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

Azimuth

Type Antenna

Antenna

Elevation

(o)

3

GSM 2G/3G Directional Antenna

1

Microwave 0.6 m Antenna

o

(m) o

030 , 120 , 330

o

210 o

34.00 30.00

2. Analysis 100 kph as maximum basic wind velocity Maximum Design Ratio

0.922

70 kph as operational basic wind velocity

Limit

OK / NOT OK

< 1.00

OK

Limit

OK / NOT OK

Twist

0.3682O

0.5

O

OK

Sway

0.0032 O

0.5

O

OK

Displacement Horizontal

0.1453 m

Displacement Vertical

0.0054 m

36m / 200 = 0.180 m 36m / 1000 = 0.036m

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)

OK OK

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

(units)

m

mass kg

af m2

asf

aice zre

m2

m2

xcg

m

xicg fcx fcy fzm icon dx dy dz

m

m

ANDREW SHIELDED ONE PIECE WITH PLANAR RADOME--------------------------------------------name

type

Dim m

SH1PR-2

SHIELDED

0.6

mass af kg

asf

m2

aice

m2

18.5 0.318

zref

m2

0.159

.96

SH1PR-4

SHIELDED

1.2

77

1.170

0.585

SH1PR-6

SHIELDED

1.8

127

2.620

1.31

SH1PR-8

SHIELDED

2.4

203

4.66

SH1PR-10

SHIELDED

3

245

7.29

xcg

xicg

m

m

m

0

-.035

5.13

fcx fcy fmz icon

-.035 1

1

1

3

0

.013

-.013 1

1

1

3

11.6

0

-.213

-.213 1

1

1

3

2.33

19.6

0

-.371

-.371 1

1

1

3

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

Civil Engineering Job: New Tower 36 m NEW TOWER SST 36 M

9 Nov 2011 01:57 PM

Z

Y X theta: 300 phi: 30

MStower [V6.00.010]

D:\!Project\16\New Tower 36 M\New Tower 36 m


9 Nov 2011 01:57 PM

Z


MStower [V6.00.010]



9 Nov 2011 01:57 PM

Z

X Y theta: 270 phi: 0

MStower [V6.00.010]



9 Nov 2011 01:58 PM

Y

Z X theta: 0 phi: 90

MStower [V6.00.010]


B. ANALYSIS INPUT DATA

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Civil Engineering

TITL1 NEW TOWER TITL2 SST 36 M UNITS 1 PROFILE FACES 4 WBASE 1.7000 RLBAS 0.0000 PANEL 29 HT 1.000 TW FACE X0 LEG 5 BR1 PLAN PLD PB1 4 PB2 PANEL 28 HT 1.2500 FACE X0 LEG 5 BR1 PLAN PLD PB1 4 PB2 PANEL 27 HT 1.2500 FACE X0 LEG 5 BR1 PLAN PLD PB1 4 PB2 PANEL 26 HT 1.2500 FACE X0 LEG 5 BR1 PLAN PLD PB1 4 PB2 PANEL 25 HT 1.2500 FACE X0 LEG 5 BR1 PLAN PLD PB1 4 PB2 PANEL 24 HT 1.2500 FACE X0 LEG 5 BR1 PLAN PLD PB1 4 PB2 PANEL 23 HT 1.2500 FACE X0 LEG 5 BR1 PLAN PLD PB1 4 PB2 PANEL 22 HT 1.2500 FACE X0 LEG 5 BR1 PLAN PLD PB1 4 PB2 PANEL 21 HT 1.2500 FACE X0 LEG 5 BR1 PLAN PLD PB1 4 PB2 PANEL 20 HT 1.2500 FACE X0 LEG 6 BR1 PLAN PLD PB1 5 PB2 PANEL 19 HT 1.2500 FACE X0 LEG 6 BR1 PLAN PLD PB1 5 PB2 PANEL 18 HT 1.2500 FACE X0 LEG 6 BR1 PLAN PLD PB1 5 PB2 PANEL 17 HT 1.2500 FACE X0 LEG 6 BR1 PLAN PLD PB1 5 PB2 PANEL 16 HT 1.2500 FACE X0 LEG 7 BR1 PLAN PLD PB1 5 PB2 PANEL 15 HT 1.2500 FACE X0 LEG 7 BR1 PLAN PLD PB1 5 PB2 PANEL 14 HT 1.2500 FACE X0 LEG 7 BR1 PLAN PLD PB1 5 PB2 PANEL 13 HT 1.2500 FACE X0 LEG 7 BR1 PLAN PLD PB1 5 PB2 PANEL 12 HT 1.2500 FACE X0 LEG 8 BR1 PLAN PLD PB1 5 PB2 PANEL 11 HT 1.2500 FACE X0 LEG 8 BR1 PLAN PLD PB1 5 PB2 PANEL 10 HT 1.2500 FACE X0 LEG 8 BR1 PLAN PLD PB1 5 PB2 PANEL 9 HT 1.2500 FACE X0 LEG 8 BR1 PLAN PLD PB1 5 PB2

1 4 R1 0 R2 0 4 4 R1 0 R2 0 4 4 R1 0 R2 0 4 4 R1 0 R2 0 4 4 R1 0 R2 0 4 4 R1 0 R2 0 4 4 R1 0 R2 0 4 4 R1 0 R2 0 4 4 R1 0 R2 0 4 5 R1 0 R2 0 5 5 R1 0 R2 0 5 5 R1 0 R2 0 5

PLAN PLD PB1 5 PB2 5 PANEL 7 HT 1.2500 FACE X0 LEG 9 BR1 5 R1 0 R2 0 PLAN PLD PB1 5 PB2 5 PANEL 6 HT 1.2500 FACE X0 LEG 10 BR1 5 R1 0 R2 0 PLAN PLD PB1 5 PB2 5 PANEL 5 HT 1.2500 FACE X0 LEG 10 BR1 5 R1 0 R2 0 PLAN PLD PB1 5 PB2 5 PANEL 4 HT 1.2500 FACE X0 LEG 10 BR1 5 PLAN PLD PB1 5 PB2 5 PANEL 3 HT 1.2500 FACE X0 LEG 10 BR1 5 PLAN PLD PB1 5 PB2 5 PANEL 2 HT 1.2500 FACE X0 LEG 10 BR1 5 PLAN PLD PB1 5 PB2 5 PANEL 1 HT 1.2500 FACE X0 LEG 10 BR1 5 PLAN PLD PB1 5 PB2 5

R1 0 R2 0 R1 0 R2 0 R1 0 R2 0 R1 0 R2 0

END SECTIONS LIB P:UK.lib 1 4 5 6 65 7 8 9 10 12 13 65 END

EA30X30X3 EA40x40x4 EA50x50x5 EA60x60x6 EA65x65x6

FY 245 FY 245 FY 245 FY 245 FY 245

EA70x70x7 FY 245 EA80x80x8 FY 245 EA90x90x8 FY 245 EA100x100x10 FY 245 EA120x120x12 FY 245 EA130x130x12 FY 245 EA65X65X6 FY 245

END

5 R1 0 R2 0 5 5 R1 0 R2 0 5 5 R1 0 R2 0 5 5 R1 0 R2 0 5 5 R1 0 R2 0 5 5 R1 0 R2 0 5 5 R1 0 R2 0 5 5 R1 0 R2 0 5 5 R1 0 R2 0 5

PANEL 8 HT 1.2500 FACE X0 LEG 9 BR1 5 R1 0 R2 0 MStower [V6.00.010]

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PARAMETERS ANGN 90.0 CODE EIA222 VB 27.8 END LOADS CASE DL

100 Weight of tower plus ancillaries

CASE 200 Wind load Zero Degrees WL ANGLE 0 CASE 210 Wind load 45 Degrees WL ANGLE 45 CASE 220 Wind load 90 Degrees WL ANGLE 90 CASE 230 Wind load 135 Degrees WL ANGLE 135 CASE 240 Wind load 180 Degrees WL ANGLE 180 CASE 250 Wind load 225 Degrees WL ANGLE 225 CASE 260 Wind load 270 Degrees WL ANGLE 270 CASE 270 Wind load 315 Degrees WL ANGLE 315 CASE 400 Max. Tower Weight COMBIN 100 1.0 CASE 500 Wind Load at 0 Degrees COMBIN 100 1.0 COMBIN 200 1.0 CASE 510 Wind Load at 45 Degrees COMBIN 100 1.0 COMBIN 210 1.0 CASE 520 Wind Load at 90 Degrees COMBIN 100 1.0 COMBIN 220 1.0 CASE 530 Wind Load at 135 Degrees COMBIN 100 1.0 COMBIN 230 1.0 CASE 540 Wind Load at 180 Degrees COMBIN 100 1.0 COMBIN 240 1.0 CASE 550 Wind Load at 225 Degrees COMBIN 100 1.0 COMBIN 250 1.0 CASE 560 Wind Load at 270 Degrees COMBIN 100 1.0 COMBIN 260 1.0 CASE 570 Wind Load at 315 Degrees COMBIN 100 1.0 COMBIN 270 1.0 END ANCILLARIES LINEAR LIBR P:LIN LADDER XB 0.0 TRAY XB 0.0 CABLESGSM1 XB 0.1 CABLESMW1 XB 0.1 MStower [V6.00.010]

YB YB YB YB

0.0 0.8 0.0 0.0

ZB ZB ZB ZB

0.0 0.0 0.0 0.0

XT XT XT XT

0.0 0.0 0.1 0.1

YT YT YT YT

0.0 0.5 0.0 0.0

ZT ZT ZT ZT

35.0 34.0 34.0 30.0

LIB LIB LIB LIB

H1-LADDER CableLad FDR6-7/8 HJ4-50

ANG ANG ANG ANG

0 0 0 0

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LARGE LIBR P:ANC PROP1-SECTOR XA 0.50 YA 0.50 PROP2-SECTOR XA -0.50 YA -0.50 PROP3-SECTOR XA -0.50 YA 0.50 PROP4-MW0.6 XA -0.50 YA -0.50

ZA ZA ZA ZA

34.00 34.00 34.00 30.00

lib lib lib lib

GSM ANG 030 AMASS 25 GSM ANG 120 AMASS 25 GSM ANG 330 AMASS 25 SH1PR-2 ANG 210 AMASS

$ Existing Antenna $ Existing Antenna $ Existing Antenna 25 $ Existing Antenna

END END $CableLad $CTRAY400 $H1-LADDER $FDR6-7/8 $FDR6-5/4 $HJ4-50 $LDF2-50

NONE NONE NONE NONE NONE NONE NONE

$PLATFORM-3 UNITY $ GSM3 CYL 1.3 $ GSM2 CYL 2.7 $ GSM1 CYL 2.1 $ GSM CYL 2.0 $ SH1PR-1 SHIELDED $ SH1PR-2 SHIELDED

MStower [V6.00.010]

7.00 13.00 17.2 2.94 5.88 .37 .12 1 15 30 20 20 0.3 0.6

0.20 0.040 0.80 0.40 0.10 0.80 .22 .15 0 0.044 0.067 0 0.064 0.095 0 .014 .014 .044 .011 .011 .034

75 1.0 .39 .2 .81 .4 .5 .35 .5 .35 10.5 0.318 18.5 0.318

1.0 0 0 0 0 0 0 0 0 0 0.159 0.159

0 0 0 0 0 .96 .96

0 0 0 0 0

0 0

1 1

0 0 0 0 0

$ Width 400mm Includes Wts for feeders $ Includes Wts for feeders $ 1 MEANS ITEM IS FLAT FOR WIND $ FEEDER 6-7/8" $ FEEDER 6-5/4" $ 1/2" $ 3/8" 0

1 1 1 1 -.035 -.035

1 1 1 1 14 1 1 14 1 1 14 1 1 14 -.035 1 -.035 1

1 502 1 .15 .3 1.3 .15 .3 2.0 .1 .2 2.1 .15 .3 2.0 1 1 3 1 1 3

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1

1 $ PLaTform $ Kathrein K80010123 $ Kathrein K80010123 $ UHF dual-polar/dual $ Kathrein 739666 $ MW 0.3 $ MW 0.6

C. STRENGTH ASSESSMENT

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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 Case Y/N 100 N 200 N 210 N 220 N 230 N 240 N 250 N 260 N 270 N 400 Y 500 Y 510 Y 520 Y 530 Y 540 Y 550 Y 560 Y 570 Y

C A S E S -Title WEIGHT OF TOWER PLUS ANCILLARIES WIND LOAD ZERO DEGREES WIND LOAD 45 DEGREES WIND LOAD 90 DEGREES WIND LOAD 135 DEGREES WIND LOAD 180 DEGREES WIND LOAD 225 DEGREES WIND LOAD 270 DEGREES WIND LOAD 315 DEGREES MAX. TOWER WEIGHT WIND LOAD AT 0 DEGREES WIND LOAD AT 45 DEGREES WIND LOAD AT 90 DEGREES WIND LOAD AT 135 DEGREES WIND LOAD AT 180 DEGREES WIND LOAD AT 225 DEGREES WIND LOAD AT 270 DEGREES 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: 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 29 29 29 29 29 29 29 29 29 29 29 29 29 29 29 29 29 29 29 29

Members 1 21 41 61 242224424462646674829072808896-

3 5 23 25 43 45 63 65 71 79 87 95 73 81 89 97

Typ LEG LEG LEG LEG XBR XBR XBR XBR XBR XBR XBR XBR HOR HOR HOR HOR PBR PBR PBR PBR

Size EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4

fy nb 245 2 245 2 245 2 245 2 245 2 245 2 245 2 245 2 245 2 245 2 245 2 245 2 245 2 245 2 245 2 245 2 245 2 245 2 245 2 245 2

28 28 28 28 28 28 28 28 28

101 121 141 161 102104122124142-

103 105 123 125 143

LEG LEG LEG LEG XBR XBR XBR XBR XBR

EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4

245 245 245 245 245 245 245 245 245

MStower [V6.00.010]

2 2 2 2 2 2 2 2 2

C 4 4 4 4 6 6 6 6 6 6 6 6 7 7 7 7 6 6 6 6 4 4 4 4 10 10 10 10 10

1.330

KL/r Case 103v 570 103v 550 103v 530 103v 510 118y 550 118y 570 118y 530 118y 550 118y 510 118y 530 118y 570 118y 510 103v 500 103v 560 103v 500 103v 560 98v 530 98v 510 98v 570 98v 550

P 0c 0c 0c 0c 0c 0c 0c 0c 0c 0c 0c 0c 0c 0c 0c 0c 0c 0c 0c 0c

f 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

F 115 115 115 115 97 97 97 97 97 97 97 97 115 115 115 115 120 120 120 120

f/F 0.003 0.003 0.003 0.003 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.004 0.001 0.001 0.001 0.001 0.001 0.001 0.001 0.001

Bolts 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

128v 128v 128v 128v 129y 129y 129y 129y 129y

1c 1c 1c 1c 0c 0c 0c 0c 0c

2 2 2 2 1 1 1 1 1

83 83 83 83 83 83 83 83 83

0.019 0.019 0.020 0.019 0.017 0.017 0.017 0.017 0.017

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

570 550 530 510 550 570 530 550 510

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Civil Engineering

28 28 28 28 28 28 28 28 28 28 28

144162164166174182190172180188196-

145 163 165 171 179 187 195 173 181 189 197

XBR XBR XBR HOR HOR HOR HOR PBR PBR PBR PBR

EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4

245 245 245 245 245 245 245 245 245 245 245

2 10 129y 2 10 129y 2 10 129y 2 6 0 2 6 0 2 6 0 2 6 0 2 6 100v 2 6 100v 2 6 100v 2 6 100v

530 570 510 550 530 530 510 570 550 530 510

0c 0c 0c 0 0 0 0 0c 0c 0c 0c

1 1 1 0 0 0 0 0 0 0 0

83 83 83 196 196 196 196 119 119 119 119

0.017 0.017 0.017 0.002 0.002 0.002 0.002 0.002 0.002 0.002 0.002

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

27 27 27 27 27 27 27 27 27 27 27 27 27 27 27 27 27 27 27 27

201 221 241 261 202204222224242244262264266274282290272280288296-

203 205 223 225 243 245 263 265 271 279 287 295 273 281 289 297

LEG LEG LEG LEG XBR XBR XBR XBR XBR XBR XBR XBR HOR HOR HOR HOR PBR PBR PBR PBR

EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4

245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

4 4 4 4 10 10 10 10 10 10 10 10 6 6 6 6 6 6 6 6

128v 128v 128v 128v 129y 129y 129y 129y 129y 129y 129y 129y 0 0 0 0 101v 101v 101v 101v

570 550 530 510 550 570 530 550 510 530 570 510 560 530 520 500 570 550 530 510

3c 3c 3c 3c 1c 1c 1c 2c 2c 1c 1c 1c 0 0 0 0 0c 0c 0c 0c

6 6 7 6 4 5 5 5 5 5 5 4 1 1 1 1 0 0 0 0

83 83 83 83 82 82 82 82 82 82 82 82 196 196 196 196 117 117 117 117

0.071 0.076 0.080 0.076 0.051 0.056 0.058 0.062 0.062 0.058 0.056 0.051 0.007 0.007 0.007 0.006 0.002 0.003 0.003 0.002

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

26 26 26 26 26 26 26 26 26 26 26 26 26 26 26 26 26 26 26 26

301 321 341 361 302304322324342344362364366374382390372380388396-

303 305 323 325 343 345 363 365 371 379 387 395 373 381 389 397



245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

4 4 4 4 10 10 10 10 10 10 10 10 7 6 6 7 6 6 6 6

128v 128v 128v 128v 130y 130y 130y 130y 130y 130y 130y 130y 106v 0 0 106v 103v 103v 103v 103v

570 550 530 510 550 570 530 550 510 530 570 510 520 540 520 540 570 550 530 510

6c 6c 6c 6c 2c 2c 2c 2c 2c 2c 2c 2c 1c 1 1 1c 0c 0c 0c 0c

12 13 13 13 6 7 7 7 7 7 7 6 2 3 3 2 0 0 0 0

83 83 83 83 81 81 81 81 81 81 81 81 112 196 196 112 115 115 115 115

0.148 0.154 0.158 0.152 0.078 0.083 0.085 0.089 0.089 0.084 0.083 0.078 0.018 0.017 0.018 0.017 0.002 0.003 0.003 0.002

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25

401 421 441 461 402404422424442444462464466474482490472480488496-

403 405 423 425 443 445 463 465 471 479 487 495 473 481 489 497



245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

4 4 4 4 10 10 10 10 10 10 10 10 7 7 7 7 6 6 6 6

128v 128v 128v 128v 131y 131y 131y 131y 131y 131y 131y 131y 107v 107v 107v 107v 105v 105v 105v 105v

570 550 530 510 550 570 530 550 510 530 570 510 520 500 560 540 570 550 530 510

10c 10c 10c 10c 3c 3c 3c 3c 3c 3c 3c 3c 1c 1c 1c 1c 0c 0c 0c 0c

20 21 21 21 9 9 9 10 9 9 9 9 4 3 4 4 0 0 0 0

83 83 83 83 80 80 80 80 80 80 80 80 110 110 110 110 113 113 113 113

0.243 0.250 0.254 0.247 0.108 0.113 0.115 0.119 0.119 0.114 0.112 0.107 0.036 0.031 0.035 0.033 0.002 0.003 0.003 0.002

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

24 24 24 24 24

501 521 541 561 502-

LEG LEG LEG LEG 503 XBR

EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA40X40X4

245 245 245 245 245

2 4 2 4 2 4 2 4 2 10

128v 128v 128v 128v 132y

570 550 530 510 550

14c 14c 15c 15c 3c

30 30 31 30 11

83 83 83 83 79

0.358 0.364 0.371 0.367 0.143

0.000 0.000 0.000 0.000 0.000

MStower [V6.00.010]


Page 3 of 9 9 Nov 2011 1:59 PM

Civil Engineering

24 24 24 24 24 24 24 24 24 24 24 24 24 24 24

504522524542544562564566574582590572580588596-

23 23 23 23 23 23 23 23 23 23 23 23 23 23 23 23 23 23 23 23

601 621 641 661 602604622624642644662664666674682690672680688696-

22 22 22 22 22 22 22 22 22 22 22 22 22 22 22 22 22 22 22 22

701 721 741 761 702704722724742744762764766774782790772780788796-

21 21 21 21 21 21 21 21 21 21 21 21 21 21 21 21 21 21 21 21

801 821 841 861 802804822824842844862864866874882890872880888896-

20

901

505 523 525 543 545 563 565 571 579 587 595 573 581 589 597

XBR XBR XBR XBR XBR XBR XBR HOR HOR HOR HOR PBR PBR PBR PBR

EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4 EA40X40X4

245 245 245 245 245 245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

10 10 10 10 10 10 10 7 7 7 7 6 6 6 6

132y 132y 132y 132y 132y 132y 132y 108v 108v 108v 108v 106v 106v 106v 106v

570 530 550 510 530 570 510 520 500 560 540 570 550 530 510

4c 4c 4c 4c 4c 4c 3c 2c 2c 2c 2c 0c 0c 0c 0c

11 12 12 12 12 12 11 6 6 6 6 0 0 0 0

79 79 79 79 79 79 79 109 109 109 109 111 111 111 111

0.145 0.146 0.155 0.155 0.151 0.148 0.143 0.058 0.050 0.056 0.053 0.002 0.003 0.003 0.002

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

603 605 623 625 643 645 663 665 671 679 687 695 673 681 689 697



245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

4 4 4 4 10 10 10 10 10 10 10 10 7 7 7 7 6 6 6 6


570 550 530 510 550 570 530 550 510 530 570 510 520 500 560 540 570 550 530 510


41 41 42 41 14 14 14 15 15 14 14 14 9 8 9 8 0 0 0 0

83 83 83 83 78 78 78 78 78 78 78 78 108 108 108 108 109 109 109 109

0.489 0.499 0.503 0.499 0.178 0.180 0.181 0.190 0.190 0.185 0.182 0.177 0.085 0.074 0.082 0.076 0.002 0.003 0.004 0.002

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

703 705 723 725 743 745 763 765 771 779 787 795 773 781 789 797



245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

4 4 4 4 10 10 10 10 10 10 10 10 7 7 7 7 6 6 6 6


570 550 530 510 550 570 530 550 510 530 570 510 520 500 560 540 570 550 530 510


53 54 54 54 16 16 17 17 17 17 17 16 12 11 12 11 0 0 0 0

83 83 83 83 77 77 77 77 77 77 77 77 107 107 107 107 107 107 107 107

0.636 0.651 0.652 0.647 0.213 0.214 0.216 0.225 0.224 0.220 0.217 0.212 0.114 0.099 0.111 0.102 0.003 0.004 0.004 0.003

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

803 805 823 825 843 845 863 865 871 879 887 895 873 881 889 897



245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

4 4 4 4 10 10 10 10 10 10 10 10 7 7 7 7 6 6 6 6


570 550 530 510 550 570 530 550 510 530 570 510 520 500 560 540 570 550 530 510


65 67 67 66 20 20 20 21 21 20 20 20 16 14 16 14 0 0 0 0

83 83 83 83 76 76 76 76 76 76 76 76 105 105 105 105 105 105 105 105

0.787 0.805 0.804 0.799 0.264 0.264 0.267 0.276 0.274 0.269 0.267 0.262 0.153 0.133 0.150 0.137 0.003 0.004 0.004 0.003

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

LEG EA60X60X6

245

2

4 107v

570

38c

55

110 0.503 0.000

MStower [V6.00.010]


Page 4 of 9 9 Nov 2011 1:59 PM

Civil Engineering

20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20

921 941 961 902904922924942944962964966974982990972980988996-

19 19 19 19 19 19 19 19 19 19 19 19 19 19 19 19 19 19 19 19

1001 1021 1041 1061 1002100410221024104210441062106410661074108210901072108010881096-

18 18 18 18 18 18 18 18 18 18 18 18 18 18 18 18 18 18 18 18

1101 1121 1141 1161 1102110411221124114211441162116411661174118211901172118011881196-

17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17

1201 1221 1241 1261 12021204122212241242124412621264126612741282129012721280-

903 905 923 925 943 945 963 965 971 979 987 995 973 981 989 997

LEG LEG LEG XBR XBR XBR XBR XBR XBR XBR XBR HOR HOR HOR HOR PBR PBR PBR PBR

EA60X60X6 EA60X60X6 EA60X60X6 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5

245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

4 4 4 6 6 6 6 6 6 6 6 7 7 7 7 6 6 6 6

107v 107v 107v 117y 117y 117y 117y 117y 117y 117y 117y 102v 102v 102v 102v 96v 96v 96v 96v

550 530 510 550 570 530 550 510 530 570 510 520 500 560 540 570 550 530 510

39c 39c 39c 7c 7c 7c 7c 7c 7c 7c 7c 6c 5c 6c 6c 0c 0c 0c 0c

57 56 56 15 15 15 15 15 15 15 15 13 11 13 12 0 0 0 0

110 110 110 98 98 98 98 98 98 98 98 116 116 116 116 123 123 123 123

0.514 0.512 0.510 0.150 0.150 0.151 0.156 0.155 0.152 0.151 0.149 0.112 0.098 0.111 0.101 0.002 0.003 0.003 0.002

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

1003 1005 1023 1025 1043 1045 1063 1065 1071 1079 1087 1095 1073 1081 1089 1097



245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

4 4 4 4 6 6 6 6 6 6 6 6 7 7 7 7 6 6 6 6


570 550 530 510 550 570 530 550 510 530 570 510 520 500 560 540 570 550 530 510


66 68 68 67 17 17 17 17 17 17 17 17 15 13 15 14 0 0 0 0

110 110 110 110 97 97 97 97 97 97 97 97 115 115 115 115 121 121 121 121

0.603 0.616 0.612 0.610 0.172 0.171 0.173 0.178 0.176 0.174 0.173 0.171 0.134 0.117 0.132 0.120 0.002 0.003 0.003 0.002

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

1103 1105 1123 1125 1143 1145 1163 1165 1171 1179 1187 1195 1173 1181 1189 1197



245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

4 4 4 4 6 6 6 6 6 6 6 6 7 7 7 7 6 6 6 6


570 550 530 510 550 570 530 550 510 530 570 510 520 500 560 540 570 550 530 510


78 80 79 79 18 18 19 19 19 19 19 18 18 16 18 16 0 0 0 0

110 110 110 110 96 96 96 96 96 96 96 96 115 115 115 115 120 120 120 120

0.711 0.725 0.721 0.718 0.193 0.193 0.195 0.200 0.198 0.195 0.194 0.192 0.158 0.137 0.156 0.140 0.002 0.003 0.003 0.002

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

1203 1205 1223 1225 1243 1245 1263 1265 1271 1279 1287 1295 1273 1281

LEG LEG LEG LEG XBR XBR XBR XBR XBR XBR XBR XBR HOR HOR HOR HOR PBR PBR

EA60X60X6 EA60X60X6 EA60X60X6 EA60X60X6 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5

245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

4 4 4 4 6 6 6 6 6 6 6 6 7 7 7 7 6 6

107v 107v 107v 107v 120y 120y 120y 120y 120y 120y 120y 120y 104v 104v 104v 104v 100v 100v

570 550 530 510 550 570 530 550 510 530 570 510 520 500 560 540 570 550

63c 64c 63c 63c 10c 10c 10c 10c 10c 10c 10c 10c 10c 9c 10c 9c 0c 0c

91 92 92 91 21 21 21 22 21 21 21 21 21 18 21 19 0 0

110 110 110 110 95 95 95 95 95 95 95 95 114 114 114 114 118 118

0.821 0.837 0.831 0.829 0.221 0.220 0.223 0.228 0.226 0.222 0.222 0.220 0.186 0.162 0.185 0.165 0.002 0.003

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

MStower [V6.00.010]


Page 5 of 9 9 Nov 2011 1:59 PM

Civil Engineering

17 17

1288- 1289 PBR EA50X50X5 1296- 1297 PBR EA50X50X5

245 245

2 2

16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16

1301 1321 1341 1361 1302130413221324134213441362136413661374138213901372138013881396-

15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15 15

1401 1421 1441 1461 1402140414221424144214441462146414661474148214901472148014881496-

14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14

1501 1521 1541 1561 1502150415221524154215441562156415661574158215901572158015881596-

13 13 13 13 13 13 13 13 13 13 13 13 13 13

1601 1621 1641 1661 1602160416221624164216441662166416661674-

6 100v 6 100v

530 510

0c 0c

0 0

118 0.003 0.000 118 0.002 0.000

1303 1305 1323 1325 1343 1345 1363 1365 1371 1379 1387 1395 1373 1381 1389 1397



245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

4 4 4 4 10 10 10 10 10 10 10 10 7 7 7 7 6 6 6 6


570 550 530 510 550 570 530 550 510 530 570 510 520 500 560 540 570 550 530 510


80 82 81 81 18 18 19 19 19 19 19 18 21 18 20 18 0 0 0 0

128 128 128 128 94 94 94 94 94 94 94 94 113 113 113 113 117 117 117 117

0.625 0.637 0.632 0.631 0.197 0.197 0.199 0.203 0.202 0.199 0.198 0.196 0.183 0.159 0.182 0.162 0.002 0.003 0.003 0.002

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

1403 1405 1423 1425 1443 1445 1463 1465 1471 1479 1487 1495 1473 1481 1489 1497



245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

4 4 4 4 10 10 10 10 10 10 10 10 7 7 7 7 6 6 6 6


570 550 530 510 550 570 530 550 510 530 570 510 520 500 560 540 570 550 530 510


91 92 92 91 21 20 21 21 21 21 21 20 20 17 20 18 0 0 0 0

128 128 128 128 93 93 93 93 93 93 93 93 112 112 112 112 115 115 115 115

0.706 0.719 0.713 0.712 0.221 0.221 0.223 0.227 0.226 0.223 0.222 0.220 0.177 0.154 0.177 0.157 0.002 0.003 0.003 0.002

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

1503 1505 1523 1525 1543 1545 1563 1565 1571 1579 1587 1595 1573 1581 1589 1597



245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

4 4 4 4 10 10 10 10 10 10 10 10 7 7 7 7 6 6 6 6


570 550 530 510 550 570 530 550 510 530 570 510 520 500 560 540 570 550 530 510


102 104 103 103 22 22 22 22 22 22 22 22 22 19 22 20 0 0 0 0

128 128 128 128 92 92 92 92 92 92 92 92 111 111 111 111 114 114 114 114

0.794 0.808 0.802 0.800 0.239 0.238 0.240 0.245 0.243 0.240 0.240 0.238 0.201 0.174 0.200 0.178 0.003 0.003 0.003 0.003

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

1603 1605 1623 1625 1643 1645 1663 1665 1671 1679

LEG LEG LEG LEG XBR XBR XBR XBR XBR XBR XBR XBR HOR HOR

EA70X70X7 EA70X70X7 EA70X70X7 EA70X70X7 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5

245 245 245 245 245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2 2 2 2 2

4 4 4 4 10 10 10 10 10 10 10 10 7 7

91v 91v 91v 91v 123y 123y 123y 123y 123y 123y 123y 123y 107v 107v

570 550 530 510 550 570 530 550 510 530 570 510 520 500

105c 107c 106c 106c 12c 12c 12c 12c 12c 12c 12c 11c 12c 10c

113 115 114 114 24 24 24 25 24 24 24 24 25 22

128 128 128 128 91 91 91 91 91 91 91 91 110 110

0.882 0.897 0.890 0.888 0.265 0.264 0.266 0.271 0.269 0.266 0.265 0.264 0.226 0.196

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

MStower [V6.00.010]


Page 6 of 9 9 Nov 2011 1:59 PM

Civil Engineering

13 13 13 13 13 13

168216901672168016881696-

12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12

1701 1721 1741 1761 1702170417221724174217441762176417661774178217901772178017881796-

11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11

1801 1821 1841 1861 1802180418221824184218441862186418661874188218901872188018881896-

10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10

1901 1921 1941 1961 1902190419221924194219441962196419661974198219901972198019881996-

9 9 9 9 9 9 9 9 9 9

2001 2021 2041 2061 200220042022202420422044-

1687 1695 1673 1681 1689 1697

HOR HOR PBR PBR PBR PBR

EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5

245 245 245 245 245 245

2 2 2 2 2 2

7 7 6 6 6 6

107v 107v 105v 105v 105v 105v

560 540 570 550 530 510

12c 11c 0c 0c 0c 0c

25 22 0 0 0 0

110 110 112 112 112 112

0.226 0.200 0.003 0.003 0.003 0.003

0.000 0.000 0.000 0.000 0.000 0.000

1703 1705 1723 1725 1743 1745 1763 1765 1771 1779 1787 1795 1773 1781 1789 1797



245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

4 4 4 4 10 10 10 10 10 10 10 10 7 7 7 7 6 6 6 6


570 550 530 510 550 570 530 550 510 530 570 510 520 500 560 540 570 550 530 510


97 99 98 98 21 21 21 21 21 21 21 21 23 20 23 21 0 0 0 0

139 139 139 139 90 90 90 90 90 90 90 90 109 109 109 109 110 110 110 110

0.698 0.709 0.704 0.703 0.232 0.231 0.233 0.237 0.235 0.233 0.232 0.231 0.215 0.187 0.215 0.190 0.003 0.003 0.003 0.003

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

1803 1805 1823 1825 1843 1845 1863 1865 1871 1879 1887 1895 1873 1881 1889 1897



245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

4 4 4 4 10 10 10 10 10 10 10 10 7 7 7 7 6 6 6 6


570 550 530 510 550 570 530 550 510 530 570 510 520 500 560 540 570 550 530 510


107 108 107 107 23 23 23 23 23 23 23 23 22 19 22 19 0 0 0 0

139 139 139 139 89 89 89 89 89 89 89 89 108 108 108 108 109 109 109 109

0.765 0.777 0.771 0.770 0.255 0.254 0.256 0.260 0.258 0.255 0.255 0.254 0.202 0.175 0.202 0.178 0.003 0.003 0.003 0.003

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

1903 1905 1923 1925 1943 1945 1963 1965 1971 1979 1987 1995 1973 1981 1989 1997



245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

4 4 4 4 10 10 10 10 10 10 10 10 7 7 7 7 6 6 6 6


570 550 530 510 550 570 530 550 510 530 570 510 520 500 560 540 570 550 530 510


117 118 117 117 24 24 24 24 24 24 24 24 24 21 24 21 0 0 0 0

139 139 139 139 88 88 88 88 88 88 88 88 107 107 107 107 107 107 107 107

0.837 0.849 0.843 0.842 0.269 0.269 0.270 0.275 0.273 0.270 0.270 0.268 0.223 0.193 0.223 0.196 0.003 0.003 0.003 0.003

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

2003 2005 2023 2025 2043 2045

LEG LEG LEG LEG XBR XBR XBR XBR XBR XBR

EA80X80X8 EA80X80X8 EA80X80X8 EA80X80X8 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5

245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2

4 4 4 4 10 10 10 10 10 10

80v 80v 80v 80v 126y 126y 126y 126y 126y 126y

570 550 530 510 550 570 530 550 510 530

156c 158c 157c 157c 12c 12c 12c 12c 12c 12c

127 128 128 127 25 25 25 26 25 25

139 139 139 139 87 87 87 87 87 87

0.909 0.922 0.915 0.914 0.289 0.288 0.290 0.294 0.292 0.289

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

MStower [V6.00.010]


Page 7 of 9 9 Nov 2011 1:59 PM

Civil Engineering

9 9 9 9 9 9 9 9 9 9

2062206420662074208220902072208020882096-

2063 2065 2071 2079 2087 2095 2073 2081 2089 2097

XBR XBR HOR HOR HOR HOR PBR PBR PBR PBR

EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5

245 245 245 245 245 245 245 245 245 245

2 10 126y 2 10 126y 2 7 111v 2 7 111v 2 7 111v 2 7 111v 2 6 111v 2 6 111v 2 6 111v 2 6 111v

570 510 520 500 560 540 570 550 530 510

12c 12c 12c 11c 12c 11c 0c 0c 0c 0c

25 25 26 22 26 23 0 0 0 0

87 87 106 106 106 106 106 106 106 106

0.289 0.288 0.242 0.210 0.242 0.213 0.003 0.003 0.003 0.003

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8

2101 2121 2141 2161 2102210421222124214221442162216421662174218221902172218021882196-

2103 2105 2123 2125 2143 2145 2163 2165 2171 2179 2187 2195 2173 2181 2189 2197



245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

4 4 4 4 10 10 10 10 10 10 10 10 7 7 7 7 6 6 6 6


570 550 530 510 550 570 530 550 510 530 570 510 520 500 560 540 570 550 530 510


122 124 123 123 24 24 24 24 24 24 24 24 25 22 25 22 0 0 0 0

148 148 148 148 86 86 86 86 86 86 86 86 105 105 105 105 104 104 104 104

0.826 0.837 0.831 0.830 0.277 0.277 0.278 0.282 0.280 0.278 0.278 0.276 0.242 0.210 0.242 0.213 0.003 0.003 0.003 0.003

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7

2201 2221 2241 2261 2202220422222224224222442262226422662274228222902272228022882296-

2203 2205 2223 2225 2243 2245 2263 2265 2271 2279 2287 2295 2273 2281 2289 2297



245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

4 4 4 4 10 10 10 10 10 10 10 10 7 7 7 7 6 6 6 6


570 550 530 510 550 570 530 550 510 530 570 510 520 500 560 540 570 550 530 510


131 133 132 132 26 26 26 26 26 26 26 26 26 22 26 23 0 0 0 0

148 148 148 148 85 85 85 85 85 85 85 85 104 104 104 104 102 102 102 102

0.887 0.899 0.892 0.891 0.305 0.305 0.306 0.311 0.309 0.306 0.306 0.304 0.248 0.215 0.248 0.218 0.003 0.003 0.003 0.003

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6 6

2301 2321 2341 2361 2302230423222324234223442362236423662374238223902372238023882396-

2303 2305 2323 2325 2343 2345 2363 2365 2371 2379 2387 2395 2373 2381 2389 2397



245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

4 4 4 4 10 10 10 10 10 10 10 10 7 7 7 7 6 6 6 6


570 550 530 510 550 570 530 550 510 530 570 510 520 500 560 540 570 550 530 510


105 106 106 105 22 22 22 22 22 22 22 21 23 20 23 20 0 0 0 0

155 155 155 155 84 84 84 84 84 84 84 84 103 103 103 103 101 101 101 101

0.677 0.686 0.681 0.680 0.257 0.257 0.257 0.261 0.260 0.258 0.258 0.256 0.226 0.195 0.225 0.198 0.003 0.003 0.003 0.003

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

5 5 5 5 5 5

2401 LEG 2421 LEG 2441 LEG 2461 LEG 2402- 2403 XBR 2404- 2405 XBR

EA100X100X10 EA100X100X10 EA100X100X10 EA100X100X10 EA50X50X5 EA50X50X5

245 245 245 245 245 245

2 4 64v 2 4 64v 2 4 64v 2 4 64v 2 10 129y 2 10 129y

570 550 530 510 550 570

213c 215c 214c 214c 11c 11c

112 113 113 113 23 23

155 155 155 155 83 83

0.723 0.732 0.727 0.726 0.279 0.279

0.000 0.000 0.000 0.000 0.000 0.000

MStower [V6.00.010]


Page 8 of 9 9 Nov 2011 1:59 PM

Civil Engineering

5 5 5 5 5 5 5 5 5 5 5 5 5 5

24222424244224442462246424662474248224902472248024882496-

4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4

2501 2521 2541 2561 2502250425222524254225442562256425662574258225902572258025882596-

3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3

2601 2621 2641 2661 2602260426222624264226442662266426662674268226902672268026882696-

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

2701 2721 2741 2761 2702270427222724274227442762276427662774278227902772278027882796-

1 1

2801 2821

2423 2425 2443 2445 2463 2465 2471 2479 2487 2495 2473 2481 2489 2497

XBR XBR XBR XBR XBR XBR HOR HOR HOR HOR PBR PBR PBR PBR

EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5

245 245 245 245 245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2 2 2 2 2

10 10 10 10 10 10 7 7 7 7 6 6 6 6

129y 129y 129y 129y 129y 129y 114v 114v 114v 114v 116v 116v 116v 116v

530 550 510 530 570 510 520 500 560 540 570 550 530 510

11c 11c 11c 11c 11c 11c 10c 8c 10c 9c 0c 0c 0c 0c

23 24 23 23 23 23 20 17 20 18 0 0 0 0

83 83 83 83 83 83 102 102 102 102 99 99 99 99

0.280 0.284 0.283 0.280 0.280 0.279 0.199 0.172 0.199 0.175 0.003 0.003 0.003 0.003

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

2503 2505 2523 2525 2543 2545 2563 2565 2571 2579 2587 2595 2573 2581 2589 2597



245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

4 4 4 4 10 10 10 10 10 10 10 10 7 7 7 7 6 6 6 6


570 550 530 510 550 570 530 550 510 530 570 510 520 500 560 540 570 550 530 510


120 121 120 120 24 24 24 24 24 24 24 24 22 19 22 19 0 0 0 0

155 155 155 155 82 82 82 82 82 82 82 82 101 101 101 101 97 97 97 97

0.771 0.781 0.776 0.775 0.291 0.291 0.292 0.296 0.294 0.291 0.291 0.290 0.216 0.187 0.216 0.190 0.003 0.003 0.003 0.003

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

2603 2605 2623 2625 2643 2645 2663 2665 2671 2679 2687 2695 2673 2681 2689 2697



245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

4 4 4 4 10 10 10 10 10 10 10 10 7 7 7 7 6 6 6 6


570 550 530 510 550 570 530 550 510 530 570 510 520 500 560 540 570 550 530 510


127 129 128 128 25 25 25 25 25 25 25 25 23 20 23 20 0 0 0 0

155 155 155 155 81 81 81 81 81 81 81 81 99 99 99 99 96 96 96 96

0.820 0.830 0.825 0.824 0.305 0.305 0.306 0.310 0.308 0.306 0.306 0.304 0.227 0.197 0.227 0.199 0.003 0.003 0.003 0.003

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

2703 2705 2723 2725 2743 2745 2763 2765 2771 2779 2787 2795 2773 2781 2789 2797



245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

4 4 4 4 10 10 10 10 10 10 10 10 7 7 7 7 8 8 8 8


570 550 530 510 550 570 530 550 510 530 570 510 520 500 560 540 570 550 530 510


135 137 136 136 24 25 25 25 25 25 25 24 23 20 23 20 0 0 0 0

155 155 155 155 80 80 80 80 80 80 80 80 98 98 98 98 94 94 94 94

0.873 0.883 0.877 0.876 0.307 0.307 0.308 0.311 0.310 0.307 0.308 0.306 0.234 0.203 0.234 0.205 0.003 0.003 0.003 0.003

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

LEG EA100X100X10 LEG EA100X100X10

245 245

2 2

4 4

64v 64v

570 550

268c 141 271c 143

MStower [V6.00.010]

155 0.911 0.000 155 0.921 0.000


Page 9 of 9 9 Nov 2011 1:59 PM

Civil Engineering

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Mass Sect 4 5 6 7 8 9 10

2841 2861 2802280428222824284228442862286428662874288228902872288028882896-

2803 2805 2823 2825 2843 2845 2863 2865 2871 2879 2887 2895 2873 2881 2889 2897

LEG LEG XBR XBR XBR XBR XBR XBR XBR XBR HOR HOR HOR HOR PBR PBR PBR PBR

Summary Size EA40X40X4 EA50X50X5 EA60X60X6 EA70X70X7 EA80X80X8 EA90X90X8 EA100X100X10

MStower [V6.00.010]

EA100X100X10 EA100X100X10 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5 EA50X50X5

Y Y Y Y Y Y Y

245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245 245

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2

4 4 10 10 10 10 10 10 10 10 7 7 7 7 8 8 8 8

64v 64v 132y 132y 132y 132y 132y 132y 132y 132y 117v 117v 117v 117v 122v 122v 122v 122v

530 510 550 570 530 550 510 530 570 510 520 500 560 540 570 550 530 510

270c 142 269c 142 15c 31 15c 31 15c 31 15c 32 15c 31 15c 31 15c 31 15c 31 14c 28 12c 24 14c 28 12c 25 0c 0 0c 0 0c 0 0c 0

155 155 79 79 79 79 79 79 79 79 97 97 97 97 92 92 92 92

0.916 0.915 0.396 0.395 0.397 0.401 0.399 0.396 0.396 0.395 0.289 0.251 0.289 0.254 0.003 0.004 0.004 0.003

0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

L (m) M (kg) 185.8 449.3 548.8 2068.0 20.0 108.5 20.0 146.2 20.0 193.1 10.0 109.1 30.0 447.5 -------3521.7


D. SUPPORT REACTION

Page 1 of 2 9 Nov 2011 1:59 PM

Civil Engineering Job: New Tower 36 m NEW TOWER SST 36 M I N P U T / A N A L Y S I S Job:

New Tower 36 m

Title:

NEW TOWER SST 36 M Space frame 09-NOV-11 13:56:10

Type: Date: Time:

R E P O R T

Nodes ............................. Members ........................... Spring supports ................... Sections .......................... Materials ......................... Primary load cases ................ Combination load cases ............ Analysis:

468 1044 0 7 1 9 9

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 CASE Node

R E A C T I O N S

400: MAX. TOWER WEIGHT

5602 5607 5627 5647

Force-X kN -0.651 -0.729 0.729 0.651

Force-Y kN 0.684 -0.684 -0.696 0.696

Force-Z kN 10.811 12.119 12.317 11.009

SUM:

0.000

0.000

46.256

Moment-X kNm -0.009 0.010 0.010 -0.009

Moment-Y kNm -0.009 -0.010 0.010 0.009

Moment-Z kNm 0.000 0.000 0.000 0.000

(all nodes)

(Reactions act on structure in positive global axis directions.) S U P P O R T CASE Node

R E A C T I O N S

500: WIND LOAD AT 0 DEGREES

5602 5607 5627 5647

Force-X kN -10.347 9.004 -8.875 10.291

Force-Y kN 8.237 6.945 6.948 8.415

Force-Z kN 176.420 -154.783 -153.290 177.909

SUM:

0.073

30.545

46.256

Moment-X kNm -0.343 -0.324 -0.326 -0.347

Moment-Y kNm -0.108 0.091 -0.086 0.108

Moment-Z kNm -0.014 -0.014 0.014 0.014

(all nodes)


R E A C T I O N S


5602 5607 5627 5647

Force-X kN -2.349 13.764 -0.876 15.050

Force-Y kN -0.988 13.696 -2.259 15.184

Force-Z kN 11.189 -264.334 11.919 287.482

SUM:

25.589

25.633

46.256

Moment-X kNm -0.206 -0.351 -0.190 -0.374

Moment-Y kNm 0.187 0.354 0.209 0.371

Moment-Z kNm -0.023 0.000 0.023 0.000

(all nodes)


R E A C T I O N S


5602 5607 5627 5647

Force-X kN 7.962 8.022 9.379 9.365

Force-Y kN -10.323 10.305 -11.635 11.752

Force-Z kN -177.467 -177.834 200.551 201.005

SUM:

34.727

0.098

46.256

MStower [V6.00.010]

Moment-X kNm 0.103 -0.103 0.120 -0.124

Moment-Y kNm 0.371 0.372 0.391 0.391

Moment-Z kNm -0.015 0.015 0.015 -0.015

(all nodes) D:\!Project\16\New Tower 36 M\New Tower 36 m.p1

Page 2 of 2 9 Nov 2011 1:59 PM

Civil Engineering Job: New Tower 36 m NEW TOWER SST 36 M (Reactions act on structure in positive global axis directions.) S U P P O R T CASE Node

R E A C T I O N S


5602 5607 5627 5647

Force-X kN 13.776 -2.409 15.115 -0.990

Force-Y kN -13.681 0.903 -15.084 2.259

Force-Z kN -264.555 13.116 287.660 10.035

SUM:

25.492

-25.604

46.256

Moment-X kNm 0.352 0.209 0.372 0.190

Moment-Y kNm 0.352 0.186 0.371 0.207

Moment-Z kNm 0.000 0.023 0.000 -0.023

(all nodes)


R E A C T I O N S


5602 5607 5627 5647

Force-X kN 9.073 -10.499 10.358 -9.025

Force-Y kN -6.874 -8.337 -8.346 -7.050

Force-Z kN -155.166 179.724 178.291 -156.594

SUM:

-0.092

-30.606

46.256

Moment-X kNm 0.325 0.346 0.347 0.329

Moment-Y kNm 0.090 -0.112 0.107 -0.090

Moment-Z kNm 0.014 0.014 -0.014 -0.014

(all nodes)


R E A C T I O N S


5602 5607 5627 5647

Force-X kN 1.070 -15.264 2.350 -13.786

Force-Y kN 2.365 -15.097 0.872 -13.831

Force-Z kN 10.288 289.448 12.860 -266.340

SUM:

-25.631

-25.691

46.256

Moment-X kNm 0.188 0.372 0.211 0.356

Moment-Y kNm -0.206 -0.375 -0.189 -0.352

Moment-Z kNm 0.023 0.000 -0.023 0.000

(all nodes)


R E A C T I O N S


5602 5607 5627 5647

Force-X kN -9.234 -9.517 -7.902 -8.090

Force-Y kN 11.691 -11.689 10.233 -10.388

Force-Z kN 198.742 202.696 -175.571 -179.612

SUM:

-34.743

-0.153

46.256

Moment-X kNm -0.121 0.124 -0.099 0.106

Moment-Y kNm -0.389 -0.393 -0.371 -0.372

Moment-Z kNm 0.015 -0.015 -0.015 0.015

(all nodes)


R E A C T I O N S


5602 5607 5627 5647

Force-X kN -15.086 0.951 -13.661 2.285

Force-Y kN 15.056 -2.282 13.706 -0.873

Force-Z kN 286.350 11.258 -263.199 11.846

SUM:

-25.510

25.606

46.256

Moment-X kNm -0.371 -0.188 -0.352 -0.209

Moment-Y kNm -0.371 -0.206 -0.350 -0.188

Moment-Z kNm 0.000 -0.023 0.000 0.023

(all nodes)

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

MStower [V6.00.010]

D:\!Project\16\New Tower 36 M\New Tower 36 m.p1

E. TWIST AND SWAY

Page 1 of 2 9 Nov 2011 2:01 PM

Civil Engineering

ANCILLARY ROTATIONS -- L O A D Case Y/N 100 N 200 N 210 N 220 N 230 N 240 N 250 N 260 N 270 N 400 Y 500 Y 510 Y 520 Y 530 Y 540 Y 550 Y 560 Y 570 Y

C A S E S -Title WEIGHT OF TOWER PLUS ANCILLARIES WIND LOAD ZERO DEGREES WIND LOAD 45 DEGREES WIND LOAD 90 DEGREES WIND LOAD 135 DEGREES WIND LOAD 180 DEGREES WIND LOAD 225 DEGREES WIND LOAD 270 DEGREES WIND LOAD 315 DEGREES MAX. TOWER WEIGHT WIND LOAD AT 0 DEGREES WIND LOAD AT 45 DEGREES WIND LOAD AT 90 DEGREES WIND LOAD AT 135 DEGREES WIND LOAD AT 180 DEGREES WIND LOAD AT 225 DEGREES WIND LOAD AT 270 DEGREES 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 1 36.00 540 0.3306 520 0.3682 2 35.00 540 0.3306 520 0.3681 3 33.75 540 0.3303 520 0.3679 4 32.50 540 0.3292 520 0.3667 5 31.25 540 0.3269 520 0.3643 6 30.00 540 0.3231 520 0.3603 7 28.75 540 0.3178 520 0.3545 8 27.50 540 0.3106 520 0.3466 9 26.25 540 0.3014 520 0.3366 10 25.00 540 0.2903 520 0.3244 11 23.75 540 0.2810 520 0.3141 12 22.50 540 0.2701 520 0.3021 13 21.25 540 0.2575 520 0.2882 14 20.00 540 0.2432 520 0.2725 15 18.75 540 0.2309 520 0.2588 16 17.50 540 0.2172 520 0.2436 17 16.25 540 0.2022 520 0.2268 18 15.00 540 0.1857 520 0.2085 19 13.75 540 0.1719 520 0.1930 20 12.50 540 0.1570 520 0.1764 21 11.25 540 0.1410 520 0.1585 22 10.00 540 0.1240 520 0.1393 23 8.75 540 0.1078 520 0.1212 24 7.50 540 0.0907 520 0.1020 25 6.25 540 0.0772 520 0.0869 26 5.00 540 0.0632 520 0.0711 27 3.75 540 0.0484 520 0.0544 28 2.50 540 0.0329 520 0.0370 29 1.25 540 0.0167 520 0.0187

LC 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550

ROTATIONS OF ANCILLARY AXES (Degrees) Ancillary Height Bearing Case PROP1-SECTOR 34.000 30.000 400 500 510 520 530 540 550 560 570 PROP2-SECTOR 34.000 120.000 400 500 510 520 530 540 550 560 570 PROP3-SECTOR 34.000 330.000 400 MStower [V6.00.010]

Z-Rot 0.0032 0.0032 0.0032 0.0030 0.0027 0.0025 0.0023 0.0021 0.0019 0.0017 0.0015 0.0014 0.0013 0.0012 0.0011 0.0010 0.0009 0.0008 0.0008 0.0007 0.0006 0.0005 0.0004 0.0004 0.0003 0.0002 0.0002 0.0001 0.0001 Rot-x 0.0043 0.1565 0.1011 0.3198 0.3659 0.1653 0.0928 0.3110 0.3577 0.0028 0.2789 0.3613 0.1819 0.1015 0.2860 0.3685 0.1887 0.0957 0.0003

Rot-y 0.0028 0.2789 0.3613 0.1819 0.1015 0.2860 0.3685 0.1887 0.0957 0.0043 0.1565 0.1011 0.3198 0.3659 0.1653 0.0928 0.3110 0.3577 0.0051

Rot-z 0.0000 0.0027 0.0031 0.0017 0.0008 0.0027 0.0032 0.0020 0.0009 0.0000 0.0027 0.0031 0.0017 0.0008 0.0027 0.0032 0.0020 0.0009 0.0000


Page 2 of 2 9 Nov 2011 2:01 PM

Civil Engineering

PROP4-MW0.6

MStower [V6.00.010]

30.000

210.000

500 510 520 530 540 550 560 570 400 500 510 520 530 540 550 560 570

0.1633 0.3635 0.3174 0.0950 0.1650 0.3655 0.3190 0.0960 0.0037 0.1537 0.0986 0.3130 0.3580 0.1614 0.0913 0.3053 0.3509

0.2750 0.0931 0.1860 0.3676 0.2862 0.1039 0.1750 0.3576 0.0026 0.2733 0.3542 0.1785 0.0994 0.2799 0.3610 0.1849 0.0940

0.0027 0.0031 0.0017 0.0008 0.0027 0.0032 0.0020 0.0009 0.0000 0.0022 0.0024 0.0012 0.0008 0.0022 0.0025 0.0015 0.0009


F. DISPLACEMENT

Page 1 of 2 9 Nov 2011 2:02 PM

Civil Engineering Job: New Tower 36 m NEW TOWER SST 36 M I N P U T / A N A L Y S I S Job:

New Tower 36 m

Title:

NEW TOWER SST 36 M Space frame 09-NOV-11 14:01:51

Type: Date: Time:

R E P O R T

Nodes ............................. Members ........................... Spring supports ................... Sections .......................... Materials ......................... Primary load cases ................ Combination load cases ............ Analysis:

468 1044 0 7 1 9 9

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 CASE Node 1 6 26 46 N O D E CASE Node 1 6 26 46 N O D E CASE Node 1 6 26 46 N O D E CASE Node 1 6 26 46 N O D E CASE Node 1 6 26 46

D I S P L A C E M E N T S 400: MAX. TOWER WEIGHT X-Disp m -0.0005 -0.0005 -0.0005 -0.0005

Y-Disp m 0.0015 0.0015 0.0015 0.0015

Z-Disp m -0.0006 -0.0007 -0.0007 -0.0007

X-Rotn rad -0.00010 -0.00006 -0.00006 -0.00010

Y-Rotn rad -0.00006 -0.00006 -0.00002 -0.00002

Z-Rotn rad 0.00000 0.00000 0.00000 0.00000

X-Rotn rad 0.00556 0.00560 0.00560 0.00556

Y-Rotn rad -0.00009 -0.00009 -0.00005 -0.00005

Z-Rotn rad 0.00005 0.00005 0.00004 0.00004

X-Rotn rad 0.00456 0.00460 0.00460 0.00456

Y-Rotn rad -0.00470 -0.00470 -0.00466 -0.00466

Z-Rotn rad 0.00006 0.00005 0.00004 0.00005

X-Rotn rad -0.00006 -0.00002 -0.00002 -0.00006

Y-Rotn rad -0.00644 -0.00644 -0.00640 -0.00640

Z-Rotn rad 0.00004 0.00002 0.00002 0.00004

X-Rotn rad -0.00475 -0.00471 -0.00471 -0.00475

Y-Rotn rad -0.00466 -0.00466 -0.00463 -0.00463

Z-Rotn rad -0.00001 -0.00002 -0.00001 0.00000

D I S P L A C E M E N T S 500: WIND LOAD AT 0 DEGREES X-Disp m -0.0011 -0.0012 -0.0012 -0.0011

Y-Disp m -0.1264 -0.1264 -0.1265 -0.1265

Z-Disp m -0.0034 0.0021 0.0021 -0.0035


Y-Disp m -0.1042 -0.1042 -0.1042 -0.1042

Z-Disp m -0.0006 0.0040 -0.0007 -0.0053


Y-Disp m 0.0007 0.0007 0.0006 0.0006

Z-Disp m 0.0026 0.0025 -0.0039 -0.0039


MStower [V6.00.010]

Y-Disp m 0.1069 0.1069 0.1069 0.1069

Z-Disp m 0.0040 -0.0007 -0.0054 -0.0006


Page 2 of 2 9 Nov 2011 2:02 PM

Civil Engineering Job: New Tower 36 m NEW TOWER SST 36 M N O D E CASE Node 1 6 26 46 N O D E CASE Node 1 6 26 46 N O D E CASE Node 1 6 26 46 N O D E CASE Node 1 6 26 46

D I S P L A C E M E N T S 540: WIND LOAD AT 180 DEGREES X-Disp m 0.0002 0.0003 0.0003 0.0002

Y-Disp m 0.1299 0.1299 0.1299 0.1299

Z-Disp m 0.0022 -0.0036 -0.0036 0.0022

X-Rotn rad -0.00579 -0.00575 -0.00575 -0.00579

Y-Rotn rad -0.00002 -0.00002 0.00002 0.00001

Z-Rotn rad -0.00005 -0.00005 -0.00004 -0.00004

X-Rotn rad -0.00478 -0.00474 -0.00474 -0.00478

Y-Rotn rad 0.00460 0.00460 0.00464 0.00464

Z-Rotn rad -0.00007 -0.00006 -0.00005 -0.00006

X-Rotn rad -0.00016 -0.00012 -0.00012 -0.00016

Y-Rotn rad 0.00633 0.00633 0.00637 0.00637

Z-Rotn rad -0.00004 -0.00003 -0.00003 -0.00004

X-Rotn rad 0.00455 0.00459 0.00459 0.00455

Y-Rotn rad 0.00455 0.00455 0.00459 0.00459

Z-Rotn rad 0.00002 0.00003 0.00002 0.00001


Y-Disp m 0.1076 0.1076 0.1077 0.1077

Z-Disp m -0.0006 -0.0054 -0.0008 0.0040


Y-Disp m 0.0028 0.0028 0.0028 0.0028

Z-Disp m -0.0038 -0.0039 0.0024 0.0026


MStower [V6.00.010]

Y-Disp m -0.1040 -0.1040 -0.1040 -0.1040

Z-Disp m -0.0053 -0.0007 0.0039 -0.0007



9 Nov 2011 02:00 PM

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

Z


MStower [V6.00.010]


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 : f y := 235.MPa Allowable tensile stress of bolt : F t := 140 ⋅ MPa Allowable shear stress (bearing) of bolt : F v := 71.4 ⋅ MPa Compressive strength of concrete : f c := 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 : F x := 15.264kN

F x = 1556.495 ⋅ kgf

F y := 15.184kN

F y = 1548.337 ⋅ kgf

S :=

2

Fx + 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 ⋅ dbolt

2

2

Abolt = 3041.062 ⋅ mm Actual shear stress of bolt : f v :=

S Abolt

f v = 7.08 ⋅ MPa Resumeshear :=

"NOT OK" "OK"

if fv > F v

if f v < F v

Resumeshear = "OK"

Allowable tensile stress for bolts subject to combined tension and shear : F ts1 := 1.4 × 1.33 F t − 1.6fv F ts1 = 249.352 ⋅ MPa F ts2 := F t F ts2 = 140 ⋅ MPa Minimum tensile stress used :

(

)

F ts := min F ts1 , F ts2 F ts = 140 ⋅ MPa


2

11/9/2011


Actual tensile stress of bolt : f t :=

T Abolt

f t = 87.581 ⋅ MPa Resumetensile :=

"NOT OK" "OK"

if f t > F t

if ft < F t

Resumetensile = "OK"

Failur ratio : Ratio :=

fv 1.33F v

+

ft 1.33F t

Ratio = 0.545 Resumeratio :=

"NOT OK" "OK"

if Ratio > 1

if Ratio < 1

Use 8 Anchor with diameter


Resumeratio = "OK"

φ = 22 mm

3

OK

!!!

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 : F p := 0.35 ⋅ fc F p = 7.875 ⋅ MPa Area of base plate required : Abp :=

P Fp 2

Abp = 36755.302 ⋅ mm

Length of base plate required : Bs :=

Abp

Bs = 191.717 ⋅ mm

used

B := 340mm

Actual bearing preasure : f p :=

P B

2

f p = 2.504 ⋅ MPa Applied uplift force per anchor bolt : T Tf := 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 : fp

tp1 := m

tp1 = 10.322 ⋅ mm

0.25 ⋅ f y

Required thickness of base plate caused tension force : 2

Z :=

B ⋅ 15. ⋅ tp2 6

0.75 ⋅ f y ≥

0.75 ⋅ f y ≥

M Z M 2

tp2 ⋅ B ⋅ 15.00 6

tp2 :=

6M

tp2 = 14.907 ⋅ mm

B ⋅ 15 × 0.75 ⋅ f y

Base Plate thickness required :

(

)

tp := max tp1 , tp2 tp = 14.907 ⋅ mm

Used Base Plate Existing t = 25 mm


5

OK

!!!

11/9/2011

4. SINGLE LINE DIAGRAM

Tower Analysis Report Sst 36 m

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