Design Criteria Tower

esign Criteria Tow er

http://jemi-astomo.blogspot.com/2009/03/design-criteria-tow er_12.html

CIVIL ENGINEERS This blog show about Desi gn & Analysis new tower, sharing or collocation towers and other Steel Structures

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TOP POST KAMIS, MARET 12, 2009 2009

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Design Criteria Tower Tower

Free DownLoad Ms Tower V 6.01 Basic Design and Construction aspects of Transmission Lines

Blog STRUCTURAL ANALYSIS AND DESIGN

PROFIL

FOR SELF SUPPORTING TOWER

Shared ASTM Codes Complete

Jemi Dwi Astomo,

In compliance with the technical specification, the document describes

ST.

the minimum criteria for specifying and designing of tower.

Surabaya, Surabaya, Jawa

I. STANDARD / REFERENCE

Timur, Indonesia As my indicates, indicates, I

Supporting Structures.

Engineering

b. AISC-ASD Code ' 89 - American American Institute Institute of Steel Steel Construction Construction

Department, Sepuluh

c. ACI 318-89 C ode - American Concrete Institute

Nopember Institute of

d. Indonesian Loading Code ( PMI 1970 N.I-I8 )

Technology Surabaya II. MATERIALS SPECIFICATION

the Certificate of Beginner Competence

a.Steel Structure

(SKA-P) from LPJK

- Structure Type = Self Supporting Tower

and be a member of

- Steel Shapes & Plates = ASTM A 36 / JIS G3101

HAKI since 2007. I

fy = 245 Mpa

have worked as a

b.Bolt & Nut

Design Engineer since

- Splice Bolts = ASTM A - 325 / JIS B1051 - Grade 8.8

2006 at steel

fy = 560 Mpa

industries industries Company

c.Anchor Bolt

and Consulting

- Grade of Anchor = ASTM A - 307

engineer specialist for

fy = 240 Mpa

Tower Structure.

d.First Coating

Responsible for Civil

- Hot Dipped Galv. = ASTM A - 123

and Structural

80 microns thickness

Engineer work as my

e.Concrete

experience in design

- fc' = 19 Mpa ( 28 days ) / K-225

structure of

f.Rebars

Telecommunication

- Grade of rebars = BJTP ( dia. ≤ 12 mm )

tower and Electrical

fy = 240 Mpa

Transmission Transmission Line. I am familiar with structural analysis programs programs such as Ms.Tower-6, SAP 2000, PC Acol, MS

- Grade of rebars = BJTD ( dia. ≥ 13 mm ) fy = 390 Mpa g.Welding Electrodes - Minimum Grade of Welding Electrode = AWS A5 .1 E60XX. fy = 345 Mpa

Project, AutoCAD and also Ms.Office & Application Application programs programs

Tower Sharing Telekomunikasi Design Criteria Tower Analisa Perkuatan Tower Telekomunikasi

a. TIA / EIA - 222 - STANDARD : Structural Standards for Steel Antenna Towers and Antenna

graduated from Civil

(ITS) in 2006. Hold

Company Profile

III. LOADINGS

EBOOKS Ms. Tower V 6.01 Soft-not available Design of Reinforced Concrete Structure Volume 1-DR Mashhour A.Ghoneim Pile Design for Structural Structural and Geotechnical EngineersRajapakse Detailing for Steel C onstruction ACI 318M 2005 2005 Buildings Code Requirements For Structural Structural Concrete Design Criteria for Self Supporting Tower Standart TIA/EIA Versi F Complete-not available Revisi TIA-EIA 222 F&G (Article).pdf SNI-03-1729-2002 SNI-03-1729-2002 Tata Cara Perencanaan Struktur Baja untuk Bangunan Gedung SNI-03-2847-2002 SNI-03-2847-2002 Tata Cara Perhitungan Struktur Beton untuk Bangunan Ge dung.pdf dung.pdf SNI-1726-2002Standar Perencanaan Ketahanan Gempa untuk Struktur Bangunan

esign Criteria Tower

http://jemi-astomo.blogspot.com/2009/03/design-criteria-tower_12.html

at professional level. I

a.Dead Load

also familiar with :

Consist of Weight of Tower structure including antenna, ladder and appurtenances.

TIA/EIA-222-F & G,

b.Wind Load

ASCE, ACI, UBC

Calculated according to TIA / EIA - 222 - STANDARD : Structural Standard for Steel Antenna

codes & AWS, JIS,

Towers and Antenna Supporting Structures

ASTM as material

Maximum Wind Speed 120 Kph (3 Second Gust) and,Operational wind speed 84 Kph.

standards & codes. I'm

Where wind force applied to each section of the structure shall be calculated from the equation :

a person who have

F = horizontal force applied to a section of the structure ( KN )

Fast Target oriented,

qz * GH * [ CF * AE + SCA*AA)], but not to exceed 2*qz*GH*AG

Good analytical

qz = Velocity pressure ( Pa )

thingking, Fast

= .613 Kz V2 for V in m/s

Learning, Energetic,

Kz = Exposure Coefficient

Flexible and Hard

= [z/10]2/7 for z in me ters

working for all my

1.00 < Kz<2.58

Jobs and Friendly

V = basic wind speed for the structure location ( m.s-1)

Corespondace.

z = h eight above average ground level to midpoint of panel of the structure and appurtenances (

Lihat profil lengkapku

M)

Gedung.pdf

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GH = gust response factor

FACEBOOK

CF = structure force coefficient

CONTACT ME

e = (AF+AR)/AG

Jemi Dwi Astomo's

e = solidity ratio

Name :

Profile

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

Email :

AG = gross area of one tower face ( m2 ) AR = Projected area ( m2 ) of round structural component in one face of the section AE = efective projected area of structural component in one face ( m2 )

Subject : Message :

= DF AF + DR AR RR (m2) ( Note : For tubular steel pole structure, AE shall be the actual projected area based on diameter or overall width. )

Text (Verify):

RR = .51e2 + .57 RR<1.0 RR = The reduction factor for round structural component DF = Wind direction factor 1 for square cross section and normal wind direction

RATING

1+ 0.75 e for square cross section and + 450 wind direction (1.2 max) DR = Wind direction factor for round structural components = 1 ; for square cross section and normal wind direction = 1+ 0.75 e ; for square cross section and + 450 wind direction (1.2 max) CA = linear or discrete appurtance force coefficient AA = projected area of a linear appurtance CA is depended on Aspect ratio Aspect Ratio = Overall length/width ratio in plane normal to wind direction Wind Load Calculation method on the antennas 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 Ha = (Fa2+Fs2 )1/2 Mt = Fa x X + Fs x Y + M L = the distance the antenna's axis to the frame's joints GH = Gust response factor from 2.3.4 = 0.65+0.6/(h/10)1/7 for h in meters A = Outside aperture area of parabolic reflector, grid, or horn antenna = Plate area of passive reflector ( ft2 ) D = Outside diameter of parabolic reflector, grid, or horn antenna ( ft ) = Width or length of passive reflector ( ft2 ) V = basic wind speed ( m.p.h ) from 2.3.3 KZ = Exposure coefficient from 2.3.3 with z equal to the hight of the origin of the axis system Kz = Exposure Coefficient = [z/10]2/7 for z in me ters FA = axial force ( lb ) Fs = side force ( lb ) M = Twisting moment ( ft-lb ) Ca, Cs, Cm are load coeficients contained in tables B1 trough B6 as function of wind angle,…... TIA page 62-67 Ha = resultant of FA and FS ( lb ) Mt = Total twisting moment ( ft-lb ) X = The o ffset of the mounting pipe ( ft ) Y = The distance on the reflector axis from the reflector vertex to the center of the mounting pipe ( ft ) Wind Load Calculation methode on the parabolic antenna is as follow:

CHAT



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 Ha = (Fa2+Fs2 )1/2 Mt = Fa x X + Fs x Y + M where: Fa = axial force ( kg ) Fs = side force ( kg ) M = Twisting moment ( kg-m ) Ca = Wind load coeficient Cs = Wind load coeficient Cm = Wind load coeficient V = Wind velocity ( m.p.h ) c.Antennas Load and Top body part dimension. Tower Structure considered to be able to support the antennas load IV. LOAD COMBINATION According to AISC - ASD'89 Standard , only the following load combination shall be investigated when calculating the maximum member stresses and structure reaction : COMB 1 = DL

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COMB 2 = DL + LL COMB 3 = DL + LL ± WL

FRIENDS

Where ; DL : Dead Load LL : Live Load

LIVE TRAFFIC FEED

WL : Wind Load

Live Traffic Feed V. DESIGN TOLERANCES The design / analysis tolerances are : a.Allowable Stress Ratio = 1 b.Slenderness Ratio : Leg ≤ 150 Bracing ≤ 200 Redudant ≤ 250 c.Allowable Twist = 0.5 degree d.Allowable Sway = 0.5 degree e.Allowable Horizontal Displacement = H/200 ( H= Tower Height ) f.Verticality = H/2000 ( H= Tower Height )

VI. ALLOWABLE UNIT STRESS The unit stresses in the stucture membersdo not aceed the allowable unit stresses for the materials as specified in the EIA standard EIA - 222 1. Tension Ft = 0.60 Fy ( Kg/cm2 ) 2. Shear Fv = 0.40 Fy ( Kg/cm2 ) 3. Compression i ) On the gross section of axial loaded compression members when kl/r is less than Cc : ii ) On the gross section of axial loaded compression member, when kl/r exceeds 4) Bending Tension and compression on extreme fibers : Fb = 0.66 Fy (Kg/cm2) 5) Tension on Bolts Fv = 0.60 Fy ( kg/cm2 ) 6) Shear on Bolts Fv = 0.30 Fy ( kg/cm2 ) 7) Bearing on Bolts Fp = 1.20 Fv ( kg/cm2)

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Posted by Jemi Dwi Astomo, ST. at 04:14 Labels: Tower

9 COMMENTS: Raj D,

Senin, Maret 23, 2009 9:19:00 PM

Jemi Thanks, I will review and comment

Jemi Dwi Astomo, ST.,

Selasa, Maret 24, 2009 10:11:00 AM

Ok,Thank U. I'm waiting your response.

Leevy, Minggu, Oktober 18, 2009 10:33:00 PM Hi..jemi, How could it be implemented using PLS-TOWER computer software. thx

ramdhani,

Rabu, November 25, 2009 1:22:00 AM

mas jemmy, klo mau analisis self supporting tower buat di pakai sebagai tower wind mills bisa? misal dengan tinggi 15 m makasih


Kamis, November 26, 2009 11:52:00 AM

Maksud tower wind mills utk jenis apa ya,.Tower ini utk jenis rangka..

Anonim,

Senin, November 30, 2009 12:19:00 PM

Mas Jemi,

Angka Max wind speed 120 kph itu dapat darimana ya? kita tentukan sendiri berdasarkan data kec. angin perlokasi/site atau memang ada di TIA/EIA? kalau memang ada dibagian mananya ya mas? Kalau yang Operational wind yang 84 kph saya lihat



memang di TIA/EIA ada di Operational Requirements yaitu setara dgn 22.4m/s. Mohon pencerahannya. Thanks B4.


Senin, November 30, 2009 10:26:00 PM

Salam,.

Prinsipnya basic Wind speed/Load tergantung requirement dan akan berbeda disetiap lokasi/negara (menurut TIA/EIA and Code lain normalnya rencana design Wind speed 50 tahunan. Tp utk di Indonesia biasanya Wind speed 120 kph (fastest mile) sdh sgt cukup. Tetapi sebagian operator/owner sekarang menggunakan 120 kph (3 second gust). Sebenarnya ini salah kaprah dimana masih byk designer dg Ms.Tower versi 6.01 (TIA/EIA-222F) menggunakan istilah 3 second gust, yang mana hanya bisa digunakan pada Ms.Tower 6.02 (TIA/EIA-222G update)..Hanya dengan alasan konversi designer tsb men-change fastest mile ke 3 second gust. Padahal versi F dg G sdh berbeda baik metoda analisanya (ASD ke LRFD), Terrain factor, Load kombinasi dll.. Semoga bermanfaat.

Anonim,

Rabu, Desember 02, 2009 12:38:00 PM

Mas Jemi, Thanks untuk penjelasannya, sangat informatif. kalau bisa saya simpulkan kec. angin 120 kph hanya asumsi/common practice designer tower di Indonesia yang mengikuti design criteria terdahulu/pendahulunya? (misalkan karena telkom sudah menentukan asumsi design criteria tower diawal spt itu, untuk selanjutnya operator lain/designer tower mengikuti parameter tsb. Mungkin okelah bisa kita tetapkan fastest mile 120 kph sehingga bisa dianggap sudah sangat cukup..tapi dasarnya apa? dan mengacu kemana? apakah data BMG? seperti data curah hujan tahunan atau klasifikasi daerah gempa atau Indonesia punya windspeed map yang dikeluarkan secara formal oleh lembaga yang berwenang seperti pada IBC section 1609. Karena kaitannya secara ekonomi/berat tower mungkin akan berbeda cukup signifikan bila kita tidak tepat menetapkan nilai fastest mile ini. dan tugas sebagai seorang designer untuk menetapkan design yang paling optimum dengan parameter yang tepat bukan? Nah 120 kph ini merupakan parameter yg tepat atau tidak? misalkan berdasarkan data yg dikeluarkan BMG No.sekian tahun sekian tercatat angin tercepat yang pernah terjadi pada 50 thn terakhir di Indonesia adalah 120 kph di daerah NTT...mohon masukannya mas. Terimakasih banyak.




Kamis, Desember 03, 2009 8:32:00 PM

Sudah saya sebutkan sebelumnya bahwa design rencana utk Wind Speed normalnya pakai standard data 50 tahunan. Tp ada juga yang 100 thnan..Byk acuannya, TIA/EIA, ASCE and BS code menyatakan standard 50 thn (Itu klo mengacu CODE yg ada). Tp kita (Owner ato Designer) bisa menentukan sendiri Wind rencana tsb bs lebih rendah berdasar (faktor keutamaan strukture dan ekonomis). Misalnya utk tower Radio PRIBADI dan lokasi jauh dari pemukiman bisa saja kita menggunakan Wind speed rencana 10 tahunan..Semoga bermanfaat.

:f :D :) ;;) :x :$ x( :? :@ :~ :| :)) :( :s :(( :o

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