5 245 2 7 117v 520 14c 28 97 0.289 0.000 1 2874- 2879 HOR EA50X50X5 245 2 7 117v 500 12c 24 97 0.251 0.000 1 2882- 2887 HOR EA50X50X5 245 2 7 117v 560 14c 28 97 0.289 0.000 1 2890- 2895 HOR EA50X50X5 245 2 7 117v 540 12c 25 97 0.254 0.000 1 2872- 2873 PBR EA50X50X5 245 2 8 122v 570 0c 0 92 0.003 0.000 1 2880- 2881 PBR EA50X50X5 245 2 8 122v 550 0c 0 92 0.004 0.000 1 2888- 2889 PBR EA50X50X5 245 2 8 122v 530 0c 0 92 0.004 0.000 1 2896- 2897 PBR EA50X50X5 245 2 8 122v 510 0c 0 92 0.003 0.000

Mass Summary Sect Size L (m) M (kg) 4 EA40X40X4 Y 185.8 449.3 5 EA50X50X5 Y 548.8 2068.0 6 EA60X60X6 Y 20.0 108.5 7 EA70X70X7 Y 20.0 146.2 8 EA80X80X8 Y 20.0 193.1 9 EA90X90X8 Y 10.0 109.1 10 EA100X100X10 Y 30.0 447.5 -------- 3521.7

D. SUPPORT REACTION


Page 1 of 29 Nov 2011

1:59 PM

MStower [V6.00.010] D:\!Project\16\New Tower 36 M\New Tower 36 m.p1

I N P U T / A N A L Y S I S R E P O R T

Job: New Tower 36 m

Title: NEW TOWER SST 36 MType: Space frameDate: 09-NOV-11Time: 13:56:10

Nodes ............................. 468Members ........................... 1044Spring supports ................... 0Sections .......................... 7Materials ......................... 1Primary load cases ................ 9Combination load cases ............ 9

Analysis: Linear elastic

NODE TABLE NOT PRINTED

MEMBER TABLE NOT PRINTED

SECTION PROPERTY TABLE NOT PRINTED

MATERIAL TABLE NOT PRINTED

C O N D I T I O N N U M B E R

Maximum condition number: 4.697E+03 at node: 74 DOFN: 2

S U P P O R T R E A C T I O N S

CASE 400: MAX. TOWER WEIGHT

Node Force-X Force-Y Force-Z Moment-X Moment-Y Moment-Z kN kN kN kNm kNm kNm 5602 -0.651 0.684 10.811 -0.009 -0.009 0.000 5607 -0.729 -0.684 12.119 0.010 -0.010 0.000 5627 0.729 -0.696 12.317 0.010 0.010 0.000 5647 0.651 0.696 11.009 -0.009 0.009 0.000

SUM: 0.000 0.000 46.256 (all nodes)

(Reactions act on structure in positive global axis directions.)


CASE 500: WIND LOAD AT 0 DEGREES

Node Force-X Force-Y Force-Z Moment-X Moment-Y Moment-Z kN kN kN kNm kNm kNm 5602 -10.347 8.237 176.420 -0.343 -0.108 -0.014 5607 9.004 6.945 -154.783 -0.324 0.091 -0.014 5627 -8.875 6.948 -153.290 -0.326 -0.086 0.014 5647 10.291 8.415 177.909 -0.347 0.108 0.014

SUM: 0.073 30.545 46.256 (all nodes)




Node Force-X Force-Y Force-Z Moment-X Moment-Y Moment-Z kN kN kN kNm kNm kNm 5602 -2.349 -0.988 11.189 -0.206 0.187 -0.023 5607 13.764 13.696 -264.334 -0.351 0.354 0.000 5627 -0.876 -2.259 11.919 -0.190 0.209 0.023 5647 15.050 15.184 287.482 -0.374 0.371 0.000

SUM: 25.589 25.633 46.256 (all nodes)




Node Force-X Force-Y Force-Z Moment-X Moment-Y Moment-Z kN kN kN kNm kNm kNm 5602 7.962 -10.323 -177.467 0.103 0.371 -0.015 5607 8.022 10.305 -177.834 -0.103 0.372 0.015 5627 9.379 -11.635 200.551 0.120 0.391 0.015 5647 9.365 11.752 201.005 -0.124 0.391 -0.015

SUM: 34.727 0.098 46.256 (all nodes)



1:59 PM





Node Force-X Force-Y Force-Z Moment-X Moment-Y Moment-Z kN kN kN kNm kNm kNm 5602 13.776 -13.681 -264.555 0.352 0.352 0.000 5607 -2.409 0.903 13.116 0.209 0.186 0.023 5627 15.115 -15.084 287.660 0.372 0.371 0.000 5647 -0.990 2.259 10.035 0.190 0.207 -0.023

SUM: 25.492 -25.604 46.256 (all nodes)




Node Force-X Force-Y Force-Z Moment-X Moment-Y Moment-Z kN kN kN kNm kNm kNm 5602 9.073 -6.874 -155.166 0.325 0.090 0.014 5607 -10.499 -8.337 179.724 0.346 -0.112 0.014 5627 10.358 -8.346 178.291 0.347 0.107 -0.014 5647 -9.025 -7.050 -156.594 0.329 -0.090 -0.014

SUM: -0.092 -30.606 46.256 (all nodes)




Node Force-X Force-Y Force-Z Moment-X Moment-Y Moment-Z kN kN kN kNm kNm kNm 5602 1.070 2.365 10.288 0.188 -0.206 0.023 5607 -15.264 -15.097 289.448 0.372 -0.375 0.000 5627 2.350 0.872 12.860 0.211 -0.189 -0.023 5647 -13.786 -13.831 -266.340 0.356 -0.352 0.000

SUM: -25.631 -25.691 46.256 (all nodes)




Node Force-X Force-Y Force-Z Moment-X Moment-Y Moment-Z kN kN kN kNm kNm kNm 5602 -9.234 11.691 198.742 -0.121 -0.389 0.015 5607 -9.517 -11.689 202.696 0.124 -0.393 -0.015 5627 -7.902 10.233 -175.571 -0.099 -0.371 -0.015 5647 -8.090 -10.388 -179.612 0.106 -0.372 0.015

SUM: -34.743 -0.153 46.256 (all nodes)




Node Force-X Force-Y Force-Z Moment-X Moment-Y Moment-Z kN kN kN kNm kNm kNm 5602 -15.086 15.056 286.350 -0.371 -0.371 0.000 5607 0.951 -2.282 11.258 -0.188 -0.206 -0.023 5627 -13.661 13.706 -263.199 -0.352 -0.350 0.000 5647 2.285 -0.873 11.846 -0.209 -0.188 0.023

SUM: -25.510 25.606 46.256 (all nodes)


E. TWIST AND SWAY


2:01 PM


ANCILLARY ROTATIONS

-- L O A D C A S E S --Case Y/N Title 100 N WEIGHT OF TOWER PLUS ANCILLARIES 200 N WIND LOAD ZERO DEGREES 210 N WIND LOAD 45 DEGREES 220 N WIND LOAD 90 DEGREES 230 N WIND LOAD 135 DEGREES 240 N WIND LOAD 180 DEGREES 250 N WIND LOAD 225 DEGREES 260 N WIND LOAD 270 DEGREES 270 N WIND LOAD 315 DEGREES 400 Y MAX. TOWER WEIGHT 500 Y WIND LOAD AT 0 DEGREES 510 Y WIND LOAD AT 45 DEGREES 520 Y WIND LOAD AT 90 DEGREES 530 Y WIND LOAD AT 135 DEGREES 540 Y WIND LOAD AT 180 DEGREES 550 Y WIND LOAD AT 225 DEGREES 560 Y WIND LOAD AT 270 DEGREES 570 Y WIND LOAD AT 315 DEGREES

Y = Cases to be checked N = Not Used

ENVELOPE OF TOWER ROTATIONS (Degrees) Pt Height LC X-Rot LC Y_Rot LC Z-Rot 1 36.00 540 0.3306 520 0.3682 550 0.0032 2 35.00 540 0.3306 520 0.3681 550 0.0032 3 33.75 540 0.3303 520 0.3679 550 0.0032 4 32.50 540 0.3292 520 0.3667 550 0.0030 5 31.25 540 0.3269 520 0.3643 550 0.0027 6 30.00 540 0.3231 520 0.3603 550 0.0025 7 28.75 540 0.3178 520 0.3545 550 0.0023 8 27.50 540 0.3106 520 0.3466 550 0.0021 9 26.25 540 0.3014 520 0.3366 550 0.0019 10 25.00 540 0.2903 520 0.3244 550 0.0017 11 23.75 540 0.2810 520 0.3141 550 0.0015 12 22.50 540 0.2701 520 0.3021 550 0.0014 13 21.25 540 0.2575 520 0.2882 550 0.0013 14 20.00 540 0.2432 520 0.2725 550 0.0012 15 18.75 540 0.2309 520 0.2588 550 0.0011 16 17.50 540 0.2172 520 0.2436 550 0.0010 17 16.25 540 0.2022 520 0.2268 550 0.0009 18 15.00 540 0.1857 520 0.2085 550 0.0008 19 13.75 540 0.1719 520 0.1930 550 0.0008 20 12.50 540 0.1570 520 0.1764 550 0.0007 21 11.25 540 0.1410 520 0.1585 550 0.0006 22 10.00 540 0.1240 520 0.1393 550 0.0005 23 8.75 540 0.1078 520 0.1212 550 0.0004 24 7.50 540 0.0907 520 0.1020 550 0.0004 25 6.25 540 0.0772 520 0.0869 550 0.0003 26 5.00 540 0.0632 520 0.0711 550 0.0002 27 3.75 540 0.0484 520 0.0544 550 0.0002 28 2.50 540 0.0329 520 0.0370 550 0.0001 29 1.25 540 0.0167 520 0.0187 550 0.0001

ROTATIONS OF ANCILLARY AXES (Degrees) Ancillary Height Bearing Case Rot-x Rot-y Rot-z PROP1-SECTOR 34.000 30.000 400 0.0043 0.0028 0.0000 500 0.1565 0.2789 0.0027 510 0.1011 0.3613 0.0031 520 0.3198 0.1819 0.0017 530 0.3659 0.1015 0.0008 540 0.1653 0.2860 0.0027 550 0.0928 0.3685 0.0032 560 0.3110 0.1887 0.0020 570 0.3577 0.0957 0.0009 PROP2-SECTOR 34.000 120.000 400 0.0028 0.0043 0.0000 500 0.2789 0.1565 0.0027 510 0.3613 0.1011 0.0031 520 0.1819 0.3198 0.0017 530 0.1015 0.3659 0.0008 540 0.2860 0.1653 0.0027 550 0.3685 0.0928 0.0032 560 0.1887 0.3110 0.0020 570 0.0957 0.3577 0.0009 PROP3-SECTOR 34.000 330.000 400 0.0003 0.0051 0.0000


2:01 PM


500 0.1633 0.2750 0.0027 510 0.3635 0.0931 0.0031 520 0.3174 0.1860 0.0017 530 0.0950 0.3676 0.0008 540 0.1650 0.2862 0.0027 550 0.3655 0.1039 0.0032 560 0.3190 0.1750 0.0020 570 0.0960 0.3576 0.0009 PROP4-MW0.6 30.000 210.000 400 0.0037 0.0026 0.0000 500 0.1537 0.2733 0.0022 510 0.0986 0.3542 0.0024 520 0.3130 0.1785 0.0012 530 0.3580 0.0994 0.0008 540 0.1614 0.2799 0.0022 550 0.0913 0.3610 0.0025 560 0.3053 0.1849 0.0015 570 0.3509 0.0940 0.0009

F. DISPLACEMENT



2:02 PM


I N P U T / A N A L Y S I S R E P O R T

Job: New Tower 36 m

Title: NEW TOWER SST 36 MType: Space frameDate: 09-NOV-11Time: 14:01:51

Nodes ............................. 468Members ........................... 1044Spring supports ................... 0Sections .......................... 7Materials ......................... 1Primary load cases ................ 9Combination load cases ............ 9

Analysis: Linear elastic

NODE TABLE NOT PRINTED

MEMBER TABLE NOT PRINTED

SECTION PROPERTY TABLE NOT PRINTED

MATERIAL TABLE NOT PRINTED

C O N D I T I O N N U M B E R

Maximum condition number: 4.697E+03 at node: 74 DOFN: 2

N O D E D I S P L A C E M E N T S

CASE 400: MAX. TOWER WEIGHT

Node X-Disp Y-Disp Z-Disp X-Rotn Y-Rotn Z-Rotn m m m rad rad rad 1 -0.0005 0.0015 -0.0006 -0.00010 -0.00006 0.00000 6 -0.0005 0.0015 -0.0007 -0.00006 -0.00006 0.00000 26 -0.0005 0.0015 -0.0007 -0.00006 -0.00002 0.00000 46 -0.0005 0.0015 -0.0007 -0.00010 -0.00002 0.00000



Node X-Disp Y-Disp Z-Disp X-Rotn Y-Rotn Z-Rotn m m m rad rad rad 1 -0.0011 -0.1264 -0.0034 0.00556 -0.00009 0.00005 6 -0.0012 -0.1264 0.0021 0.00560 -0.00009 0.00005 26 -0.0012 -0.1265 0.0021 0.00560 -0.00005 0.00004 46 -0.0011 -0.1265 -0.0035 0.00556 -0.00005 0.00004



Node X-Disp Y-Disp Z-Disp X-Rotn Y-Rotn Z-Rotn m m m rad rad rad 1 -0.1058 -0.1042 -0.0006 0.00456 -0.00470 0.00006 6 -0.1059 -0.1042 0.0040 0.00460 -0.00470 0.00005 26 -0.1059 -0.1042 -0.0007 0.00460 -0.00466 0.00004 46 -0.1058 -0.1042 -0.0053 0.00456 -0.00466 0.00005



Node X-Disp Y-Disp Z-Disp X-Rotn Y-Rotn Z-Rotn m m m rad rad rad 1 -0.1453 0.0007 0.0026 -0.00006 -0.00644 0.00004 6 -0.1453 0.0007 0.0025 -0.00002 -0.00644 0.00002 26 -0.1453 0.0006 -0.0039 -0.00002 -0.00640 0.00002 46 -0.1453 0.0006 -0.0039 -0.00006 -0.00640 0.00004



Node X-Disp Y-Disp Z-Disp X-Rotn Y-Rotn Z-Rotn m m m rad rad rad 1 -0.1050 0.1069 0.0040 -0.00475 -0.00466 -0.00001 6 -0.1050 0.1069 -0.0007 -0.00471 -0.00466 -0.00002 26 -0.1050 0.1069 -0.0054 -0.00471 -0.00463 -0.00001 46 -0.1050 0.1069 -0.0006 -0.00475 -0.00463 0.00000



2:02 PM




Node X-Disp Y-Disp Z-Disp X-Rotn Y-Rotn Z-Rotn m m m rad rad rad 1 0.0002 0.1299 0.0022 -0.00579 -0.00002 -0.00005 6 0.0003 0.1299 -0.0036 -0.00575 -0.00002 -0.00005 26 0.0003 0.1299 -0.0036 -0.00575 0.00002 -0.00004 46 0.0002 0.1299 0.0022 -0.00579 0.00001 -0.00004



Node X-Disp Y-Disp Z-Disp X-Rotn Y-Rotn Z-Rotn m m m rad rad rad 1 0.1051 0.1076 -0.0006 -0.00478 0.00460 -0.00007 6 0.1052 0.1076 -0.0054 -0.00474 0.00460 -0.00006 26 0.1052 0.1077 -0.0008 -0.00474 0.00464 -0.00005 46 0.1051 0.1077 0.0040 -0.00478 0.00464 -0.00006



Node X-Disp Y-Disp Z-Disp X-Rotn Y-Rotn Z-Rotn m m m rad rad rad 1 0.1444 0.0028 -0.0038 -0.00016 0.00633 -0.00004 6 0.1444 0.0028 -0.0039 -0.00012 0.00633 -0.00003 26 0.1444 0.0028 0.0024 -0.00012 0.00637 -0.00003 46 0.1444 0.0028 0.0026 -0.00016 0.00637 -0.00004



Node X-Disp Y-Disp Z-Disp X-Rotn Y-Rotn Z-Rotn m m m rad rad rad 1 0.1041 -0.1040 -0.0053 0.00455 0.00455 0.00002 6 0.1041 -0.1040 -0.0007 0.00459 0.00455 0.00003 26 0.1041 -0.1040 0.0039 0.00459 0.00459 0.00002 46 0.1041 -0.1040 -0.0007 0.00455 0.00459 0.00001

X Y

Z

theta: 300 phi: 30


9 Nov 201102:00 PM


Design Ratios - % of Code Capacity: <= 50 <= 95 <= 100 <= 105 <= 110 > 110

3. BOLT AND BASE PLATE

PT. SMOOTH JAYA MANDIRI

BOLT AND BASE PLATE

A. MATERIAL

Material : Bolt grade A307 equivalent to JIS B1180

Yield strength of steel :

fy 235.MPa:=

Allowable tensile stress of bolt :

Ft 140 MPa⋅:=

Allowable shear stress (bearing) of bolt :

Fv 71.4 MPa⋅:=

Compressive strength of concrete :

fc 22.5MPa:=

B. SUPPORT REACTION

Total compression at tower base per one leg :

P 289.448kN:=

P 29515.482 kgf⋅=

Total uplift force at tower base per one leg :

T 266.340kN:=

T 27159.122 kgf⋅=

Total shear force at tower base per one leg :

Fx 15.264kN:= Fx 1556.495 kgf⋅=

Fy 15.184kN:= Fy 1548.337 kgf⋅=

S Fx2 Fy

2+:=

S 21530.06 N=

Anchor and Base Plate SST 36 m.xmcd

1 11/9/2011


C. BOLT

Number of bolt Base Plate per one Leg :

nbolt 8:=

Bolt Diameter :

dbolt 22mm:=

Total area cross cection of bolts :

Abolt nbolt 0.25⋅ π⋅ dbolt2⋅:=

Abolt 3041.062 mm2⋅=

Actual shear stress of bolt :

fvS

Abolt:=

fv 7.08 MPa⋅=

Resumeshear "NOT OK" fv Fv>if

"OK" fv Fv<if

:=

Resumeshear "OK"=

Allowable tensile stress for bolts subject to combined tension and shear :

Fts1 1.4 1.33× Ft 1.6fv−:=

Fts1 249.352 MPa⋅=

Fts2 Ft:=

Fts2 140 MPa⋅=

Minimum tensile stress used :

Fts min Fts1 Fts2, ( ):=

Fts 140 MPa⋅=


2 11/9/2011


Actual tensile stress of bolt :

ftT

Abolt:=

ft 87.581 MPa⋅=

Resumetensile "NOT OK" ft Ft>if

"OK" ft Ft<if

:=

Resumetensile "OK"=

Failur ratio :

Ratiofv

1.33Fv

ft

1.33Ft+:=

Ratio 0.545=

Resumeratio "NOT OK" Ratio 1>if

"OK" Ratio 1<if

:=

Resumeratio "OK"=

Use 8 Anchor with diameter φ = 22 mm OK !!!


3 11/9/2011


D. BASE PLATE

Number of anchor Base Plate per one Leg

nbolt 8=

Anchor Diameter :

dbolt 22.mm:=

Total compression at tower base per one leg :

P 289448 N=

Allowable bearing strength of the concrete :

Fp 0.35 fc⋅:=

Fp 7.875 MPa⋅=

Area of base plate required :

AbpP

Fp:=

Abp 36755.302 mm2⋅=

Length of base plate required :

Bs Abp:=

Bs 191.717 mm⋅= used B 340mm:=

Actual bearing preasure :

fpP

B2:=

fp 2.504 MPa⋅=

Applied uplift force per anchor bolt :

TfT

nbolt:=

Tf 33292.5 N=


4 11/9/2011


Distance from bolt center line to the face of colomn :

b 125mm:=

Distance from bolt center line to the edges of base plate :

m 50mm:=

Bending Moment tributary to colomn by one bolt :

M T b⋅:=

M 339489.02 kgf cm⋅⋅=

Required thickness of base plate caused preasure force :

tp1 mfp

0.25 fy⋅:=

tp1 10.322 mm⋅=

Required thickness of base plate caused tension force :

ZB 15.⋅ tp2

2⋅

6:=

tp2

0.75 fy⋅M

Z≥

0.75 fy⋅M

tp22 B⋅ 15.00⋅

6

≥

tp26M

B 15⋅ 0.75× fy⋅:= tp2 14.907 mm⋅=

Base Plate thickness required :

tp max tp1 tp2, ( ):=

tp 14.907 mm⋅=

Used Base Plate Existing t = 25 mm OK !!!


5 11/9/2011

4. SINGLE LINE DIAGRAM

tower analysis report sst 36 m

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