Analisis Report Pole 21M HD

0 27

Rev

ANA

June 2014

Date

ALYS

POL

First

SIS R

E 21M

Issue

REPO

M HD

Descrip

ORT

ption

CONTENTS

SUMMARY ANALYSIS

DESIGN CRITERIA

TOWER ANALYSIS

TOWER OUTLINE

SUMMARY ANALYSIS

1. Loading

Standard EIA/TIA‐222‐F

Survival Wind Speed 120 Km/h

Operational Wind Speed 80.64 Km/h

No. Antenna Type Quantity Elevation

1 RF Antenna SF 3 + 17.0

2 RF Antenna TSEL 3 + 20.0

3 RF Antenna HCPT 3 + 15.0

4 MW Ø0.6 M 1 + 21.0

5 MW Ø0.6 M 1 + 15.0

6 RRU 3 + 14.5

7 RRU 3 + 14.0

8 Lamp 2 + 9.0

9 BTS SF 1 + 5.0

10 BTS TSEL 1 + 5.0

11 BTS HCPT 1 + 4.0

12 Rectifier TSEL 1 + 4.0

13 Rectifier HCPT 1 + 4.0

14 KWH 1 + 4.0

2. Pole Analysis

Description Value Limits Remarks

120 kph as maximum wind speed

Stress Ratio Leg 0.787 ≤ 1.0 OK !

80.64 kph as service wind speed

Twist 0.0011 deg ≤ 1.0 deg OK !

Sway 0.7960 deg ≤ 1.0 deg OK !

Displacement 20.81 cm ≤ 18 cm OK !

Support Reaction

Compress 35.814 kN

Shear 17.975 kN

Moment 227.558 kN.m

1. DESIGN CRITERIA

DESIGN STANDARD

The design of the tower applied is EIA standard EIA-222-F “Structural standards

for Antenna Tower and Supporting Structure”.

Material strengthen : BJ37 with Fy = 245 kg/cm2 and Fu = 370 kg/cm2

The fabrication and materials of the tower will be according to the relevant

Indonesia Standard and/or Japanese Industrial standard.

Software : MSTOWER version v6.0

TOWER ANALYSIS CONDITION

1. Tower Height: 9 m

2. Maximum wind velocity (V)

In the design of tower structure, a basic wind speed is taken:

V = 120 km/hour =33.3 m/sec

3. Operational wind velocity

for displacement analysis, a basic wind speed is taken:

V = 84 km/ hour = 23.3 m/sec

4. Displacement = H/100

LOADS

1. Dead Load Dead load is the weight of tower, splitzen, net load etc :

Weight Sector antenna = 30 kg

Weight MW antenna = 20 kg

Weight Ladder = 5 kg/m

2. Wind Load on tower Structure Wind load calculation method on the tower and

appurtenance are according to EIA-222-F.

The pressure to the tower varies as a function of height.

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

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

qz = 0.613 . Kz . V2 Kz = [z/10]2/7 GH = 1.69

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

Cf = 3.4 e2 – 4.7 e + 3.4 ( TriangularSquare cross section)

E = AF / AG

AE = DF.AF

b. Wind load calculation method on the parabolic antenna

Fa = Ca * A *Kz * GH * V2

Fs = Cs * A * Kz * GH * V2

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

Ha = √(Fa2 + Fs2)

Mt = Fa * X + Fs * Y + M

3. 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

reaction: 1.0 DL + 1.0 WL

4. Materials

Steel Steel materials to be used for the tower and appurtenance conform to the

relevant Indonesian standard and or Japanese Industrial standard :

Concrete

Design compressive of concrete (fc’) at 28 days : K-175 fc’ = 175 kg/cm2

.

Material Standard Grade Fy (MPa) Fu (MPa)

Pipe (Leg) ASTM A53 SCH40 245 400

Angle (Support) ASTM A53 SS400 245 400

Bolt (Connection) ASTM A325/JIS B1180 8.8 800

Anchor ASTM A307 240 400

ANALYSIS

Pole structure will be modeling by software MSTOWER v6.0. Structure modeled as 3D

space frame. This parameter to check the result of Structure analysis:

1. Maximum Wind Speed (120 kph)

‐ Stress Ratio, with maximum limit 1.0

2. Service Wind Speed (80.64 kph)

‐ Sway, with maximum limit 1.0 degrees

‐ Twist, with maximum limit 1.0 degrees

‐ Displacement, with maximum limit H/100, where H is height of tower

2. POLE ANALYSIS

XY

Z

theta: 300 phi: 30

DEMONSTRATION SOFTWARE Job: Pole 21M HD okPT. IBS POLE 21M

27 Jun 201409:51 PM

MStower [V6.02.011: ] D:\IBS\Pole 18 & 21\analisis\Pole 21M HD ok

XY

Z

theta: 180 phi: 0


27 Jun 201409:51 PM


X

Y

Ztheta: 0 phi: 90


27 Jun 201409:52 PM


DEMONSTRATION SOFTWARE Page 1 of 127 Jun 2014

9:52 PM

MStower [V6.02.011: ] D:\IBS\Pole 18 & 21\analisis\Pole 21M HD ok.td


9:52 PM

MStower [V6.02.011: ] D:\IBS\Pole 18 & 21\analisis\Pole 21M HD ok.twr


9:52 PM



9:52 PM


XY

Z

theta: 300 phi: 30


27 Jun 201409:53 PM


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


Page 1 of 527 Jun 2014

9:53 PM

MStower [V6.02.011: ] D:\IBS\Pole 18 & 21\analisis\Pole 21M HD ok.rpt

L O A D C A S E S



9:53 PM


L O A D C A S E S



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9:53 PM




9:53 PM




9:55 PM

MStower [V6.02.011: ] D:\IBS\Pole 18 & 21\analisis\Pole 21M HD ok.p1

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

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







9:55 PM







9:55 PM


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

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







9:55 PM






DIAMETER QTY DIAMETER THICK THICK QTY HEIGHT1 18 M16 6 452 MM PLT 12 PLT 8 6 75 MM2 15 M16 6 452 MM PLT 12 PLT 8 6 75 MM3 12 M16 8 508 MM PLT 15 PLT 8 8 75 MM4 9 M16 8 508 MM PLT 18 PLT 8 8 75 MM5 6 M20 8 597 MM PLT 20 PLT 8 8 100 MM6 3 M20 8 597 MM PLT 22 PLT 8 8 100 MM7 0 M24 10 680 MM PLT 26 PLT 10 10 150 MM

RESUME ANALYSIS FLANGE POLE 21M HD

BOLT STIFFNERFLANGENO ELV

PERHITUNGAN BASE PLATE (EL. +0.0)POLE 21M HD

Perhitungan Anchor Bolt dan Base plate Page1

t

bm

Bolt

D

d

A. PERHITUNGAN ANCHOR BOLT

1) Maximum force in column :

- compression = 4 278 kg P= 41 945 kN

B

- compression = 4,278 kg P= 41.945 kN- tension = 28,954 kg T= 283.866 kN- shear = 2,400 kg X= 23.528 kN

Y= 0.000 kNS = 23.528 kN

2) Allowable tensile stress of anchor bolt

TRY 10 - O 22 mmASTM A - 325ASTM A - 325A = 10 x 3.80285714 = 38.03 cm2

Ft = 3059.149 kg/cm2Fv = 1529.574 kg/cm2Fy = 2330 kg/cm2

fv' = 2,400 / 38.03 = 63.11 kg/cm2 < Fv ..........OK Fv = Fv x 1.3333 = 1683 kg/cm2 Ft = Ft x 1.3333 = 3365 kg/cm2

Fts = 1 4 x Ft - 1 6 x 63 11 = 4610 t/cm2 > Ft OK Fts = 1.4 x Ft - 1.6 x 63.11 = 4610 t/cm2 > Ft ..... OK

Fts = Ft = 3365 kg/cm2

ft' = 28,954 / 38.03 = 761 kg/cm2 < Ft ...........OK

fv'/Fv + ft' / Ft = 0.04 + 0.23 = 0.26 < 1 ....... OK


3) Required embeded length of anchor bolt

a. Fcv = 0.53 x V 225 = 7.95 kg/cm2


a. Fcv 0.53 x V 225 7.95 kg/cm2 Le = 28,954 ( 7.95 x 10 x 2.2 x 3.14) = 52.72 cm

b. Le = 2 ( 0.02 Ab Fy/Vfc') = 747 mm

c. Le = 2 ( 0.06 db Fy) = 615 mm

USE 10 - O 22 mm x 1000 mm

B. PERHITUNGAN BASE PLATE

1) Steel SS - 400 Fy = 2500 kg/cm2

2) Concrete K - 225Fp = 0.35 x 225 = 78.75 kg/cm2

A = 4,278 / (1.33 x Fp) = 40.84869316 cm2

B = V A = 6.39129824 cm

L = 45.7 cm (diameter pipa)

t = 1.43 cm (tebal pipa)

Bmin = 48.56 cm

Use B = 68 cm or A = 3629.84 cm2

fp = 4,278 / 3629.84 = 1.178671787 kg/cm2

m = 5 cm (jarak pusat baut ke tepi base plate)

tp = 0.19 cm

Tf = 28,954 / 10 = 2895.43 kg

b = 5 cm (jarak pusat baut ke muka kolom)

M = 2895.43 x 5 = 14477.17 kgcm

= 36 deg

d = 16.36982 cm (jarak antara pusat baut)

tp = 2.53 cm

Design Base plate 680 mm x 25.3 mmUsed base plate 680 mm x 26.0 mmStiffner 10 x PLT 10


PERHITUNGAN FLANGE EL. +3.0POLE 21M HD


t

bm

Bolt

D

d

A. PERHITUNGAN BOLT



B


Y= 0.000 kNS = 18.595 kN







ft' = 21,457 / 25.14 = 853 kg/cm2 < Ft ...........OK

fv'/Fv + ft' / Ft = 0.04 + 0.25 = 0.30 < 1 ....... OK

USE bolt : 8 - O 20 mmUSE bolt : 8 - O 20 mm


B. PERHITUNGAN FLANGE

F 2500 k / 2


Fy = 2500 kg/cm2



Bmin = 62.46 cm

Use B = 65 cm or A = 3316.625 cm2

fp = 2,997 / 3316.625 = 0.903710851 kg/cm2


tp = 0.16 cm

Tf = 21,457 / 8 = 2682.17 kg

b 5 cm (jarak pusat baut ke muka kolom)b = 5 cm (jarak pusat baut ke muka kolom)

M = 2682.17 x 5 = 13410.83 kgcm

= 45 deg


tp = 2.22 cm





t

bm

Bolt

D

d

A. PERHITUNGAN BOLT



B


Y= 0.000 kNS = 15.587 kN







ft' = 16,025 / 25.14 = 637 kg/cm2 < Ft ...........OK

fv'/Fv + ft' / Ft = 0.04 + 0.19 = 0.23 < 1 ....... OK




F 2500 k / 2


Fy = 2500 kg/cm2



Bmin = 62.46 cm

Use B = 65 cm or A = 3316.625 cm2

fp = 2,160 / 3316.625 = 0.651373007 kg/cm2


tp = 0.14 cm

Tf = 16,025 / 8 = 2003.18 kg


M = 2003.18 x 5 = 10015.89 kgcm

= 45 deg


tp = 1.92 cm





t

bm

Bolt

D

d

A. PERHITUNGAN BOLT



B


Y= 0.000 kNS = 14.604 kN







ft' = 11,256 / 16.09 = 700 kg/cm2 < Ft ...........OK

fv'/Fv + ft' / Ft = 0.06 + 0.21 = 0.26 < 1 ....... OK




F 2500 k / 2


Fy = 2500 kg/cm2



Bmin = 54.34 cm

Use B = 50 cm or A = 1962.5 cm2

fp = 1,677 / 1962.5 = 0.854669045 kg/cm2


tp = 0.16 cm

Tf = 11,256 / 8 = 1407.03 kg


M = 1407.03 x 5 = 7035.13 kgcm

= 45 deg


tp = 1.68 cm





t

bm

Bolt

D

d

A. PERHITUNGAN BOLT



B


Y= 0.000 kNS = 11.816 kN







ft' = 6,633 / 16.09 = 412 kg/cm2 < Ft ...........OK

fv'/Fv + ft' / Ft = 0.04 + 0.12 = 0.17 < 1 ....... OK




F 2500 k / 2


Fy = 2500 kg/cm2



Bmin = 54.34 cm

Use B = 50 cm or A = 1962.5 cm2

fp = 1,142 / 1962.5 = 0.581698854 kg/cm2


tp = 0.13 cm

Tf = 6,633 / 8 = 829.12 kg


M = 829.12 x 5 = 4145.60 kgcm

= 45 deg


tp = 1.29 cm





t

bm

Bolt

D

d

A. PERHITUNGAN BOLT


- compression = 694 kg P= 6 805 kN

B

- compression = 694 kg P= 6.805 kN- tension = 3,027 kg T= 29.672 kN- shear = 743 kg X= 7.284 kN

Y= 0.000 kNS = 7.284 kN




fv' = 743 / 12.07 = 61.56 kg/cm2 < Fv ..........OK Fv = Fv x 1.3333 = 1683 kg/cm2 Ft = Ft x 1.3333 = 3365 kg/cm2



ft' = 3,027 / 12.07 = 251 kg/cm2 < Ft ...........OK

fv'/Fv + ft' / Ft = 0.04 + 0.07 = 0.11 < 1 ....... OK




F 2500 k / 2


Fy = 2500 kg/cm2



Bmin = 48.706 cm

Use B = 55 cm or A = 2374.625 cm2

fp = 694 / 2374.625 = 0.292302995 kg/cm2


tp = 0.09 cm

Tf = 3,027 / 6 = 504.42 kg


M = 504.42 x 5 = 2522.12 kgcm

= 60 deg


tp = 0.96 cm





t

bm

Bolt

D

d

A. PERHITUNGAN BOLT


- compression = 308 kg P= 3 016 kN

B

- compression = 308 kg P= 3.016 kN- tension = 998 kg T= 9.788 kN- shear = 444 kg X= 4.356 kN

Y= 0.000 kNS = 4.356 kN




fv' = 444 / 12.07 = 36.82 kg/cm2 < Fv ..........OK Fv = Fv x 1.3333 = 1683 kg/cm2 Ft = Ft x 1.3333 = 3365 kg/cm2



ft' = 998 / 12.07 = 83 kg/cm2 < Ft ...........OK

fv'/Fv + ft' / Ft = 0.02 + 0.02 = 0.05 < 1 ....... OK




F 2500 k / 2


Fy = 2500 kg/cm2



Bmin = 48.706 cm

Use B = 55 cm or A = 2374.625 cm2

fp = 308 / 2374.625 = 0.129549718 kg/cm2


tp = 0.06 cm

Tf = 998 / 6 = 166.40 kg


M = 166.40 x 5 = 831.98 kgcm

= 60 deg


tp = 0.55 cm



3. TOWER OUTLINE

Documents

Analisis Report Pole 21M HD