GREEN FIELD THREE LEGGED 36 M light telkomsel · PDF filestructural design report of self...

STRUCTURAL DESIGN REPORT OF SELF SUPPORTING TOWER

GREEN FIELD THREE LEGGED 36 M light

telkomsel

PREPARED BY PT. CITRAMASJAYA TEKNIKMANDIRI

ENGINEERING DEPARTMENT 2009

Structural Design of SST 36 m Light (Three Leg) Telkomsel

PT. Citramasjaya Teknikmandiri

@2009

STRUCTURAL DESIGN OF SELF SUPPORTING TOWER

36 METERS LIGHT

Design Specification

The design basis of the tower applied is TIA/EIA–222-F standard

“Structural Standards for Steel Antenna Tower and Antenna

Supporting Structure.” The fabrication and materials of the tower

will be according to the relevant Indonesian Standard and / or

Japanese Industrial Standard. The self-supporting tower has

Tubular legs cross sections. All bracings are made of equal legs

angle steel. All the connections in the field are made with Steel

Bolts, each fitted with one spring washer and nut.

Tower Structure Design Condition

Height = 36 meter

Basic wind speed = 120 km/hour = 33.3 m/sec

Operational wind speed = 84 km/hour = 23.3 m/sec

Maximum sway = 0.5°

Maximum twist = 0.5°

Maximum displacement = H/200

Tower verticality = H/2000

Antenna Loading Arrangement

GSM DCS MW 0.6 M MW 1.2 M3 pcs. At 32 m 3 pcs. At 30 m 2 pcs. At 34 m 2 pcs. At 35 m

Notes :

GSM : Dimension 2580 mm x 262 mm x 116 mm, weight 25 kg

DCS : Dimension 1902 mm x 155 mm x 69 mm , weight 9 kg

MW 0.6 : Shape shielded one piece planar radome,dimension φ 600 mm

weight 20 kg

MW 1.2 : Shape shielded one piece planar radome,dimension φ1200 mm

weight 80 kg

At operational wind speed



@2009

Loads

Dead load

Dead load is weight of tower, antenna, ladder, etc.

Wind Load

Wind load calculation method on the tower and appurtenance are

as follows :

F = qz . GH .[CF.AE+ ∑(CA.AA)]and not to exceed 2 qz. GH. AG

Qz = 0.613 Kz. V 2

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 e 2 - 4.7 e + 3.4 (Triangular cross section)

E = (AF+AR)/AG

AE = DF.AF + DR. AR. RR

Where :

F : Horizontal wind force (N)

Qz : Velocity pressure (Pa)

GH : Gust response factor (1.00 < GH < 1.25 )

CF : Structure force coefficient

AE : Effective projected area of structural component in one

face (m2)

AG : Gross area of one tower face (m2)

Kz : Exposure coefficient (1.00 < Kz < 2.58)

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

Z : Height above average ground level to midpoint of the

section (m)

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 normal wind direction

0.80 for 600 wind direction

0.85 for ± 900 wind direction



@2009

Wind load calculation method on the parabolic antenna is as

follow :

Fa = Ca x A x Kz x GH x V2

Fs = Cs x A x Kz x GH x V2

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

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

V : Wind velocity (mph)

A : Normal projected area of antenna (ft2)

D : Antenna diameter (ft)

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, appurtenance, etc.

Allowable Unit Stress

The unit stresses in the structure members do not exceed the

allowable unit stresses for the materials as specified in the EIA

Standard EIA – 222 – F.

Tension

Ft = 0.60 Fy (Kg/cm2)

Shear

Fv = 0. 40 Fy (Kg/cm2)



@2009

Compression

On the gross section loaded compression members when kl/r is

less than Cc:

( )

( ) ( )3

3

2

2

88

3

35

21

Ccr

kl

Ccr

kl

FyCcr

kl

Fa

−+

⎪⎭

⎪⎬⎫

⎪⎩

⎪⎨⎧−

= (kg/cm2)

Where :

FyECc

22π=

On the gross section of axially compression members, when kl/r

exceeds Cc

( )22

23

12

rkl

EFa π= (kg/cm2)

Bending

Tension and compression on extreme fibers :

Fb = 0.66 Fy (kg/cm2)

Tension on bolts

Ft = 0.60 Fy (kg/cm2)

Shear on bolts

Fv = 0.30 Fy (kg/cm2)

Bearing on bolts

Fp = 1.20 Fu (kg/cm2)

The maximum slenderness ratio (kl/r) are as follows :

Kl/r = 150 for compression members of legs

Kl/r = 200 for compression members of diagonals (bracing)

Kl/r = 250 for redundant

Kl/r = 250 for tension members



@2009

Notations :

Ft = Allowable tensile stress (kg/cm2)

Fy = Minimum yield point (kg/cm2)

Fv = Allowable shear stress (kg/cm2)

Fa = Allowable compressive stress (kg/cm2)

K = Effective length factor

L = Actual unbraced length of member (cm)

R = Governing radius of gyration (cm)

Cc = Column slenderness ratio

E = Modulus of elasticity of steel (2,100,000 kg/cm2)

Fb = Allowable bending stress (kg/cm2)

Fu = Minimum tensile length (kg/cm2)

Materials

Steel materials to be used for the tower and appurtenances conform

to the relevant Indonesian standards and or Japanese Industrial

Standard.

Type of Material Standard GradeSteel Shape & Plate ASTM A36 / JIS G3101 fy = 245 MpaBolt & Nuts ASTM A325 / JIS B1180 fy = 640 MpaAnchor Bolts ASTM A307 fy = 240 MpaSteel Pipes ASTM A53 / JIS G3444 fy = 235 MpaWelding AWS D1.1 E60XX fy = 345 MpaHot dip galvanized ASTM A123 75 micron thicness

Structural Analysis

The purpose of structural analysis is to find the joint

translations the design axial loads in all members of the tower.

Loads are applied and separate load cases combined to give the

most severe design conditions at various section.

The analysis for the wind load in the tower is made by MS. Tower

software. The program will perform static analysis of a space

truss of arbitrary geometry by the stiffness method. The truss may

be subjected to loads consisting of forces acting on the joints in

any directions in space. The program output consists of the joint

translations, the member forces and the support reactions.



@2009

Stresses

For structures under 700 ft (213 m) in height, allowable stresses

may be increased 1/3, become 1.33 for load combination W1 + D0.

From structural analysis by using Ms. Tower software, the stresses

ratio happen is under 1.00

SUMMARY

Maximum stress ratio

a. Leg = 0.805 < 1.0

b. Bracing = 0.796 < 1.0

c. Horizontal = 0.147 < 1.0

Maximum slenderness

a. Leg = 97 < 150

b. Bracing = 202 > 200

c. Horizontal = 148 < 250

Maximum Twist, Sway & displacement

a. Twist = 0.0260 < 0.5

b. Sway = 0.2534 < 0.5

c. displacement = 0.0977 < h/200 = 0.18 m

Maximum Support Reaction

a. Compress = 342.070 kN

b. Uplift = 280.635 kN

c. Horizontal Force = 31.881 kN

ANCHOR BOLT CALCULATIONFLANGE CONNECTION CALCULATION

SST 36 M LIGHTTELKOMSEL

BOLT PROPERTIES FORCE = 2 P horizontal = kg = 2 P tension = kg = 2 P compress = kg f'c = 2

Try use : diameter (f) = mm As = 2

number = As total = 2

CHECKING shear checking

P

Tension checking= - take the lowest number between Ft and Fts= - use Ft = 2

= 2

Stress ratio checking

= + = < OK

Length of anchor boltFcv = f'c Le min = 2 x 0.06 x D x fy

= 2 = mm= cm

= cm

dimension of anchor bolt 6 mm length 125 cm (A307)

ANCHOR BOLT CALCULATION

s all.tension 1915 kg/cmtall. Shear 958 kg/cm 28607.03s yield 2400 kg/cm 34869.52

225 kg/cm

22 379.94 mm6 2279.64 mm

fv = horizontal =As tot3249.91 = 142.563 kg/cm22.7964

2

< 958 kg/cm2

OK

Fts 1.4 Ft 1.6 fv2681.28 228.1 1915 kg/cm

2453.180 kg/cm

ft = P tension =As tot28607.03 = 1254.893 kg/cm22.7964

2

< 1915 kg/cm2

OK

fv + ft =Fv Ft142.562639 + 1254.8926

957.6 19150.14887494 0.655228 0.804

0.537.95 kg/cm 633.6

Le = P tension 63.36Fcv . N . p.D

= 28607.034329.5116

87

22

3249.91

1

PT. CITRAMASJAYA TEKNIK MANDIRI@2009 CONFIDENTIAL


COMPRESSION

Requirement of base plate area= x=

cm A1 nett = 2 >

bolt distance checking bolt distance from edge (m) = 1.5 x d = mm

d' = - = mmQ ' = p d' = mm

distance between bolt = /= mm > 3d = mm

D2 = cmm = cmD1 = cmH = cm

= 1/4 π D² = 1/4 π 2 = 2

< OK

2

2

q

2

= max (m , n' )= cm

BASE PLATE CALCULATION

Fp' 0.35 22578.75

A1 = P axialFp = 34869.52 = 442.78878.75 cm

2

D1 = 4.A1p

= 23.7 cm

D2 use D1 = 35 747.39 cm 442.788D1 OK

33350 66 284

891.8892 6

148.6 66

16.525.93535

cmA2 961.62535

Fp = 0.35 f'c < 0.7f'c = 157.5A2 = 89.33A1

fp = P axial =A1 nett34,869.52 = 46.66747.39

fp Fp

q = 4.fp.D2 =Fp . (2.D2) 0.522299 < 1.0 OK

l = 2(1-1-q) = 0.854683

n' = D2 =4 3.5 cm

c5.94

tp = 2c fp = 1.65638 cmFy

89.3use

m



TENSION

= mm= mm= mm= mm= mm= mm

allσF= kN/cm²= kg/cm²

2

24 x

= kgmm= kgcm

= kgmm= kgcm

dubFtC

284148.63

4492.42064

dsL

20.92130

M2 = -4767.8 148.638

-148.6

64

M1 = -83104

-83103.6-8310.4

55910.75591.1

2 x+ 4767.8398 64148.63 -

dL

C

du

t

C

12

P

L

LcLPM

2482

2

cLPMM 28

21

cpP .

ds

L

bF



bF x

=

bF x (Øbolt+2) x

=

= kg/cm² < kg/cm²

= kg/cm² < kg/cm²

use for base plate dimension cm thick cm

W2 = t ²6

=σ2

6.16 cm³

W1 =

σ1 =

- t ²6

W1

4.56 cm³

M1

1349.08498

2130

2130

1226.11088

M2W2

t ²6

35 2

OK

OK


Bolt grade 8.8 Flange material JIS G3101Fy = kN/cm² = kN/cm²

= kN/cm²Fub = kN/cm²

2.3 0.062 76.3 16 1.57 4 14.191

FLANGE & BOLT CONNECTION CALCULATION TOWER 36 M LIGHT

64 allσF 20.9

Bolt A n Bolt Max Ftension

allσt 38.4

Section Tube dR

80

σt σt/all σtmm mm cm² kN kN/cm²

1.57 4 0.902 0.11 76.3 16 0.00

3 89.1 16 1.57 4 26.62 4.2 0.114 114.3 16 1.57 4 82.901 13.2 0.345 139.8 16 1.57 6 106.932 11.4 0.306 139.8 16 1.57 6 161.914 17.2 0.457 165.2 20 2.45 6 214.104 14.6 0.388 165.2 20 2.45 6 265.892 18.1 0.47

dL

C

du

t

C

12

P

L

LcLPM

2482

2

cLPMM 28

21

cpP .

ds

L

bF

0.0948 58 -4.7 3.2 -1.9 1.92 144.3 113.28 32 16

du t C Stress ratiomm mm mm mm mm

Section ds Lmm kNcm kNcm kN/cm² kN/cm²

s 2 s 1bF M2 M1

σmax/allσF

1 144.3 113.28 32 16 -0.1 0.1 0.0148 58 -0.3 0.2

3 157.1 123.32 32 16 -3.9 4.0 0.1948 58 -9.7 6.84 182.3 143.11 32 16 -14.4 15.3 0.7348 58 -35.7 26.05 207.8 108.75 32 16 -9.2 8.9 0.4448 58 -22.7 15.16 207.8 108.75 32 16 -13.9 13.4 0.6648 58 -34.3 22.97 245.2 128.32 40 20 -11.4 10.8 0.5460 70 -53.1 34.68 245.2 128.32 40 20 -14.1 13.4 0.6860 70 -65.9 43.0

DATA INPUT FROM MS TOWER

ZED.B - CITRAMAS Page 1 of 212 May 2009

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STRESS RATIOSUPPORT REACTIONTWIST AND SWAY

ZED.B - CITRAMAS Job: SST 36-3 LEG CITRAMAS R1LIGHT DUTY TELKOMSEL PROJECT

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L O A D C A S E S


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L O A D C A S E S


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L O A D C A S E S


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DISPLACEMENT


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

T A B L E O F Q U A N T I T I E S

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

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


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XY

Z

theta: 195 phi: 15


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SST 36M LIGHT DUTY

XY

Z

theta: 195 phi: 15


12 May 200911:14 AM

MStower [V6.01.011] E:\MS Tower\TELKOMSEL\RO09\SST 36-3 LEG CITRAMAS R1

STRESS RATIO SST 36M LIGHT DUTY

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

GREEN FIELD THREE LEGGED 36 M light telkomsel · PDF filestructural design report of self...

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