1.analysis of existing structures
TRANSCRIPT
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ANALYSIS OF EXISTING STRUCTURES
Self Supporting Tower 120 m Height
Prepared By;Jemi Dwi Astomo, ST
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STANDARD/REFERENCETIA/EIA -222-F 1996 STANDARD
Structural Standards for Steel Antenna Towers and Antenna Supporting Structures
AISC-LRFD’99 Manual of Steel Construction
ACI-318 -99 Building Code Requirement For Structural Concrete
ASCE 7-98 Minimum Design Load For Building and Other Structures
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CRITERIA FOR THE ANALYSIS OF EXISTING STRUCTURES
According to TIA/EIA -222-FStructural Standards for Steel Antenna
Towers and Antenna Supporting Structures
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CRITERIA FOR THE ANALYSIS OF EXISTING CRITERIA FOR THE ANALYSIS OF EXISTING CRITERIA FOR THE ANALYSIS OF EXISTING STRUCTURESSTRUCTURESSTRUCTURES
There is change in antennas, transmission
lines, and /or appurtenances ( quantity, size,
location or type )
There is a change in Operational Requirements
( Twist and Sway )
There is need to increase wind speed to load
scale for safety ratio
When Structural Tower Structures Should be Reanalysis ?
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CRITERIA FOR THE ANALYSIS OF EXISTING CRITERIA FOR THE ANALYSIS OF EXISTING CRITERIA FOR THE ANALYSIS OF EXISTING STRUCTURESSTRUCTURESSTRUCTURES
Member Size, Dimension, and Connection
Material Properties
Existing and Proposed loading ; antennas (size,
elevation, and azimuth), and Appurtenances.
To Perform the Analysis, The Following data is Required !
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CRITERIA FOR THE ANALYSIS OF EXISTING CRITERIA FOR THE ANALYSIS OF EXISTING CRITERIA FOR THE ANALYSIS OF EXISTING STRUCTURESSTRUCTURESSTRUCTURES
Previous Stress and Rigidity analysis ( Structure and
Foundation )
Structural and detail drawing ( design and as-built )
Specifications
Construction Records
Field Investigation
Data may be obtained from the following sources ;
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TECHNICAL SPECIFICATION OF EXISTING STRUCTURES
According to construction records SST 120 m - Height
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TECHNICAL SPECIFICATION OF TOWERTECHNICAL SPECIFICATION OF TOWERTECHNICAL SPECIFICATION OF TOWER
Steel Structures SS-400 ( Fy = 2400 kg/cm2 )
Bolt & Nut JIS grade 8.8 (Fy= 5500 kg/cm2 )
Anchor Bolt ASTM A-307 ( Fy= 2400 kg/cm2 )
First Coating Hot Dip Galvanizing ASTM A-123
Welding Electrodes AWS D1.1 E60XX
Concrete K-225 ( Fc’=19 Mpa ) 28 days
Rebar Grade Fy= 240 < 12 mm ( BJTP )
Fy= 320 > 13 mm ( BJTD )
Materials
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LOADING FOR THE ANALYSIS OF EXISTING STRUCTURES
According to TIA/EIA -222-FStructural Standards for Steel Antenna
Towers and Antenna Supporting Structures
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LOADING OF TOWER STRUCTURELOADING OF TOWER STRUCTURELOADING OF TOWER STRUCTURE
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LOADING OF TOWER STRUCTURELOADING OF TOWER STRUCTURELOADING OF TOWER STRUCTURE
Dead Load – The weight of the Structure and Appurtenance
Wind Load – The Horizontal force applied to the structures in
the direction of wind .
F= qz . GH [CF . AE+Σ(CA . AA)]
Antenna Load
Fa= CA . Kz.GH.V2
Fs= Cs . Kz.GH.V2
M= Cm . Kz.D.GH.V2
Seismic Load
Vertical and Horisontal Loading
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LOADING OF TOWER STRUCTURELOADING OF TOWER STRUCTURELOADING OF TOWER STRUCTUREAntenna Load ( MW/Parabolic , GSM )
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LOADING OF TOWER STRUCTURELOADING OF TOWER STRUCTURELOADING OF TOWER STRUCTUREAntenna Load ( MW/Parabolic , GSM )
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REVIEW FOR THE ANALYSIS OF EXISTING STRUCTURES
According to TIA/EIA -222-FStructural Standards for Steel Antenna Towers and Antenna Supporting
AISC-LRFD’99
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REVIEW FOR ANALYSIS TOWER STRUCTUREREVIEW FOR ANALYSIS TOWER STRUCTUREREVIEW FOR ANALYSIS TOWER STRUCTURE
Σ λi.Qi < φ Rn ( Member Checking By SAP
2000)
Stress
Slenderness Ratio
L/r < 150 For Legs member
L/r < 200 For Bracing member
L/r < 250 For Redundants member
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REVIEW FOR ANALYSIS TOWER STRUCTUREREVIEW FOR ANALYSIS TOWER STRUCTUREREVIEW FOR ANALYSIS TOWER STRUCTURE
The angular rotation of the antenna beam path in a
Vertical plane
Sway
Twist
The angular rotation of the antenna beam path in a
Horizontal plane
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REVIEW FOR ANALYSIS TOWER STRUCTUREREVIEW FOR ANALYSIS TOWER STRUCTUREREVIEW FOR ANALYSIS TOWER STRUCTURESway & Twist
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FIELD INVESTIGATION OF EXISTING STRUCTURES
According to TIA/EIA -222-FStructural Standards for Steel Antenna
Towers and Antenna Supporting Structures ( Annex E Fig.E6 )
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FIELD INVESTIGATIONFIELD INVESTIGATIONFIELD INVESTIGATIONTwist and Plumb Field Investigation
Twist – Angular rotation in horizontal Plane between any two
elevation shall not exceed 0.5 degree in 3 meter and total twist in the
structure shall not exceed 5 degree.
Plumb- The Horizontal distance between the vertical centerlines at
any two elevation shall not exceed 0.25 percent of the vertical distance
between the two elevation .
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FIELD INVESTIGATIONFIELD INVESTIGATIONFIELD INVESTIGATIONTwist and Plumb
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FIELD INVESTIGATIONFIELD INVESTIGATIONFIELD INVESTIGATION
SOIL INVESTIGATION TESTSONDER TEST
BORING TEST
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VERYFICATION LOADINGTIA/EIA -222-F
VsIndonesia Loading code PMI/PPI’83
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VERYFICATION LOADINGVERYFICATION LOADINGVERYFICATION LOADING
* see Grafik verify PMI & TIA/EIA-22-F
Discrete Apportunance
Σ(CA.AA)] =F=P.C.AF=qz.GH[CF.AE+Σ(CA.A
A)]DESIGN WIND LOAD6
1.0<GH<1.25
h = height of towerNot ApplicableGH=.65+0.6(h/10)1/7GUST RESPONSE FACTOR5
+1.2 ( behind wind dir.)( Normal Wind Direction )
+1.6 ( front wind dir.)1Wind Direction Factor4
e = Solidity Ratio( 3D Analysis Modeler)
e = ( AF + AR )/AGNot ApplicableCF=4.0 e2-5.9e+4.0STRUCTURE FORCE COEFFICIENTS3
ground level
z = height above
h = height of toweror V2/16
Kz= (z/10)2/7p=42.5+0.6 hKg/m2qz=0.613.KZ.V2 PaVELOCITY PRESSURE *2
120Kph120KPhBASIC WIND SPPEED ( STANDARD SATELINDO )1
7654321
FORMULAUNIT ( SI )FORMULAUNIT ( SI
)REMARKS
PMI/PPI'1983 TIA/EIA-222-FDESCRIPTIONN
O
FORMULA ( WIND FORCE CALCULATION )
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VERYFICATION LOADINGVERYFICATION LOADINGVERYFICATION LOADINGVELOCITY PRESSURE