Latticed Tower Design Investigation

8/3/2019 Latticed Tower Design Investigation

http://slidepdf.com/reader/full/latticed-tower-design-investigation 1/57

STRUCTURALINVESTIGATIONREPORT

SiteNo.: SiteName: Site Address: Project Name:

REVISION 1

PreparedBy:



1 1

1

1

1

1

1

2 2

2

2

2

2

2

3 33

3

3

4 5

CRITERIA

.1 Impo

.2 Expos

.3 Wind

.4 Desig

.5 Mater

.6 Codes

INVESTIG

.1 Intro

.2 Scope

.3 Towe

.4 Resul

.5 Concl

.6 Surve

DESIGNC

.1

Calcul.2 EXIST

33..22..11 S

33..22..22 S

.3 EXIST

33..33..11 S

33..33..22 S

.4 ANCH

DRAWING

STRUCTU

/DESIGNS

tanceFact

ureCatego

Speed/Wi

Consider

ialStrengt

AndRefe

TIONREP

uction .......ofWork ....Descriptio

sAndFin

sionsand

Photo ......MPUTATI

ationsofWINGTOWE

TAADInpu

TAADResu

INGW/AD

TAADInpu

TAADResu

ORBOLTS

S .................ALCERTIF

TA

ECIFICATI

r ................ry/WindS

dPressure

tions .......... ..................

ences..........

RT .................................

....................

ns ...............ings ...........ecommen

....................

NS ..............indForces

.. ..................

...................tAnalysis:

DITIONAL

...................tAnalysys:

NDBASE

....................

ICATION .....

2

LEOFCO

ONS ...............................

eed‐up ...... ......................................

...................

...................

...................

...................

...................

...................

...................

ations ...........................

...................

...................

...................

...................

Existing ......5MHEIGH

...................

4.5MHeig

LATE ...........................

...................

Structur

TENTS

....................

....................

....................

....................

....................

....................

....................

....................

....................

....................

....................

....................

....................

....................

....................

....................

....................

....................

....................

T+PROPO

....................

htPlusPro

....................

....................

....................

lInvestigaExis

...................

...................

...................

...................

...................

...................

...................

...................

...................

...................

...................

...................

...................

...................

...................

...................

...................

...................

...................

EDLOAD..

...................

osed .............................

...................

...................

tionDesiging48M4Le

...................

...................

...................

...................

...................

...................

...................

...................

...................

...................

...................

...................

...................

...................

...................

...................

...................

...................

...................

...................

...................

...................

...................

...................

...................

Report ggedSST

........... 3

........... 3

........... 3

........... 3

........... 4

........... 4

........... 4

........... 5

........... 5

........... 5

........... 5

........... 5

........... 6

........... 7

......... 11

......... 11

......... 19 ......... 19 ......... 26 ......... 33 ......... 33 ......... 42 ......... 55 ......... 56 ......... 57



1

1.1

1.2

1.3

CRITE

Forthe

antenn

6thEdi

andap

TheDe

softwar

IMPOR

The I

commu

Catego

EXPOS Site __

approxi

with sc

Factor,

as:

Where

WIND

Site ___

Table

Philipp

The velNSCPe

Where:

IA/DESIG

structural

tower,the

ionwereu

urtenance

ignandan

efromRes

TANCEFA

portance

nicationfa

y,thevalue

RECATE

_____________

mately150

attered ob

forabove

K zt =(1+K

K1,K2and

PEED/WI

_____________

07‐1 of th

neswhere

ocity pressuation207

Qz=47.3

K z=veloci

K zt =topog

K d=Wind

V=basicw

Iw=Import

NSPECIFIC

nvestigatio

provisions

sedincom.

lysisofthe

archEngin

TOR

Factor wil

ilitieswhic

ofthesam

ORY /WIN

_ is situat

‐meterabo

tructions,

entionede

1xK2xK3)2

K3aregive

NDPRESSU

______ islo

e NSCP, si

hebasicwi

ure, qz eva‐1:

10‐6K zK d

tyexposure

raphicfacto

irectionali

indspeed,

anceFactor

3

ATIONS

n,analysis

oftheNati

utingthe

towerwer

ersandcu

be in a

hfallunde

istakenas

DSPEED‐U

d in a lot

vefromlo

xposure C

carpment,

inFigure

RE

atedinBo

e is withi

ndspeed,V

luated at a

zt V2Iw

coefficient

r

yfactor

ph

Structur

anddesign

onalStruc

indforces

performe

tomizedel

cordance

theEssen

,Iw=1.15.

P

with escar

algroundl

tegory C i

shallbetak

07‐2ofthe

ntoc, Moun

Zone II

is200kph.

ny given h

evaluateda

lInvestigaExis

oftheself‐

uralCode

hatacton

usingSTA

ctronicsp

with the

ialFaciliti

pment. T

evel.Forsi

considere

enasK zt =

NSCP,Refe

ainProvin

f the Win

ight shall

theightz(

tionDesiging48M4Le

upporting

of thePhil

hetower,

DPro200

eadsheets

NSCP whe

sintheOc

e Site ele

tesonope

. The Top

1.20andc

rto3.1for

ce.Accor

Zone Ma

be calculat

SCPTable

Report ggedSST

‐legged

ippines,

ntennas

edition

ftware.

ein for

cupancy

ation is

terrain

graphic

mputed

alues.

ingly in

of the

d using

207‐2)



1.4

1.5

1.6

DESIG

Inthe

design

1.4.1A

MATE

Materi

internastrengt

Concret compre

interm

CODES

CONSIDE

nalysis/de

akeintoco

tennaLoa

BasedonS

antennalo

ForSelfSu

highestfea

IALSTRE

l strength

ionally re.

All

Mi

Str

240

Str

Anc

yiel

ecompresssive stre

diategrad

ANDREF

NationalSt

AISC Steel CAISC LRFD “

ATIONS

ignofthe

sideration

s

ARTcrite

ds:

3Units

3Units

3Units

3Units

3Units

3Units

6Units

portTowe

iblelocatio

GTH

used for

ognized s

teelpipea

imumYield

cturalStee

MPa.

cturalCon

horBoltsa

dstrength

ivestrengt gth of 21

withmini

RENCES

ucturalCo

onstruction Load and Re

4

owerwhic

forthepro

ia,thetow

GSM900

GSM1800

3G2100

3G850

WiMax

LTE

Canopy(Br

,2unitsof

nshallbec

structural

andards a

sumedtoc

Stressof2

Plateassu

ectionBolt

sumedtoc

f414MPa.

ofreinforMPa. Rei

umcompr

eofthePh

Manual, 13tsistance Fac

Structur

inadditio

osedexpa

rshallbea

o)

3mdiamet

nsiderinc

steel ass

nd have t

onformto

0MPa.

edtohave

sassumedt

onformto

edconcret nforcing st

ssivestren

lippines,Vh Edition tor Design”

lInvestigaExis

ntotheex

sion,thefo

alyzewith

rmicrowa

aseforretr

med to

he followi

STMA53G

minimum

oconform

STMA572

foundatioeel bars a

gthof275

l.16thEditi

ol. 1, 3nd e

tionDesiging48M4Le

istingante

llowing:

thefollowi

eantennas

fittingdesi

ave comp

g minimu

radewith

ieldsstre

oASTMA3

ithminim

assumedt so assume

Pa.

on,2001

ition

Report ggedSST

nas,the

g

at

gn.

ly with

m yield

gthof

25

m

ohavead to be



2

2.1

2.2

2.3

2.4

INVES INTRO

Thisre

meterf

on gro

telecom

Expans

For thi

structu

SCOPE

Belowl

2.2.1 C

in

w

an

2.2.2P

2.2.3P

2.2.4P

2.2.5P

2.2.6P

TOWE Theexi

mounte

7.0met

tower i

consist

steelsp

andste

Theto

installe

installe

RESUL

2.4.1

IGATIONR

UCTION

ortsumm

ourlegged

und level.

municatio

onProject,

s reason, a

alintegrity

OFWORK

istofactivi

onduct fiel

pection en

rks. Cond

ennaload.

eparestru

eparestru

epareretr

eparetow

eparetow

DESCRIP

stingthree‐

donanin

ersattheb

s vertical f

ofx‐braci

aceframec

langlefor

erstructur

d microwa

dallthroug

S ANDFI

ExistingTo

EPORT

rizesthes

elfsupport

The tow

santennas

theaforesa

structural

ofthetow

yconducte

d investig

ineers and

ucted dim

turaldesig

turaldesig

fittingdesi

ras‐builtd

rretrofitti

IONS

leggedself

ividualrei

aseto2.50

or the upp

gsystemfo

omposedof

thehorizon

eisloaded

e antenna

‐outofthe

DINGS

werPlusEx

5

ructurale

ingtower

er is a la

areinstalle

idtowersh

investigati

rtosuppor

d:

tion and

riggers co

nsioning t

oftowerb

basedon

niftower

rawing.

gdrawingi

supporting

forcedcon

metersat4

r topmost

rtheentire

pipesectio

albraces.

ithBTSp

is 2.0‐me

towerheig

istingAnte

Structur

gineeringi

ountedon

ticed steel

d.Inview

allbeutiliz

on is bein

ttheadditi

cular insp

nducted to

wer mem

asedonexi

xistingloa

sfoundina

frequired.

towerhas

cretepedes

2‐meterhei

6.0 meter

tower.Th

nforallthe

nelsandm

er. Cable

t.

naLoads

lInvestigaExis

vestigatio

areinforce

structure

f__________

dtocarry

conducte

nalloads.

ection of

er inspec

ers, mem

stingloads.

andpropo

dequate.

totalheig

tals.Ithas

ghtfromt

. The stru

structurei

towerlegs

crowavea

ladder an

tionDesiging48M4Le

oftheexi

dconcrete

on which

_____________

dditionala

to deter

he existin

ion and as

er connect

sedantenn

tof48me

atapering

ebase.Th

cture confi

smadeofst

anddiagon

tennas.Th

man ladd

Report ggedSST

ting48‐

pedestal

several

_________.

ntennas.

ine the

tower.

builting

ion and

loads.

tersand

idthof

nce,the

guration

ructural

lbraces

elargest

er were



2.5

Oct

2.4.2

CONCL CONCL

SATISF

describ RECOM

undersi

describ

ber10,201

Theexistin

intheSTA

allowabler

ExistingTo

The existi

metersto

and 51‐me

allowabler

.

SIONS AN

SION:Bas

ES the AI

edinparag

MENDATIO

gnedreco

edbelows

Inspectall

Allconnect

cannotbet

gtoweris

Danalysis

atioof1.0

werwithP

g tower is

ountthep

ers respec

atioof1.0

RECOMM

ed from t

C LRFD S

aph2.4ab

N:Althoug

mends,pri

allbeunde

onnections

ionboltss

ghteneddu

6

DEQUATE

results.T

hichisthe

oposedAd

ADEQUAT

roposed2

ively. The

hichisthe

ENDATION

e results

RESS CRI

ve.

thetowe

rtothein

taken:

,boltsand

allberetig

etocorrosi

Structur

tosupport

emaximu

stresscrite

itional4.5

E to suppo

nitsof3.2

maximum

stresscrite

S

of the cal

ERIA in b

members

tallationof

utsthatar

htenedtos

on,damage

lInvestigaExis

tspresent

stressrati

rionforstr

Heightan

rt an addi

diameter

stress rati

rionforstr

culations,

th the tw

donotreq

theadditio

missings

nug‐fit,rep

dthreads&

tionDesiging48M4Le

oadingasi

oof0.685i

cturalade

dAntenna

ional heig

MWatelev

of0.963i

cturalade

he existin

o loading

ireretrofit

alantenna

ouldberep

lacebolts/

thelikes;

Report ggedSST

dicated

swithin

uacy.

oads

t of 4.5

ation39

s within

uacy

tower

atterns,

ting,the

s,works

laced.

utsthat



2.6

SURVE

Tower

BasePlat

PHOTO

sometricVi

eandAnch

ew

rBolt

7

Structur

To

Base

lInvestigaExis

werElevati

late&Anc

tionDesiging48M4Le

onatAnte

orBolt

Report ggedSST

nas



Measur

easuringo

TowerLeg

ingofAnch

fTowerLe

andDiago

rBolt

Section

al

8

Structur

Measu

Meas

lInvestigaExis

ringofCon

uringofSti

MWAnten

tionDesiging48M4Le

ectionBolt

fenerPlate

nas

Report ggedSST



1.2MM

Towe

Diagonal

Antenna

rlegConne

embercon

ction

nection

9

Structur

lInvestigaExis

Tower

MemberC

MWAnt

tionDesiging48M4Le

iagonal

nnection

nna

Report ggedSST



MWAn

Topo

Showing4

enna

ftower

eggedtow

r

10

Structur

lInvestigaExis

BTSAnt

Anten

SitePhot

tionDesiging48M4Le

enna

aCable

o

Report ggedSST



3 DESI

3.1 CALC

PanelNo.]

Range,M1]0~6.0

2]6.0~12.0

3]12.0~18.0

4]18.0~24.0

5]24.0~30.0

6]30.0~36.0

7]36.0~42.0

8]42.0~48.0 II]DesignWind

1.WindSpeed(

2.ImportanceF

3.ExposureCate

4.Towerheight

5.Forcecoeffici

Cf =4.0ε2‐5

ReductionF

6.Siteisawayfr

SiteTopograp

7.GustEffectFa

8.WindDirectio

9.VelocityPressKz=2.0

NCOMPUTATI

ULATIONSOF

LegSpread

Base Top7.00 6.36

6.36 5.71

5.71 5.07

5.07 4.43

4.43 3.79

3.79 3.14

3.14 2.50

2.50 2.50

Data

ph)

ctor,Iw

gory

on0.5‐mpedestal,h

ntforTrussedTow

.9ε+4.0(Squarec

actorfortowerwith

omhillsorescarpm

yFactor,Kzt

ctor,Gf

nalityFactor,Kd

ure,qz=47.3x10‐6

1(z/zg)2/a

NS

INDFORCES:E

HeightGross

Area6.00 40.07

6.00 36.22

6.00 32.36

6.00 28.50

6.00 24.64

6.00 20.78

6.00 16.93

6.00 15.00

(m)

ers,Cf

rosssection)

roundedmembers

entbyatleast1km

K1=0.26 K2

zKztKdV2

Iw(kPag= 275

XISTING

TowerLeg

Width ΣLeng0.324 12.00

0.273 12.00

0.273 12.00

0.273 12.00

0.219 12.00

0.168 12.00

0.141 12.00

0.114 12.00

Rf=0.51ε2+0.57>

=0.50 K3=0.73

)a= 9.5

11

Mainhorizo

h Width ΣLe 0.063 6.6

0.063 6.0

0.063 5.3

0.063 4.7

0.050 4.1

0.050 3.

0.050 5.6

0.050 7.5

200

1.15

C

48.50

1.00

1.2

0.85

0.85

tal Maindiag

gth Width ΣL8 0.102 1

4 0.102 1

9 0.102 1

5 0.102 1

1 0.089 1

6 0.089 1

4 0.073 1

0 0.073 1

Wind +

Wind +X

Wind +

Stru

onal Sec.h

ength Width7.96

7.02

6.13

5.31

.54

3.86

6.48

5.63

+Z

‐ Z



III]Calculation

PanelNo.]

Range,M

1]0~6.0

2]6.0~12.0

3]12.0~18.0

4]18.0~24.0

5]24.0~30.0

6]30.0~36.0

7]36.0~42.0

8]42.0~48.0

IV]TowerMe

Designwin

Forceinto

PanelNo.]Range,M

1]0~6.0

2]6.0~12.0

3]12.0~18.0

4]18.0~24.0

5]24.0~30.0

6]30.0~36.0

7]36.0~42.0

8]42.0~48.0

ofVelocityPressur

z

3.50 0.

9.50 0.

15.50 1.

21.50 1.

57.00 1.

33.50 1.

41.00 1.

45.00 1.

berWindForce@

pressure,p=qzG

ermember,F=pC

qz

2.219 0.8

2.584 0.8

2.864 0.8

3.069 0.8

3.768 0.8

3.369 0.8

3.515 0.8

3.515 0.8

,SolidityandForce

z qz So

5 2.219

9 2.584

0 2.864

8 3.069

4 3.768

9 3.369

5 3.515

8 3.515

indNormal

(kPa)

RfAf (kN/m)

f p

50 1.886

50 2.196

50 2.435

50 2.608

50 3.203

50 2.864

50 2.988

50 2.988

Coefficient

lidarea Grossare

6.14 40.07

5.39 36.22

5.26 32.36

5.14 28.50

4.13 24.64

3.42 20.78

3.18 16.93

2.88 15.00

TowerLegAf F

.324 0.964

.273 0.951

.273 1.037

.273 1.089

.219 1.088

.168 0.749

.141 0.639

.114 0.514

12

a e

0.153 3.

0.149 3.

0.163 3.

0.180 3.

0.168 3.

0.165 3.

0.188 3.

0.192 3.

Af =widthofto

MainHorizoAf

0.063 0.

0.063 0.

0.063 0.

0.063 0.

0.050 0.

0.050 0.

0.050 0.

0.050 0.

Cf Rf

90 0.582

10 0.581

46 0.583

67 0.587

24 0.584

37 0.584

33 0.588

13 0.589

wermemberinmet

tal MainDiF Af

88 0.102

19 0.102

39 0.102

51 0.102

48 0.089

23 0.089

27 0.073

25 0.073

Stru

1+0.75e

1.115

1.112

1.122

1.135

1.126

1.123

1.141

1.144

er

gonal SF A

0.304

0.355

0.388

0.407

0.442

0.397

0.331

0.329



V]TowerMemb

Designwind

Forceintow

PanelNo.]Ran

M

1]0~6.0

2]6.0~12.0

3]12.0~18.0

4]18.0~24.0

5]24.0~30.0

6]30.0~36.0

7]36.0~42.0

8]42.0~48.0

VI.CableLadde

CableLadderW

AccessLadder

Co‐AxialCable

Weightperlinea

Ele

Bottom

0.000

6.000

12.000

18.000

24.000

30.000

36.000

42.000

erWindForce@Wi

ressure,p=qzGf

rmember,F=pCf

ge,qz

2.219

2.584

2.864

3.069

3.768

3.369

3.515

3.515

andManLadder

ight,kN/m

eight(kN/m)

eight,kN/m

rmeter,(kN/m)

ation

Top

6.000

12.000

18.000

24.000

30.000

36.000

42.000

48.000

ndalongTowerDia

(kPa)

fAf (kN/m)

Gf

0.850

0.850

0.850

0.850

0.850

0.850

0.850

0.850

DeadLoad

Total(Fy)

0.378

0.378

0.378

0.378

0.378

0.378

0.378

0.378

gonal

pTo

Af

1.886 0.32

2.196 0.27

2.435 0.27

2.608 0.27

3.203 0.21

2.864 0.16

2.988 0.14

2.988 0.11

= 0.11= 0.12

= 0.19

0.43

Area

Project

Fy/4

0.095 1.95

0.095 1.95

0.095 1.95

0.095 1.95

0.095 1.95

0.095 1.95

0.095 1.95

0.095 1.95

13

Af

werLeg

F

1.075

1.057

1.164

1.236

1.225

0.841

0.729

0.588

ed z

3.500

9.500

15.500

21.500

27.500

33.500

39.500

45.500

=widthoftowerm

MainHorizontal

Af F

0.063 0.148

0.063 0.173

0.063 0.190

0.063 0.202

0.050 0.198

0.050 0.177

0.050 0.183

0.050 0.182

Kzqz

0.850 2.219

0.990 2.584

1.097 2.864

1.175 3.069

1.238 3.232

1.290 3.369

1.336 3.488

1.376 3.593

Stru

mberinmeter

MainDi

Af

0.102

0.102

0.102

0.102

0.089

0.089

0.073

0.073

Cf

1.200

1.200

1.200

1.200

1.200

1.200

1.200

1.200



VII.AntennaLo

AntennaType

Existing

GSM900

Canopy(Bro)

GSM1800

MW

MW

MW

MW

MW

ProposedLoad

MW

MW

adComputation

Lo

H‐

H‐

Leg

Leg

Leg

Leg

Leg

Leg

Leg

Leg

ation Nos.

rame 3unit

rame 6unit

A,B,C 3unit

1unit

1unit

1unit

1unit

1unit

1unit

1unit

Elevation

(m)

47.5

48.0

41.0

45.5

21.0

15.0

15.0

13.0

39.0

51.0

14

Weight Dime

(kN) (

0.412 1.936

0.303 0.299

0.368 1.302

3.434

1.373 1

0.932 0

0.932 0

0.932 0

4.611 3

4.611 3

nsion Ap

) (m2)

x0.262 0.507

x0.086 0.051

x0.156 0.202

2 3.142

.2 1.131

.6 0.283

.6 0.283

.6 0.283

.2 8.042

.2 8.042

Stru

Kz

1.389

1.392

1.346

1.376

1.170

1.090

1.090

1.057

1.332

1.410



3.2 CALC

I]GrossandSoli

PanelNo.]Ran

M

1]0~6.0

2]6.0~12.0

3]12.0~18.0

4]18.0~24.0

5]24.0~30.0

6]30.0~36.0

7]36.0~42.0

8]42.0~48.0

9]48.0~52.5 II]DesignWind

1.WindSpeed(

2.ImportanceF

3.ExposureCate

4.Towerheigth

5.Forcecoeffici

Cf =4.0ε2‐5

ReductionF

6.Siteisawayfr

SiteTopogrph

7.GustEffectFa

8.WindDirectio

9.VelocityPress

Kz=2.0

ULATIONSOF

dAreaofonetower

e, LegSpread

Base Top

7.00 6.36

6.36 5.71

5.71 5.07

5.07 4.43

4.43 3.79

3.79 3.14

3.14 2.50

2.50 2.50

2.50 2.50

Data

ph)

ctor,Iw

gory

on0.5‐mpedestal,h

ntforTrussedTow

.9ε+4.0(Squarec

actorfortowerwith

omhillsorescarpm

yFactor,Kzt

ctor,Gf

nalityFactor,Kd

ure,qz=47.3x10‐6

1(z/zg)2/a zg

INDFORCES:

face(unit‐meter)

HeightGross

Area

6.00 40.07

6.00 36.22

6.00 32.36

6.00 28.50

6.00 24.64

6.00 20.78

6.00 16.93

6.00 15.00

4.50 11.25

(m)

ers,Cf

rosssection)

roundedmembers

entbyatleast1km

K1=0.26 K2

zKztKdV2Iw(kPa

= 275

ITH ADDITION

TowerLeg

Width ΣLeng

0.324 12.0

0.273 12.0

0.273 12.0

0.273 12.0

0.219 12.0

0.168 12.0

0.141 12.0

0.114 12.0

0.114 9.00

Rf=0.51ε2+0.57

0.50 K3=0.73

)

a= 9.5

15

AL4.5M ANTE

Mainhorizon

th Width ΣLe

0.063 6.

0.063 6.

0.063 5.

0.063 4.

0.050 4.

0.050 3.

0.050 5.

0.050 7.

0.050 7.

200

1.15

C

52.50

1.00

1.2

0.85

0.85

NAHEIGHTS A

tal Maindiag

gth Width Σ

8 0.102

4 0.102

9 0.102

5 0.102

1 0.089

6 0.089

4 0.073

0 0.073

0 0.050

Wind +

Wind +X

Wind +

Stru

D ANTENNA

onal Sec.h

ength Width

7.96

7.02

6.13

5.31

4.54

3.86

6.48

5.63

3.44

+Z

‐ Z



III]Calculation

PanelNo.]

Range,M1]0~6.0

2]6.0~12.0

3]12.0~18.0

4]18.0~24.0

5]24.0~30.0

6]30.0~36.0

7]36.0~42.0

8]42.0~48.0

9]48.0~52.5

IV]TowerMeDesignwin

Forceinto

PanelNo.]

Range,M

1]0~6.0

2]6.0~12.0

3]12.0~18.0

4]18.0~24.0

5]24.0~30.0

6]30.0~36.0

7]36.0~42.0

8]42.0~48.0

9]48.0~52.5

ofVelocityPressur

z

3.50 0.

9.50 0.

15.50 1.

21.50 1.

57.00 1.

33.50 1.

41.00 1.

45.50 1.

50.75 1.

berWindForce@pressure,p=qzG

ermember,F=pC

qz

1.886 0.8

2.196 0.8

2.435 0.8

2.608 0.8

3.203 0.8

2.864 0.8

2.988 0.8

3.054 0.8

3.125 0.8

,SolidityandForce

z qz So

5 1.886

9 2.196

0 2.435

8 2.608

4 3.203

9 2.864

5 2.988

8 3.054

1 3.125

indNormal(kPa)

RfAf (kN/m)

f p

50 1.603

50 1.867

50 2.070

50 2.217

50 2.722

50 2.434

50 2.540

50 2.596

50 2.657

Coefficient

lidarea Grossar

6.14 40.07

5.39 36.22

5.26 32.36

5.14 28.50

4.13 24.64

3.42 20.78

3.18 16.93

2.88 15.00

2.07 11.25

TowerLeg

Af F

0.324 0.964

0.273 0.951

0.273 1.037

0.273 1.089

0.219 1.088

0.168 0.749

0.141 0.639

0.114 0.525

0.114 0.542

16

a e

0.153 3.

0.149 3.

0.163 3.

0.180 3.

0.168 3.

0.165 3.

0.188 3.

0.192 3.

0.184 3.

Af =widthofto

MainHorizo

Af

0.063 0.

0.063 0.

0.063 0.

0.063 0.

0.050 0.

0.050 0.

0.050 0.

0.050 0.

0.050 0.

Cf Rf

190 0.582

210 0.581

146 0.583

067 0.587

124 0.584

137 0.584

033 0.588

013 0.589

049 0.587

wermemberinmet

tal MainDi

F Af

188 0.102

219 0.102

239 0.102

251 0.102

248 0.089

223 0.089

227 0.073

230 0.073

238 0.050

Stru

1+0.75e

1.115

1.112

1.122

1.135

1.126

1.123

1.141

1.144

1.138

er

agonal

F

0.304

0.355

0.388

0.407

0.442

0.397

0.331

0.336

0.238



V]TowerMem

Designwin

Forceinto

PanelNo.]

Range,M

1]0~6.0

2]6.0~12.0

3]12.0~18.0

4]18.0~24.0

5]24.0~30.0

6]30.0~36.0

7]36.0~42.0

8]42.0~48.0

9]48.0~52.5

berWindForce@

pressure,p=qzG

ermember,F=pC

qz

1.886 0.8

2.196 0.8

2.435 0.8

2.608 0.8

3.203 0.8

2.864 0.8

2.988 0.8

3.054 0.8

3.125 0.8

indalongTowerDi

(kPa)

RfAf (kN/m)

f p

50 1.603

50 1.867

50 2.070

50 2.217

50 2.722

50 2.434

50 2.540

50 2.596

50 2.657

agonal

TowerLeg

Af F

0.324 1.075

0.273 1.057

0.273 1.164

0.273 1.236

0.219 1.225

0.168 0.841

0.141 0.729

0.114 0.601

0.114 0.617

17

Af =widthofto

MainHorizo

Af

0.063 0.

0.063 0.

0.063 0.

0.063 0.

0.050 0.

0.050 0.

0.050 0.

0.050 0.

0.050 0.

wermemberinmet

tal MainDi

F Af

148 0.102

173 0.102

190 0.102

202 0.102

198 0.089

177 0.089

183 0.073

186 0.073

191 0.050

Stru

er

agonal

F

0.239

0.279

0.307

0.327

0.352

0.315

0.267

0.272

0.191



St

18

ructuralIn

vestigatioExisting

DesignRe48M4Legge

ort SST















LOADLIS

PRINTSU

*LOADLIS

PRINTM

PRINTM

PRINTM

PRINTMPRINTM

PRINTM

PRINTM*

UNITME

STEELT

FINISH

T101TO108

PPORTREACTION

T111TO118MBERFORCESLIST20012

MBERFORCESLIST3001

MBERFORCESLIST4001

MBERFORCESLIST5001MBERFORCESLIST6001

MBERFORCESLIST7001

MBERFORCESLIST8001

ERKG

KEOFFALL

00220072008

00230073008

00240074008

0025007500800260076008

00270157016

00280098010

25

Stru





























































3.5

ANCHO

RBOLTS A

NDBASEP

55

LATE

Structur

lInvestigaExis

tionDesiging48M4Le

Report ggedSST



4

DRAWI

NGS

56

Structur

lInvestigaExis

tionDesiging48M4Le

Report ggedSST



5

STRUC

URALCER

TIFICATIO

Structur

lInvestigaExis

tionDesiging48M4Le

Report ggedSST

Documents

Latticed Tower Design Investigation