Structural Analysis of Suspension Tower Typedca-2t

CLIENT:

KURDISTAN REGIONAL GOVERNMENTMINISTRY OF ELECTRICITY

PROJECT:

KRGMOE/DT14/2011EPC132kVOHTLDCNetworkReinforcement

inDohukGovernorate

MAIN CONTRACTOR: DESIGNER:

TITLE:STRUCTURAL ANALYSIS OFSUSPENSION TOWER TYPE

"DCA-2T"

0 N MUMCU 23/11/2012 C ALKAN

DOC. NO: KRG-MOE/TS-03/2008/SC-DCA-2T

S0 N. MUMCU 23/11/2012 C. ALKAN

REV. NO.CHECKED

BY DATE APPROVALDESCRIPTION DONE BY

AS BUILT I. KHAN

SUSPENSION TOWER

DCA-2T

132 kV, DC TRANSMISSION LINE

IRAQ

C O N T E N T S

PAGE NO:

TOWER TYPES AND SPANS 3

CONDUCTOR AND EARTHWIRE DATA 4

SAG & TENSION CALCULATION I. FOR ACSR "TEAL" CONDUCTOR 5II. FOR ACSR "DORKING" SHIELDWIRE 6III. FOR OPGW 7

DESIGN LOADS ( EXTERNAL LOADS )FOR ACSR "TEAL" CONDUCTOR & "DORKING" SHIELDWIRE 8

LOADING SCHEDULE 11

LOADING TREESI. DOUBLE CIRCUITS OPERATION 12II. SINGLE CIRCUIT OPERATION 17

SUSPENSION TOWER

DCA-2T

132 kV, DC TRANSMISSION LINE IRAQ

PHASE DISTANCE AND INSULATOR SWING ANGLE 21

MEMBER DESIGNSELF WEIGHT AND PROJECTED WIND AREA OF TOWER 23ASCE 10-97 DESIGN PROCEDURE 33CALCULATION OF THE MEMBERS AND CONNECTIONS 38( OUTPUT OF INHOUSE PROGRAM )

SUPPORT REACTION FOR TOWER DCA-2T + 0 40SUPPORT REACTION FOR TOWER DCA-2T + 3 41SUPPORT REACTION FOR TOWER DCA-2T + 6 42

OUTLINE AND CLEARANCE DRAWING OF TOWER

APPENDIX :a) OUTPUT OF PLS CADD "TOWER" PROGRAMb) OUTPUT OF SUPPORT REACTION FOR ALL LOADING CASE

Doc. No: KRG-MOE/T-03/2008/SC-DCA-2TDate : 10/08/2009

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TOWER TYPES AND DESIGN SPANS

132 kV DC Towers

BASIC SPAN : 305 m.

Tower DCA-2T DCB-2T DCC-2T DCS-2T DCBs-2TRatings Angle & Angle / Section

Tangent Section Angle Angle Terminal Terminal Tension

Angle of deviation ( ) 0 0 30 60 0 90 02 30 60 90 45

Maximum Sum of 720 720 720 720 720 720 940 Adjacent spans ( m.)

Maximum single Span (m.) 450 450 450 450 450 450 470

Maximum Wind Span (m.) 360 360 360 360 360 360 470 Broken Wire Condition 270 270 270 270 270 270 350

Maximum Weight Span (m.) 575 575 575 575 575 575 800 Broken Wire Condition 500 500 500 500 500 500 680

DCD-2T

SUSPENSION TOWER

DCA-2T


Minimum Weight Span (m.) 350(*) -200 -200 -200 -200 -200 -200 Broken Wire Condition

Uplift / Negative 350(*) -400 -400 -400 -400 -400 -400 Weight Span ( m. )

(*) See swinging chart

MINIMUM FACTOR OF SAFETY ( F.O.S ) ;

LOADING CASE TOWERS FOUNDATIONS

NORMAL ( With full Wind ) 2.50 2.75

NORMAL ( With ice + 2/3 full Wind ) 1.50 1.65

BROKEN WIRE 1.50 1.65


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CONDUCTOR AND SHIELD WIRE DATA

CONDUCTOR SHIELD WIRE OPGW

Reference Standard Material AA/ACS Code Name 50J61z 24 Fibers Stranding ( Al. No.*dia. / St. No.* dia. ) 4*3.22 + 7*3.22 Total area mm2 376.48 153.11 133.8 Diameter mm 25.25 16.02 15 Weight Kg / m (*) 1.479 (**) 0.719 0.599 Ultimate strength Kg 13600 8490 8535 Final modulus of elasticity Kg/mm2 7860 10480 9799 Coefficient of linear exp. 1 / C 0.000018 0.0000153 0.0000161 Dc Resistance , 20C ohm/km 0.09443 0.2986 0.33

(*) Including weight of grease and Spacers

Grease , IEC 601089 table C.1 - k4 0.055 Kg/mSpacer, 6 per span , 2.7 Kg for each spacer 0.027 Kg/mUnit Weight of conductor ; 1.398 + 0.081 = 1.479 Kg/m

(**) Including weight of grease,

Grease 0.010 Kg/m

BS-215/IEC-209

30*3.607/19*2.164 12*3.203 / 7 * 3.203

ACSRTEAL

ACSRDORKING

SUSPENSION TOWER

DCA-2T


Unit Weight of OPGW ; 0.7089 + 0.010 = 0.719 Kg/m

Minimum overall Creepage distance 3060 mm SUSPENSION TENSION

STRING TYPESingle Double Single Double

Elec. & Mechanical failing load kN 120 2*120 160 2*160

No. of insulator units in string 10 2*10 12 2*12

Length of one string m 2.10 2.20 2.20 2.25

Weight of insulator string Kg 100 160 115 200

Wind load on insulator string Kg 45 95 50 100

Weight of lineman and tools Kg 200


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SAG AND TENSION DATA FORACSR TEAL CONDUCTOR

STARTING CONDITION CONDUCTOR DATA

Ruling span = 305 m. Cond. Dia. = 25.25 mm.Temperature = -5 C Unit weight = 1.479 Kg/m Radial Ice ( * ) = 10.00 mm Cross Section = 376.48 mm2Ice density = 0.900 Kg/dm3 Ultimate strength = 13,600 KgWind pressure = 57.33 Kg / m2 Coeff. of Exp. = 0.000018 1 / CMax. W. Tension = 4,740 Kg Modulus of Elas. = 7,860 Kg / mm2

Coefficient of Dyn. wind press.= 1.00

Final FinalDescription Temperature Radial Ice Wind Pressure Unit weight Tension Sag

C mm Kg / m2 Kg / m Kg m.

Min Temperature -15 10 2.476 3,738 7.71 Uplift Condition -15 1.479 2,554 6.74

- Max. Working Tension -5 10 57.3 3.586 4,740 8.81 With ice & No wind -5 10 2.476 3,600 8.00 No Ice & Wind -5 1.479 2,429 7.09

0 1 479 2 371 7 26

SUSPENSION TOWER

DCA-2T


0 1.479 2,371 7.26 5 1.479 2,317 7.43

10 1.479 2,265 7.60 Full wind 15 86.0 2.627 3,516 8.70

15 1.479 2,217 7.77 -

20 1.479 2,170 7.93 Everyday tension 23 1.479 2,144 8.03

25 1.479 2,126 8.10 30 1.479 2,085 8.26 35 1.479 2,045 8.42 40 1.479 2,007 8.58 45 1.479 1,971 8.74 50 1.479 1,936 8.89

- Maximum Sag 75 1.479 1,785 9.65


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SAG AND TENSION DATA FORACSR DORKING SHIELDWIRE

STARTING CONDITION SHIELD WIRE DATA

Ruling span = 305 m. Shieldwire Dia. = 16.02 mm.Temperature = -5 C Unit weight = 0.719 Kg/mRadial Ice ( * ) = 10.00 mm Cross Section = 153.11 mm2Ice density = 0.900 Kg/dm3 Ultimate strength = 8,490 KgWind pressure = 57.33 Kg / m2 Coeff. of Exp. = 0.0000153 1 / CMax. W. Tension = 3,280 Kg Modulus of Elas. = 10,480 Kg / mm2


Final FinalDescription Temperature Wind Pressure Unit weight Tension Sag

C Kg / m2 Kg / m Kg m.

Min Temperature -15 10 1.455 2,308 7.34 Uplift Condition -15 0.719 1,423 5.88

- Max. Working Tension -5 10 57.3 2.526 3,280 8.97 With ice & No wind -5 10 1.455 2,232 7.58 No Ice & Wind -5 0.719 1,351 6.19

0 0 719 1 318 6 35

SUSPENSION TOWER

DCA-2T


0 0.719 1,318 6.35 5 0.719 1,287 6.50

10 0.719 1,257 6.65 Full wind 15 86.0 1.554 2,201 8.22

15 0.719 1,229 6.81 -

20 0.719 1,202 6.96 Everyday tension 23 0.719 1,187 7.05

25 0.719 1,177 7.11 30 0.719 1,153 7.26 35 0.719 1,129 7.41 40 0.719 1,108 7.56 45 0.719 1,087 7.70 50 0.719 1,067 7.84

- Maximum Sag 75 0.719 979 8.55


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SAG AND TENSION DATA FOROPGW SHIELDWIRE

STARTING CONDITION OPGW DATA

Ruling span = 305 m. OPGW Dia. = 15 mm.Temperature = -5 C Unit weight = 0.599 Kg/mRadial Ice ( * ) = 10.00 mm Cross Section = 133.80 mm2Ice density = 0.900 Kg/dm3 Ultimate strength = 8,535 KgWind pressure = 57.33 Kg / m2 Coeff. of Exp. = 0.0000161 1 / CMax. W. Tension = 3,000 Kg Modulus of Elas. = 9,799 Kg / mm2


Final FinalDescription Temperature Wind Pressure Unit weight Tension Sag

C Kg / m2 Kg / m Kg m.

Min Temperature -15 10 1.306 2,046 7.43Uplift Condition -15 0.599 1,213 5.74

0Max. Working Tension -5 10 57.3 2.394 3,000 9.29With ice & No wind -5 10 1.306 1,978 7.68No Ice & Wind -5 0.599 1,148 6.07

0 0 599 1 118 6 24

SUSPENSION TOWER

DCA-2T


0 0.599 1,118 6.245 0.599 1,089 6.40

10 0.599 1,062 6.56Full wind 15 86.0 1.422 1,975 8.38

15 0.599 1,037 6.720

20 0.599 1,013 6.88Everyday tension 23 0.599 999 6.98

25 0.599 990 7.0430 0.599 968 7.2035 0.599 948 7.3540 0.599 928 7.5145 0.599 910 7.6650 0.599 892 7.81

0Maximum Sag 75 0.599 816 8.55


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EXTERNAL LOADS

Tower rating : Basic Span = 305 m. Weight span ( Max. ) = 575 m. Line angle = 2 Weight span (B.Wire Cond.) = 350 m. Wind span = 360 m. Wind span ( B.Wire Cond.) = 270 m. NORMAL CONDITION, [+15 C, Full Wind] VERTICAL LOADS (Max. Weight span) SHIELD WIRE : Weight of Shieldwire = 0.719 * 575 = 413 Weight of Suspension set = = 10

423 Kg CONDUCTOR : Weight of Conductor = 1.479 * 575 * 2 = 1701 Weight of D. Susp. set = = 160

1861 Kg NORMAL CONDITION, [+15 C, Full Wind] TRANSVERSE LOADS SHIELD WIRE : Wind on Shieldwire = 86.0 * 16.02 * 1.E-03 * 360 = 496 Wind on Susp. set = = 5 Angle pull = 2 * 2201 * Sin ( 1.0 ) = 77

578 Kg CONDUCTOR : Wind on Conductor = 86.0 * 25.25 * 1.E-03 * 360 * 2 = 1563 Wind on D. Susp. set = = 95 Angle pull = 2 * 3516 * Sin ( 1.0 ) * 2 = 245

1904 Kg NORMAL CONDITION, [+15 C, Full Wind] LONGITUDINAL LOADS SHIELD WIRE : = 0 Kg

CONDUCTOR : = 0 Kg

SUSPENSION TOWER

DCA-2T


NORMAL CONDITION, [ -5 C, ice +2/3 Full Wind] VERTICAL LOADS (Max. Weight span) SHIELD WIRE : Weight of Shieldwire = 1.455 * 575 = 836 Weight of Suspension set = = 10


3007 Kg NORMAL CONDITION, [ -5 C, ice +2/3 Full Wind] TRANSVERSE LOADS SHIELD WIRE : Wind on Shieldwire = 57.3 * 36.02 * 1.E-03 * 360 = 743 Wind on Susp. set = = 5 Angle pull = 2 * 3280 * Sin ( 1.0 ) = 114


2294 KgKg

NORMAL CONDITION, [ -5 C, ice +2/3 Full Wind] LONGITUDINAL LOADS SHIELD WIRE : = 0 Kg

CONDUCTOR : = 0 Kg


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EXTERNAL LOADS

Tower rating : Basic Span = 305 m. Weight span ( Max. ) = 575 m. Line angle : = 2 Weight span (B.Wire Cond.) = 350 m. Wind span = 360 m. Wind span ( B.Wire Cond.) = 270 m. BROKEN WIRE CONDITION, [+15C, Full Wind ] VERTICAL LOADS (Max. Weight span) SHIELD WIRE : Weight of Shieldwire = 0.719 * 350 * 1 = 252 Weight of Suspension set = = 10


1195 Kg BROKEN WIRE CONDITION, [+15C, Full Wind ] TRANSVERSE LOADS SHIELD WIRE : Wind on Shieldwire = 86.0 * 16.02 * 1.E-03 * 270 * 1 = 372 Wind on Susp. set = = 5 Angle pull = 1 * 2201 * Sin ( 1.0 ) = 38

415 Kg CONDUCTOR : Wind on Conductor = 86.0 * 25.25 * 1.E-03 * 270 * 2 = 1173 Wind on D. Susp. set = = 95 Angle pull = 2 * 3516 * Sin ( 1.0 ) = 123

1390 Kg

BROKEN WIRE CONDITION, [+15C, Full Wind ] LONGITUDINAL LOADS SHIELD WIRE :

L it di l P ll 100% * 2201 * C ( 1 0 ) 2201 K

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DCA-2T


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Longitudinal Pull = 100% * 2201 * Cos ( 1.0 ) = 2201 Kg

CONDUCTOR : Longitudinal Pull = 70% * 3516 * Cos ( 1.0 ) * 2 = 4921 Kg

UPLIFT CONDITION, [-15C, NO Wind ] VERTICAL LOADS (MIN. Weight span) SHIELD WIRE : Weight of Shieldwire = 0.719 * 350 * 1 = 252 Weight of Suspension set = = 10


1135 Kg UPLIFT CONDITION, [-15C, NO Wind ] TRANSVERSE LOADS SHIELD WIRE : Wind on Shieldwire = 0.0 * 16.02 * 1.E-03 * 360 * 1 = 0 Wind on Susp. set = = 0 Angle pull = 2 * 1423 * Sin ( 1.0 ) = 50


178 Kg


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EXTERNAL LOADS

Tower rating : Basic Span = 305 m. Weight span ( Max. ) = 575 m. Line angle : = 2 Weight span (B.Wire Cond.) = 350 m. Wind span = 360 m. Wind span ( B.Wire Cond.) = 270 m. STRINGING & MAINTENANCE CONDITIONS [ 15 C, no wind] VERTICAL LOADS SHIELD WIRE : Weight of Shieldwire = 0.719 * 575 = 413 Weight of Suspension set = = 10 Weight of lineman and tools = = 200 Vertical Component of = 1229 / Tan ( 72 ) = 399 1 to 3 stringing pull 1023 Kg

CONDUCTOR : Weight of Conductor = 1.479 * 575 * 2 = 1701 Weight of D. Susp. set = = 160 Weight of lineman and tools = = 200 Vertical Component of = 2217 / Tan ( 72 ) * 2 = 1440 1 to 3 stringing pull 3501 Kg

STRINGING & MAINTENANCE CONDITIONS [15 C, no wind] TRANSVERSE LOADS SHIELD WIRE : Angle pull of Stringing Tens. = 2 * 1229 * Sin ( 1.0 ) = 43 Kg

CONDUCTOR : Angle pull of Stringing Tens. = 2 * 2217 * Sin ( 1.0 ) * 2 = 155 Kg

STRINGING & MAINTENANCE CONDITIONS [15C, no wind] LONGITUDINAL LOADS SHIELD WIRE : Longitudinal Pull = 0.10 * 1229 * Cos ( 1.0 ) = 123 Kg

SUSPENSION TOWER

DCA-2T


IRAQ

CONDUCTOR : Longitudinal Pull = 0.10 * 2217 * Cos ( 1.0 ) * 2 = 443 Kg

STRINGING & MAINTENANCE CONDITIONS INTACT WIRES VERTICAL LOADS SHIELD WIRE : Weight of Shieldwire = 0.719 * 443 = 319 Weight of Suspension set = = 10


1311 Kg INTACT WIRES TRANSVERSE LOADS SHIELD WIRE : Wind on Shieldwire = 0.0 * 16.02 * 1.E-03 * 360 = 0 Wind on Susp. set = = 0 Angle pull = 2 * 1229 * Sin ( 1.0 ) = 43


155 Kg INTACT WIRES LONGITUDINAL LOADS SHIELD WIRE : = 0 Kg

CONDUCTOR : = 0 Kg


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DCA-2T


TOWER LOADING SCHEDULE

2 angle of line deviation at FULL WIND SPAN

UNFACTORED LOADS IN ( Kg )

PHASE CONDUCTOR SHIELD WIRE WIND DESCRIPTION CASE PRESSURE

TRANS. LONG. VERT. TRANS. LONG. VERT. ON TOWERKg / m2

+15 CTRANSVERSE 1 1904 0 1861 578 0 423 283

FULL WIND 302

-5 C ICE & 2 2294 0 3007 863 0 846 189

2/3 FULL WIND 202

+15 C + WINDBROKEN WIRE 3 / 4 1390 4921 1195 415 2201 262 283

302 -15 C + NO WIND

UPLIFT 5 178 1135 50 262

15 C, no windSTRINGING & 6 155 443 3501 43 123 1023

MAINTENANCE

DESIGN FACTORED LOADS :The Unfactored loads shall be multiplied by the following Safety factors to establish the design loads on tower structure.

LOADS LOADING CASES ;

NORMAL NORMAL BROKEN WIRE, TOWER FULL WIND 2/3 FULL WIND+ICE STRINGING & SELF LOADING LOADING MAINTENANCE WEIGHT

VERTICAL, TRANSVERSE & LONGITUDINAL 2.50 1.50 1.50 1.00

FOUNDATIONS 2.75 1.65 1.65 1.10



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DCA-2T


IRAQ

LOADING TREE FOR TOWER TYPE "DCA-2T"

423578

283 Kg/m2 0 - 25 m. 1904 1904302 Kg/m2 25 - 50 m.

Transverse Wind Pressure on Tower body 1861 1861

1904 1904

1861 18611904 1904

1861 1861d.w

NORMAL LOADING ; Transverse Full Wind at +15 C, Max. weight span Case : 1

Factor of safety : 2.50 Notes : All loads are in ( Kg ) and the Factors of safety do not included

846863

SUSPENSION TOWER

DCA-2T


189 Kg/m2 0 - 25 m. 2294 2294202 Kg/m2 25 - 50 m.


2294 2294

3007 30072294 2294

3007 3007d.w

NORMAL LOADING ; Transverse 2/3 Full Wind at -5 C, Max. weight span Case : 2




SUSPENSION TOWER

DCA-2T


IRAQ


262415

2201

283 Kg/m2 0 - 25 m. 1904 1904302 Kg/m2 25 - 50 m.


1904 1904

1861 18611904 1904

1861 1861d.w

BROKEN SHIELD WIRE LOADING ; Transverse Full Wind at +15 C Case : 3


423578

SUSPENSION TOWER

DCA-2T


IRAQ

578

283 Kg/m2 0 - 25 m. 1390 1904302 Kg/m2 25 - 50 m.

Transverse Wind 4921 Pressure on Tower body 1195 1861

1904 1904

1861 18611904 1904

1861 1861d.w

BROKEN CONDUCTOR LOADING ; Transverse Full Wind at +15 C Case : 4a




SUSPENSION TOWER

DCA-2T


IRAQ


423578

283 Kg/m2 0 - 25 m. 1904 1904302 Kg/m2 25 - 50 m.


1390 1904

49211195 1861

1904 1904

1861 1861d.w

BROKEN CONDUCTOR LOADING ; Transverse Full Wind at +15 C Case : 4b


423578

SUSPENSION TOWER

DCA-2T


IRAQ

578

283 Kg/m2 0 - 25 m. 1904 1904302 Kg/m2 25 - 50 m.


1904 1904

1861 18611390 1904

49211195 1861

d.w

BROKEN CONDUCTOR LOADING ; Transverse Full Wind at +15 C Case : 4c




SUSPENSION TOWER

DCA-2T


IRAQ


26250

178 178

1135 1135178 178

1135 1135178 178

1135 1135d.w

UPLIFT CONDITION ; No Wind at -15 C, Min. weight span Case : 5


102343

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43

123

160 160

160 160

160 160d.w

STRINGING & MAINTENANCE LOADING ; SHIELDWIRE STRINGING No Wind at 15 C, Max. weight span

Case : 6a Factor of safety : 1.50

Notes : All loads are in ( Kg ) and the Factors of safety do not included



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32943

(*) 155

(*) 4433501 (*) 160

160 160

160 160d.w

(*) any one of conductor attachment points

STRINGING & MAINTENANCE LOADING ;TOP LEFT CONDUCTOR STRINGING No Wind at 15 C, Max. weight span

Case : 6b Factor of safety : 1.50

Notes : All loads are in ( Kg ) and the Factors of safety do not included329

43

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43

155 155

1311 1311(*) 155

(*) 4433501 (*) 160

160 160d.w


STRINGING & MAINTENANCE LOADING ;MIDDLE LEFT CONDUCTOR STRINGING No Wind at 15 C, Max. weight span

Case : 6c, 6d Factor of safety : 1.50

Notes : All loads are in ( Kg ) and the Factors of safety do not included



SUSPENSION TOWER

DCA-2T


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423578

283 Kg/m2 0 - 25 m. 1904302 Kg/m2 25 - 50 m.

Transverse Wind Pressure on Tower body 1861

1904

18611904

1861d.w

NORMAL LOADING ; Transverse Full Wind at +15 C, Max. weight span Case : 1s


846863

SUSPENSION TOWER

DCA-2T


189 Kg/m2 0 - 25 m. 2294202 Kg/m2 25 - 50 m.


2294

30072294

3007d.w

NORMAL LOADING ; Transverse 2/3 Full Wind at -5 C, Max. weight span Case : 2s




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262415

2201

283 Kg/m2 0 - 25 m. 1904302 Kg/m2 25 - 50 m.


1904

18611904

1861d.w

BROKEN SHIELD WIRE LOADING ; Transverse Full Wind at +15 C Case : 3s


423578

SUSPENSION TOWER

DCA-2T


IRAQ

578

283 Kg/m2 0 - 25 m. 1390302 Kg/m2 25 - 50 m.

Transverse Wind 4921 Pressure on Tower body 1195

1904

18611904

1861d.w

BROKEN CONDUCTOR LOADING ; Transverse Full Wind at +15 C Case : 4as




SUSPENSION TOWER

DCA-2T


IRAQ


423578

283 Kg/m2 0 - 25 m. 1904302 Kg/m2 25 - 50 m.


1390

49211195

1904

1861d.w

BROKEN CONDUCTOR LOADING ; Transverse Full Wind at +15 C Case : 4bs


423578

SUSPENSION TOWER

DCA-2T


IRAQ

578

283 Kg/m2 0 - 25 m. 1904302 Kg/m2 25 - 50 m.


1904

18611390

49211195

d.w

BROKEN CONDUCTOR LOADING ; Transverse Full Wind at +15 C Case : 4cs




SUSPENSION TOWER

DCA-2T


IRAQ


26250

178

1135178

1135178

1135d.w

UPLIFT CONDITION ; No Wind at -15 C, Min. weight span Case : 5s


102343

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43

123

(*) 155

(*) 4433501 (*)

160

160d.w


STRINGING & MAINTENANCE LOADING ; No Wind at 15 C, Max. weight span Case : 6s




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G. PHASE DISTANCE AND SWING ANGLE OF SUSPENSION STRING

Line Voltage = 132 kV

Min. distances between the wires ; S = k * f + L + U/150DIN VDE 0210

Maximum sag at 50 C ;Span a = 450 m.Tension T = 1936 daNSag f = 19.4 m

k = 0.62Insulator length L = 2.10 m

U/150 = 1.5 m

S = 4.37 m.

SWING ANGLE OF SUSPENSION STRING

Swing angle ; Tg

Tg =

Where ; n : Number of Conductor in bundleWcon : Unit wind load on conductor , daN/m

Aw : Wind SpanH : Conductor tension in this condition : Line deviation angle

Wins : Wind force on suspension stringgo : Unit weight of conductorAg : Weight Span

n * Wcon * Aw + 2 * n * H * Sin ( / 2 ) + 0.5 * Wins n * go * Ag + 0.5 * Gins + P

SUSPENSION TOWER

DCA-2T


Ag : Weight SpanGins : Weight of suspension string

P : Weight of Counterweight

Condition ; = 86.00 daN/m2 ( Wind at 15 C )Line deviation angle = 0

n * Wcon * Aw = 2 * 1.303 * 360 = 938 daN 2 * n * H * Sin ( a / 2 ) = 2 * 2 * 3516 * Sin ( 0 ) = 0 daN

0.5 * Wins. = 0.5 * 45 = 23 daN

n * go * Ag = 2 * 1.479 * 360 = 1065 daN 0.5 * Gins = 0.5 * 100 = 50 daN

Flat area, Wind span = Weight span

Counterweight ; P = = 0 daN ( 0 ) kg1.00

Tg = 0.86 = 41



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Weight to Wind span ratio ; Ag = f ( Aw )

Maximum swinging angle = 41 ( acc. to Technical spec. clause 15.5 )

2.606 * Aw + 22.50 Tg41=

2.958 * Ag + 50.00

0.86929 *( 2.958 * Ag + 50.00 ) = 2.606 * Aw + 22.5

2.57 * Ag + 43.46 = 2.606 * Aw + 22.50

2.57 * Ag = 2.606 * Aw -20.96

Ag = 1.0134 * Aw 8.15-

Aw - m. Ag - m.30 22.240 32.450 42.560 52.770 62.880 72.990 83.1100 93.2110 103.3120 113.5130 123 6300 0

350.0

400.0

TOWER "DCA-2T"SUSPENSION STRING SWING CHART

SUSPENSION TOWER

DCA-2T


IRAQ

130 123.6140 133.7150 143.9160 154.0170 164.1180 174.3190 184.4200 194.5210 204.7220 214.8230 224.9240 235.1250 245.2260 255.3270 265.5280 275.6290 285.7300 295.9310 306.0320 316.1330 326.3340 336.4350 346.5360 356.7

0.0

50.0

100.0

150.0

200.0

250.0

300.0

0 50 100 150 200 250 300 350 400

WEI

GH

T SP

AN

WIND SPAN



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MEMBER DESIGN

I. SELF WEIGHT AND PROJECTED WIND AREA OF TOWER

Self Weight of Projected The Tower part Wind area

Mem. Length WeightNo. Member Size Q'ty m. daN Q'ty m2

Shieldwire peak 1 60 60 6 H 4 3.81 82.7 2 0.46 2 45 45 5 H 2 0.25 1.7 - 3 45 45 5 H 4 0.42 5.7 - 4 50 50 5 H 4 1.34 20.2 - 5 45 45 5 H 4 1.46 19.7 - 6 45 45 5 H 4 1.60 21.6 - 7 45 45 5 H 2 0.10 0.7 1 0.00 8 45 45 5 H 2 0.47 3.1 1 0.02 9 45 45 5 H 4 1.33 17.9 2 0.12 10 45 45 5 H 4 1.54 20.8 2 0.14 11 50 50 5 H 4 1.20 18.1 1 0.06 12 45 45 5 H 2 1.70 11.5 -

257.1 T.Wind : 0.80

Body - 1 13 75 75 8 H 4 1.25 45.1 - 14 75 75 8 H 4 1.63 58.6 2 0.24 15 75 75 8 H 4 1.63 58.6 2 0.24 16 45 45 5 H 8 1.77 47.8 - 17 70 70 5 H 8 2.12 91.1 2 0.30 18 60 60 5 H 8 2.20 80.5 2 0.26

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21 70 70 6 H 4 1.30 33.1 - 22 50 50 5 H 2 1.84 13.8 -

492.9 T.Wind : 1.05

Top Cross - Arms 19 60 60 5 H 4 3.45 63.0 - 20 75 75 6 H 4 3.23 88.7 -

a 45 45 5 H 4 0.41 5.5 - a 45 45 5 H 4 1.14 15.4 - a 45 45 5 H 4 0.84 11.3 - a 45 45 5 H 4 1.34 18.1 - a 45 45 5 H 2 0.40 2.7 - a 45 45 5 H 2 1.30 8.8 - a 45 45 5 H 2 0.80 5.4 - a 45 45 5 H 2 0.44 3.0 - a 45 45 5 H 2 1.24 8.4 - a 45 45 5 H 2 0.87 5.9 - a 45 45 5 H 2 1.51 10.2 -

283.4 T.Wind : 1.63Solid face



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Body 2 23 75 75 8 H 4 1.25 45.1 - 24 110 110 8 H 4 1.63 87.4 2 0.36 25 110 110 8 H 4 1.63 87.4 2 0.36 26 110 110 8 H 4 1.25 67.3 - 27 45 45 5 H 4 1.55 21.0 - 28 55 55 5 H 8 2.03 67.8 - 29 75 75 5 H 8 2.36 109.1 2 0.35 32 80 80 6 H 4 1.65 48.4 - 33 55 55 5 H 2 2.33 19.5 - 34 65 65 5 H 8 2.46 97.7 2 0.32 35 60 60 5 H 4 1.90 34.8 - 36 55 55 5 H 8 2.32 77.4 - 39 70 70 6 H 8 1.00 51.0 - 40 55 55 5 H 4 1.41 23.6 - a 45 45 5 H 4 0.71 9.6 - a 45 45 5 H 2 1.00 6.8 -

981.9 T.Wind : 1.39

Middle Cross-Arms 30 60 60 5 H 4 4.69 85.7 - 31 90 90 6 H 4 4.54 150.7 -

a 45 45 5 H 4 0.32 4.3 - a 45 45 5 H 4 1.17 15.8 - a 45 45 5 H 4 0.63 8.5 - a 45 45 5 H 4 1.28 17.3 - a 45 45 5 H 4 0.94 12.7 - a 45 45 5 H 4 1.45 19.6 - a 45 45 5 H 2 0 39 2 6 -

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a 45 45 5 H 2 0.39 2.6 - a 45 45 5 H 2 1.31 8.8 - a 45 45 5 H 2 0.78 5.3 - a 45 45 5 H 2 0.21 1.4 - a 45 45 5 H 2 0.64 4.3 - a 45 45 5 H 2 0.42 2.8 - a 45 45 5 H 2 1.28 8.6 - a 45 45 5 H 2 0.83 5.6 - a 45 45 5 H 2 1.52 10.3 - a 45 45 5 H 2 1.24 8.4 - b 50 50 5 H 2 1.83 13.8 -


Bottom Cross-Arms 37 60 60 5 H 4 3.68 67.2 - 38 70 70 6 H 4 3.56 90.8 -

a 45 45 5 H 4 0.42 5.7 - a 45 45 5 H 4 1.25 16.9 - a 45 45 5 H 4 0.84 11.3 - a 45 45 5 H 4 1.44 19.5 - a 45 45 5 H 2 0.64 4.3 - a 45 45 5 H 2 1.56 10.5 - a 45 45 5 H 2 1.27 8.6 - a 45 45 5 H 2 0.67 4.5 - a 45 45 5 H 2 1.52 10.3 - a 45 45 5 H 2 1.34 9.1 - b 50 50 5 H 2 2.02 15.2 -




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Body 3 41 120 120 10 H 4 1.19 86.5 2 0.29 42 75 75 5 H 8 1.65 76.0 2 0.25 43 120 120 10 H 4 2.74 199.6 2 0.66 44 70 70 5 H 8 3.79 162.6 2 0.53

a 45 45 5 8 1.07 28.9 2 0.10 a 45 45 5 8 0.82 22.2 2 0.07 a 45 45 5 8 1.36 36.7 2 0.12

704.3 T.Wind : 2.01

Body 4 45 120 120 10 H 4 5.24 381.2 2 1.26 46 80 80 6 H 8 5.71 334.9 2 0.91

47 120 120 11 H 4 3.04 241.9 2 0.73 48 80 80 6 H 8 3.06 179.6 2 0.49

a 45 45 5 H 8 0.86 23.2 2 0.08 a 45 45 5 H 8 1.36 36.7 2 0.12 b 50 50 5 H 8 1.72 51.9 2 0.17 a 45 45 5 H 8 1.47 39.7 2 0.13 a 45 45 5 H 8 0.86 23.2 2 0.08 a 45 45 5 H 8 1.17 31.6 2 0.11 a 45 45 5 H 8 1.73 46.7 2 0.16

1599.4 T.Wind : 4.23

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Body 5 47 120 120 11 H 4 3.04 242.2 2 0.73 48 80 80 6 H 8 4.05 237.6 2 0.65 49 120 120 12 H 4 2.67 231.2 2 0.64 50 70 70 5 H 8 3.79 162.6 2 0.53 51 60 60 5 H 8 3.03 110.8 2 0.36 52 120 120 12 H 4 3.42 295.8 2 0.82 53 80 80 6 H 8 4.84 284.3 2 0.77

d 60 60 5 H 8 2.33 85.1 2 0.28 a 45 45 5 H 8 1.74 47.0 2 0.16 a 45 45 5 H 8 1.56 42.2 2 0.14 a 45 45 5 H 8 1.19 32.2 2 0.11 a 45 45 5 H 8 0.78 21.1 2 0.07 a 45 45 5 H 8 1.52 41.1 2 0.14 b 50 50 5 H 8 2.14 64.5 2 0.21 a 45 45 5 H 8 1.18 31.9 2 0.11 a 45 45 5 H 8 2.01 54.3 2 0.18 b 50 50 5 H 8 2.02 60.9 2 0.20 a 45 45 5 H 8 1.42 38.4 2 0.13 a 45 45 5 H 8 1.01 27.3 2 0.09

2427.0 T.Wind : 6.32

Body +/- 0 54 70 70 6 H 4 4.29 109.4 -

b 50 50 5 H 4 2.15 32.4 - e 65 65 5 H 2 3.04 30.2 -

197.9 T.Wind :



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Body +3 55 120 120 12 H 4 3.05 263.5 2 0.73 56 90 90 6 H 8 4.88 324.0 2 0.88 57 60 60 5 H 8 3.46 126.3 2 0.41

b 50 50 5 H 8 2.11 63.6 2 0.21 a 45 45 5 H 8 1.10 29.7 2 0.10 c 55 55 5 H 8 2.31 77.2 2 0.25 a 45 45 5 H 8 1.44 38.9 2 0.13 a 45 45 5 H 8 1.16 31.3 2 0.10

a 45 45 5 H 4 1.63 22.0 - a 45 45 5 H 8 0.82 22.2 - c 55 55 5 H 4 2.31 38.6 - c 55 55 5 H 8 3.86 128.9 -

1341.1 T.Wind : 2.82

Body +658 120 120 12 H 4 2.75 237.6 2 0.66 59 90 90 6 H 8 4.40 292.1 2 0.79 60 70 70 5 H 8 3.79 162.9 - 61 120 120 12 H 4 3.35 289.4 2 0.80 62 90 90 7 H 8 5.36 412.0 2 0.96

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a 45 45 5 H 8 1.27 34.3 2 0.11 a 45 45 5 H 8 1.65 44.6 2 0.15 a 45 45 5 H 8 1.37 37.0 2 0.12 a 45 45 5 H 8 1.29 34.9 2 0.12 a 45 45 5 H 8 2.80 75.7 2 0.25 a 45 45 5 H 8 1.21 32.7 2 0.11 b 50 50 5 H 8 2.32 70.0 2 0.23 c 55 55 5 H 8 2.53 84.5 - a 45 45 5 H 8 1.58 42.7 - a 45 45 5 H 8 1.27 34.3 -

b 50 50 5 H 4 1.79 27.0 - a 45 45 5 H 8 0.90 24.3 - c 55 55 5 H 4 2.53 42.3 - d 60 60 5 H 8 4.25 155.3 -

2453.4 T.Wind : 4.31



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SELF WEIGHT OF TOWER

42.86 x 2

175.32 x 4

295.50 x 4

289.54 x 4

287.96 x 4

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503.29 x 4

712.28 x 4

204.45 x 4

TOWER " DCA-2T + 6 "

Note : Loads in daN



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TRANSVERSE WIND ON TOWER BODY

Wind Force in kN for height 26 - 50 : 2.966 kN/m2for height 0 - 25 : 2.773 kN/m2

Height - m.0.396 x 2

39.93

34.92 1.989 x 4

30.42 2.433 x 4

25.92 3.066 x 4

22.05 2.164 x 4

Wind Pressures

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15.34 3.658 x 4

6.35 4.186 x 4

0.997 x 40.00




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42.86 x 2

175.32 x 4

295.50 x 4

289.54 x 4

287.96 x 4

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503.29 x 4

526.89 x 4

111.76 x 4


Note : Loads in daN



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36.93

31.92 1.989 x 4

2.433 x 4

27.42

22.92 2.946 x 4

2.164 x 4

19.05

Wind Pressures

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12.34 3.658 x 4

3.35 3.496 x 4

0.00 0.652 x 4




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42.86 x 2

175.32 x 4

295.50 x 4

289.54 x 4

287.96 x 4

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503.29 x 4

336.36 x 4

16.49 x 4


Note : Loads in daN



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33.93

28.92 1.989 x 4

24.42 2.301 x 4

19.92 2.913 x 4

16.05 2.164 x 4

Wind Pressures

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9.34 3.658 x 4

3.72 2.191 x 4

0.00

0.000 x 4




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DESIGN OF TOWER MEMBERS

The stress analysis of the towers in three dimensions done by computer,using structural analysis software program namely TOWER ( by Power line System Inc.- USA). After the stress analysis completed and summarized, the maximum compressive and tensile stress for each member in the tower noted.

The ASCE Manual 52." Guide for design of steel transmission towers ",Second edition -1988 and "Design of Latticed Steel Transmission Structures" ANSI/ASCE 10-97 standard formulas used for the design of the tower members after the completion of the stress analysis.

COMPRESSION FORMULAS ;Cc = 2E / Fy [1]

K L ( KL / R ) For < Cc Fa = Fy [ 1 - ] [2]

R 2 Cc

K L EFor > Cc Fa = [3]

R ( KL / R ) Where :

Fa = Allowable compression stress

Fy = Minimum guaranteed yield stress

E = Modulus of elasticity ,

Cc = Column slenderness ratio separating elastic and inelastic buckling.

L = Unbraced length of the member

R = Governing radius of gyration

K = Effective length coefficient

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K = Effective length coefficient.

Above formula is valid for ; ( w / t ) ratio of the member is less than the limiting value given by :671

( w / t ) = [4]lim Fy

Where; w = distance from the edge of t = thickness of the member.the fillet to the extreme fiber,

MODIFICATION FOR ( WIDTH / THICKNESS ) RATIO :

If the ( w / t ) ratio exceeds the [ ( w / t )lim ] determined by formula [4] ,equations [1] and [2] shall be modified by substituting for "Fy" the value "Fcr" given by the following ;

671 1207 a - ) Where ; < ( w / t ) < [5],[6]

Fy Fy

0.677 w/tFcr = Fy [ 1.677 - ] [7]

( w/t ) lim

1207 b - ) Where ; ( w / t ) > ; [8]

Fy 0.0332 E

Fcr = [9] ( w / t )



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DESIGN OF TOWER MEMBERS

Maximum ( w / t ) Ratio :

The ratio ( w / t ) shall not exceed 25

w

t

DETERMINATION OF EFFECTIVE LENGTHS :1 ) LEG MEMBERS : For leg members bolted in both faces at connections ; ( Curve 1 )

K L L L = 0 < < 120

R R R

2 ) OTHER COMPRESSION MEMBERS :

2.1 ) For members with a concentric load at both ends of the unsupported panel, ( Curve 1 )

K L L L = 0 < < 120

R R R

2.2 ) For members with a concentric load at one end and normal framing eccentricity at the otherend of the unsupported panel, ( Curve 2 )

K L L L = 30 + 0.75 0 < < 120

R R R

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R R R

2.3 ) For members with normal framing eccentricities at both ends of the unsupported panel, ( Curve 3 )

K L L L = 60 + 0.50 0 < < 120

R R R

2.4 ) For members unrestrained against rotation at both ends of the unsupported panel, ( Curve 4 )

K L L L = 120 < < 200

R R R

2.5 ) For members partially restrained against rotation at one end of the unsupported panel, ( Curve 5 )

K L L L = 28.6 + 0.762 120 < < 225

R R R

2.6 ) For members partially restrained against rotation at both end of the unsupported panel, ( Curve 6 )

K L L L = 46.2 + 0.615 120 < < 250

R R R

LIMIT OF EFFECTIVE SLENDERNESS RATIO ;

Main members : 150Bracing : 200Redundants : 240Bracings loaded in tension only : 325



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DESIGN OF TOWER MEMBERS ALLOWABLE TENSILE STRESS

Allowable tensile stress of the members is the product of the yield stress times the net section.Fat = Fy * An

Net section ; An In computing the net section An, the diameter of the hole shall be taken as 1.5 mm larger than the nominal diameter of the bolt.

1 - Concentrically loaded members : The gross cross-sectional area minus the loss due to holes; An = Ag - Ah2 - Bracing members ;

a ) Members bolted on one leg only with at least two bolts ; An = 0.80 * ( Ag - Ah )b ) Members bolted on one leg with one bolt only : An = AL - Ah

If the legs are unequal and the short leg is connected, the unconnected leg shall be considered to be the same size as the connected leg.Where ,

An = Net sectionAg = Gross cross-sectionAh = Total area of the holes at the most critical cross sectionAL = The gross cross-section of the bolted leg

LIMIT OF THE STEEL MEMBER SIZES & THICKNESSES

Minimum size for equal angles ( For Leg & Main members of cross arm ) : 50 * 50 * t Minimum size for equal angles ( For Bracings and Redundants ) : 45 * 45 * t

Minimum thickness ;

Main Leg angles and Stubs , : 8 mm Crossarms Main members , : 6 mm Bracing member having computed stress : 5 mm Redundant member without compression stress : 5 mm Gusset plates : 6 mm

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Minimum Diameter of Bolts : 16 mm

MATERIAL

For the design of the tower members, The material shall be as follows; Hot Rolled shape and plates according to the standard BS EN 10 025 Structural steel ; S 275 JR High strength structural steel ; S 355 J0 Connection bolts ; ISO 20898-1 / Strength category 8.8

ULTIMATE STRESSES The following ultimate stresses shall not be exceeded in the design of the tower members.

Ultimate Stresses Allowed in design ( N/mm2 )MEMBERS ; S 275 JR S 355 J0 Buckling Compression Formulas according to ANSI/ASCE 10-97 Tension 275 (*) 355 (*) Bearing 550 710 Bending 275 (*) 355 (*)

BOLTS ; Shear 480 480 Bearing 550 710

(*) The yield stresses are valid for the material thicknesses up to and including 16 mm. If the thickness of material is greater than 16 mm and in the range of (16 - 40) mm then the yield stresses shall be as follows;

S 275 JR : 265 N/mm2S 355 J0 : 325 N/mm2



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D E S I G N O F R E D U N D A N T M E M B E R S

The Tower described by the one-line Design drawing which shows overall dimensions,member sizes and locations.Redundant members are used to provide intermediate bracing points to the Primary members to reduce the unbracedlength of these primary members. In the Design drawing , The dotted lines represent redundant members.

The following criteria used for the design of the Redundant members ,

1- The Slenderness ratio ( L / r ) of the Redundant members shall not exceed 240

2- Redundant members designed to withstand for the 2.5 % of the force in the braced member. In case more thanone redundant member is connected to the same point of the braced member this force divided among redundantmembers according to their component.

3- Redundant members which have an angle up to 30 with horizontal checked for bending to insure that they will not be permanently distorted by construction and maintenance personal . For this check, the death weightof the member , a vertical load of 200 Kg applied in the middle of the member and a yield stress as allowablebending stress considered by taking into account the safety factors included

Bending stress in Redundant members ;

PP ; Concentrated load at center

ww ; Uniform load, unit weight of angle

L ; Length of spanL / 2 L / 2

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L / 2 L / 2

R RL

2P * L w * L

Maximum bending moment , M = + [ N - mm ]4 8

MMaximum bending stress , S = [ N / mm2 ]

Wx

Wx = [mm3] Section modulus of the angle



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ABBREVIATIONS :

1- Members with " H " letter on the column steel quality are of High Tensile Steel ( S 355 )

2- Members without " H " letter on the column steel quality are of Mild Steel ( S 275 )

3- Members with " DAE " letters are double equal angles. [ ]

4- Members with " L " letter are Main members, e.g. " L 11 "

5- Members with " W " letter are Web members, e.g. " W 11 "

6- Members with " H " letter are Tension members, e.g. " H 31 "

7- Members with " 11 " number are both end concentric connected, e.g. " L 11 "

8- Members with " 21 " number are one end eccentric other end concentric connected, e.g. " L 21 "

9- Members with " 31 " number are both end eccentric connected, e.g. " W 31 "

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L 11 Concentric connection

L 21 One end eccentric One end concentric

W 31 or L 31 Both ends Eccentric connection



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Cross Net Unbraced Radius Effective Compr. Compression Tension Connection capacity Climbing GROUP MAXIMUM FORCES MEMBER SIZES & Sec. Sec. Length of Slender- Curve Capacity Capacity BOLTS Shear Stress Bearing Stress BendingNo. Descr. Compression Tension STEEL QUALITY Area Area Gyration ness No. Allowable Used Allowable Used Dia. Actual Use Actual Used stress

kN LC kN LC cm2 cm2 cm cm Ratio kN % kN % No. mm N/mm2 % N/mm2 % daN/Cm2

1 L 11 -98.06 3 94.87 3s L 60 60 6 H 6.91 4.81 117 z-z 1.17 100 1 135.15 73 170.71 56 2 16 244 50 511 672 W 31 -0.87 1 2.11 3s L 45 45 5 H 4.30 1.38 50 x-x 1.35 79 3 110.39 1 48.81 4 1 16 10 2 26 33 W 31 -73.00 3 70.41 3 L 45 45 5 H 4.30 2.74 42 z-z 0.87 84 3 104.11 70 97.34 72 2 16 182 37 456 604 W 31 -48.41 3s 50.59 3 L 50 50 5 H 4.80 1.63 134 x-x 1.51 104 3 86.91 56 57.69 88 1 16 252 52 632 835 W 31 -26.69 3 24.86 3s L 45 45 5 H 4.30 1.38 146 x-x 1.35 114 3 65.29 41 48.81 51 1 16 133 27 334 446 W 31 -15.05 3s 16.94 3 L 45 45 5 H 4.30 1.38 160 x-x 1.35 119 3 59.81 25 48.81 35 1 16 84 17 212 287 W 31 -3.27 3 0.13 1 L 45 45 5 H 4.30 1.38 10 z-z 0.87 66 3 123.10 3 48.81 0 1 16 16 3 41 58 W 31 -2.48 1 1.64 1s L 45 45 5 H 4.30 1.38 47 z-z 0.87 87 3 101.01 2 48.81 3 1 16 12 3 31 49 W 31 -2.48 1s 3.92 1 L 45 45 5 H 4.30 1.38 133 x-x 1.35 109 3 71.37 3 48.81 8 1 16 19 4 49 610 W 31 -1.80 1 0.98 1s L 45 45 5 H 4.30 1.38 154 x-x 1.35 117 3 62.03 3 48.81 2 1 16 9 2 22 311 W 31 -21.64 1 46.11 1 L 50 50 5 H 4.80 1.63 120 z-z 0.98 122 4 63.21 34 57.69 80 1 16 229 47 576 75 19612 W 31 -13.09 4as 21.96 4a L 45 45 5 H 4.30 1.38 170 x-x 1.35 126 4 53.73 24 48.81 45 1 16 109 22 274 36 34713 L 11 -74.56 3 53.43 3s L 75 75 8 H 11.47 8.67 125 z-z 1.46 86 1 272.46 27 307.69 17 4 16 93 19 146 1914 L 11 -117.33 3 93.44 3 L 75 75 8 H 11.47 8.67 163 z-z 1.46 111 1 182.23 64 307.69 30 4 16 146 30 229 3015 L 11 -173.98 3 133.74 3 L 75 75 8 H 11.47 8.67 163 z-z 1.46 111 1 182.23 95 307.69 43 4 16 216 45 340 4416 W 31 -42.15 6b 43.83 6b L 45 45 5 H 4.30 1.38 88 z-z 0.87 111 3 69.16 61 48.81 90 1 16 218 45 548 7217 W 31 -115.50 4a 102.56 4a L 70 70 5 H 6.84 4.77 106 z-z 1.38 98 3 136.87 84 169.32 61 2 16 287 59 722 9418 W 31 89 39 4a 100 07 4a L 60 60 5 H 5 82 3 95 110 z z 1 17 107 3 100 12 89 140 40 71 2 16 249 51 625 82

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18 W 31 -89.39 4a 100.07 4a L 60 60 5 H 5.82 3.95 110 z-z 1.17 107 3 100.12 89 140.40 71 2 16 249 51 625 8219 H 31 -31.67 4a 79.10 4as L 60 60 5 H 5.82 3.95 117 z-z 1.17 110 3 95.19 33 140.40 56 2 16 197 40 494 6520 L 31 -167.04 4as 102.57 4as L 75 75 6 H 8.75 6.65 108 z-z 1.47 97 3 180.21 93 235.98 43 3 16 277 57 580 76 6521 W 31 -73.16 4a 42.63 4as L 70 70 6 H 8.13 5.66 130 z-z 1.37 107 3 139.11 53 200.98 21 2 16 182 37 381 50 8922 W 31 -33.91 4a 28.71 4as L 50 50 5 H 4.80 1.63 184 x-x 1.51 122 4 64.18 53 57.69 50 1 16 169 35 424 55 30123 L 11 -219.38 1 157.05 4a L 75 75 8 H 11.47 8.67 125 z-z 1.46 86 1 272.46 81 307.69 51 4 16 273 56 428 5624 L 11 -299.08 1 239.10 4a L 110 110 8 H 17.11 14.31 163 z-z 2.18 75 1 453.44 66 508.17 47 4 16 372 77 584 7625 L 11 -404.60 1 299.94 4a L 110 110 8 H 17.11 14.31 163 z-z 2.18 75 1 453.44 89 508.17 59 6 16 335 69 527 6926 L 11 -472.06 1 343.28 4a L 110 110 8 H 17.11 14.31 125 z-z 2.18 57 1 514.73 92 508.17 68 6 16 391 81 615 8027 W 31 -25.60 1 67.37 1 L 45 45 5 H 4.30 2.74 155 z-z 0.87 164 5 31.40 82 97.34 69 2 16 168 34 421 55 31628 W 31 -84.17 4as 75.49 1s L 55 55 5 H 5.30 3.54 102 z-z 1.07 107 3 90.63 93 125.74 60 2 16 209 43 526 6929 W 31 -133.05 4b 108.93 4b L 75 75 5 H 7.36 5.19 118 z-z 1.49 100 3 142.86 93 184.10 59 3 16 221 45 554 7230 H 31 -22.52 4b 103.29 6c L 60 60 5 H 5.82 3.95 237 x-x 1.82 128 5 70.09 32 140.40 74 3 16 171 35 430 5631 L 31 -193.10 4b 128.82 4bs L 90 90 6 H 10.57 8.47 114 z-z 1.78 92 3 226.62 85 300.68 43 3 16 320 66 670 88 4732 W 31 -84.50 4b 47.33 4bs L 80 80 6 H 9.35 6.64 165 z-z 1.57 113 3 145.71 58 235.64 20 2 16 210 43 440 58 8733 W 31 -52.47 4b 45.82 4bs L 55 55 5 H 5.30 3.54 233 x-x 1.66 136 5 56.87 92 125.74 36 2 16 130 27 328 43 31934 W 31 -98.79 4b 118.97 4b L 65 65 5 H 6.34 4.37 123 z-z 1.28 108 3 107.31 92 155.12 77 3 16 197 41 496 65

Doc. No: KRG-MOE/T-03/2008/SC-DCA-2TDate : 10/08/2009 CALCULATION OF THE MEMBERS AND CONNECTIONS


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Cross Net Unbraced Radius Effective Compr. Compression Tension Connection capacity Climbing GROUP MAXIMUM FORCES MEMBER SIZES & Sec. Sec. Length of Slender- Curve Capacity Capacity BOLTS Shear Stress Bearing Stress BendingNo. Descr. Compression Tension STEEL QUALITY Area Area Gyration ness No. Allowable Used Allowable Used Dia. Actual Use Actual Used stress

kN LC kN LC cm2 cm2 cm cm Ratio kN % kN % No. mm N/mm2 % N/mm2 % daN/Cm2

35 W 31 -38.83 1 53.80 1 L 60 60 5 H 5.82 3.95 190 z-z 1.17 152 5 49.39 79 140.40 38 2 16 134 28 336 44 21636 W 31 -76.76 4bs 81.36 4b L 55 55 5 H 5.30 3.54 116 z-z 1.07 114 3 80.29 96 125.74 65 2 16 202 42 509 6637 H 31 -24.93 4bs 82.14 6d L 60 60 5 H 5.82 3.95 127 z-z 1.17 114 3 88.20 28 140.40 59 2 16 204 42 513 6738 L 31 -126.89 4cs 55.79 4c L 70 70 6 H 8.13 6.03 119 z-z 1.37 103 3 150.19 84 213.96 26 2 16 316 65 661 86 8139 W 31 -140.05 4c 74.51 4b L 70 70 6 H 8.13 5.66 100 z-z 1.37 96 3 167.69 84 200.98 37 3 16 232 48 486 64 6840 W 31 -27.26 4cs 27.22 4cs L 55 55 5 H 5.30 1.88 141 x-x 1.66 103 3 99.14 27 66.56 41 1 16 136 28 341 45 19241 L 11 -534.37 1 387.39 4a L 120 120 10 H 23.18 19.68 119 z-z 2.36 50 1 729.15 73 698.69 55 10 16 266 55 334 4442 W 31 -97.29 4b 97.30 4b L 75 75 5 H 7.36 5.19 165 z-z 1.49 115 3 109.40 89 184.10 53 3 16 161 33 405 5343 L 11 -605.16 1 448.86 1 L 120 120 10 H 23.18 19.68 137 z-z 2.36 58 1 698.04 87 698.69 64 12 16 251 52 315 4144 W 31 -77.08 4b 75.43 4b L 70 70 5 H 6.84 4.77 189 x-x 2.14 104 3 124.11 62 169.32 45 2 16 192 39 482 6345 L 11 -667.67 1 503.46 1 L 120 120 10 H 23.18 19.68 131 z-z 2.36 55 1 709.16 94 698.69 72 12 16 277 57 348 4546 W 31 -69.31 4b 67.55 4b L 80 80 6 H 9.35 6.64 331 x-x 2.44 132 5 106.17 65 235.64 29 2 16 172 35 361 4747 L 11 -730.61 1 561.15 1 L 120 120 11 H 25.37 21.52 101 z-z 2.35 43 1 825.26 89 764.01 73 12 16 303 62 346 4548 W 31 -55.64 4b 54.63 4b L 80 80 6 H 9.35 6.64 405 x-x 2.44 155 5 76.79 72 235.64 23 2 16 138 28 290 3849 L 11 -783.01 1 608.78 1 L 120 120 12 H 27.54 23.34 134 z-z 2.35 57 1 835.39 94 828.62 73 12 16 325 67 340 4450 W 31 -39.79 4b 38.47 4b L 70 70 5 H 6.84 4.77 379 x-x 2.14 163 5 50.50 79 169.32 23 2 16 99 20 249 3351 W 31 -7.78 1 5.02 1s L 60 60 5 H 5.82 2.13 303 x-x 1.82 167 4 41.35 19 75.44 7 1 16 39 8 97 13 34852 L 11 783 04 1 608 07 1 L 120 120 12 H 27 54 23 34 114 z z 2 35 49 1 873 83 90 828 62 73 12 16 325 67 340 44

SUSPENSION TOWER

DCA-2T


IRAQ

52 L 11 -783.04 1 608.07 1 L 120 120 12 H 27.54 23.34 114 z-z 2.35 49 1 873.83 90 828.62 73 12 16 325 67 340 4453 W 31 -44.80 4b 43.17 4bs L 80 80 6 H 9.35 6.64 484 x-x 2.44 180 5 57.03 79 235.64 18 2 16 111 23 233 3054 W 31 -0.37 4b 0.36 4b L 70 70 6 H 8.13 3.15 429 x-x 2.13 201 4 39.55 1 111.83 0 1 16 2 0 4 1 30955 L 11 -809.55 1 622.73 1 L 120 120 12 H 27.54 23.34 101 z-z 2.35 43 1 895.75 90 828.62 75 12 16 336 69 351 4656 W 31 -37.09 4b 37.04 4b L 90 90 6 H 10.57 4.35 488 x-x 2.76 177 4 66.69 56 154.43 24 1 16 184 38 386 5157 W 31 -29.88 4bs 28.71 4b L 60 60 5 H 5.82 2.13 346 x-x 1.82 190 4 31.86 94 75.44 38 1 16 149 31 373 4958 L 11 -834.45 1 643.36 1 L 120 120 12 H 27.54 23.34 92 z-z 2.35 39 1 910.69 92 828.62 78 12 16 346 71 362 4759 W 31 -36.70 4b 33.86 4bs L 90 90 6 H 10.57 7.62 440 x-x 2.76 150 5 92.57 40 270.36 13 2 16 91 19 191 2560 W 31 -2.92 1 0.76 4c L 70 70 5 H 6.84 2.63 379 x-x 2.14 177 4 42.92 7 93.19 1 1 16 15 3 36 5 32061 L 11 -834.51 1 642.76 1 L 120 120 12 H 27.54 23.34 112 z-z 2.35 48 1 878.27 95 828.62 78 12 16 346 71 362 4762 W 31 -36.83 4b 34.34 4bs L 90 90 7 H 12.24 5.08 536 x-x 2.75 195 4 63.58 58 180.16 19 1 16 183 38 329 43

Doc. No: KRG-MOE/T-03/2008/SC-DCA-2TDate : 10/08/2009 CALCULATION OF THE MEMBERS AND CONNECTIONS


SUSPENSION TOWER

DCA-2T


IRAQ

STUB LOADS FOR TOWER TYPE ; " DCA-2T + 0 "

Z

Y

X

Stub

Z

Y

X

Tg = 0.125440 Slope of STUB ; 7.15 TRUE = ( 1 + 2 * Tg ) = 1.01561

REACTIONS ; [ in daN ] ( Vertical )

Z X Y R Assumtion

SUSPENSION TOWER

DCA-2T


daN daN daN daN No. Uplift 67,850 11,095 8,953 14,256 1 Compression 87,703 13,566 10,964 17,443 1 Toe Pressure 87,703 13,566 10,964 17,443 1 Chimney 87,703 13,566 10,964 17,443 1

Axial Stub loads & Shear loads ; ( loads in the direction of Stub axis, in daN )

P axial VX VY VR VH Uplift 68,910 2,583 442 2,621 2,139 Compression 89,072 2,565 38 2,565 1,840 Toe Pressure 89,072 2,565 38 2,565 1,840 Chimney 89,072 2,565 38 2,565 1,840

Note : The reactions shown above are derived from the tower design calculationThe loads are included the safety factor of 2.75



SUSPENSION TOWER

DCA-2T


IRAQ

STUB LOADS FOR TOWER TYPES ; " DCA-2T + 3 "

Z

Y

X

Stub

Z

Y

X



Z X Y R Assumtion

SUSPENSION TOWER

DCA-2T








SUSPENSION TOWER

DCA-2T


IRAQ

STUB LOADS FOR TOWER TYPES ; " DCA-2T + 6 "

Z

Y

X

Stub

Z

Y

X



Z X Y R Assumtion

SUSPENSION TOWER

DCA-2T








SUSPENSION 132 KV DOUBLE CIRCUITS T/L TOWER IRAQ

DCA-2T

Doc. No: KRG-MOE/T-03/2008/SC-DCA-2T CALCULATION OF THE MEMBERS AND CONNECTIONS Revision No : 0

OUTPUT OF PLS CADD "TOWER" PROGRAM *** Analysis Results: Tower Version 8.00 10:59:00 10 April 2007 EMTA MITAS The following 3 models were included in the group summary super set: Run #3 Deformed Geometry for dca-2t+3.tow - C:\PLS\TOWER\PROJECTS\dca-2t+3.tow Run #2 Deformed Geometry for dca-2t+0.tow - C:\PLS\TOWER\PROJECTS\dca-2t+0.tow Run #1 Deformed Geometry for dca-2t+6.tow - C:\PLS\TOWER\PROJECTS\dca-2t+6.tow Group Summary (Compression Portion): Group Group Angle Angle Steel Max Max Comp. Comp. Comp. L/R Comp. Conn. Comp. Conn. RLX RLY RLZ L/R Length Curve No. Of Label Desc. Type Size Strength Usage Use In Control Force Control Capacity Shear Bearing Comp. No. Bolts Comp. Member Load Case Capacity Capacity Member Comp. (MPa) % % (kN) (kN) (kN) (kN) (m) ------------------------------------------------------------------------------------------------------------------------------------------------------------ 1 L SAE 60*60*6 355.0 86.97 86.97 2P -98.056 3 112.744 195.598 141.120 1.000 1.000 1.000 99.95 1.169 3 2 2 W SAE 45*45*5 355.0 3.58 1.49 5X -0.873 1 110.325 97.799 58.800 2.000 1.000 1.000 37.04 0.250 3 1 3 W SAE 45*45*5 355.0 70.16 70.16 6P -73.003 3 104.058 195.598 117.600 1.000 1.000 1.000 48.26 0.420 3 2 4 W SAE 50*50*5 355.0 86.04 82.32 7XY -48.405 3s 86.871 97.799 58.800 1.000 0.500 0.500 88.80 1.341 3 1 5 W SAE 45*45*5 355.0 45.40 45.40 8X -26.693 3 65.254 97.799 58.800 1.000 0.500 0.500 108.07 1.459 3 1 6 W SAE 45*45*5 355.0 28.81 25.59 9XY -15.048 3s 59.770 97.799 58.800 1.000 0.500 0.500 118.30 1.597 3 1 7 W SAE 45*45*5 355.0 5.56 5.56 10P -3.272 3 123.029 97.799 58.800 1.000 1.000 1.000 11.37 0.099 3 1 8 W SAE 45*45*5 355.0 4.22 4.22 11X -2.480 1 100.951 97.799 58.800 1.000 1.000 1.000 53.56 0.466 3 1 9 W SAE 45*45*5 355.0 6.66 4.22 12P -2.481 1s 71.322 97.799 58.800 1.000 0.500 0.500 98.15 1.325 3 1 10 W SAE 45*45*5 355.0 3.06 3.06 13X -1.799 1 62.006 97.799 58.800 1.000 0.500 0.500 113.97 1.539 3 1 11 W SAE 50*50*5 355.0 78.42 36.80 15X -21.641 1 63.175 97.799 58.800 1.000 1.000 1.000 122.45 1.200 4 1 12 W SAE 45*45*5 355.0 37.34 24.38 16Y -13.092 4as 53.698 97.799 58.800 1.000 0.500 0.500 125.71 1.697 4 1 13 L SAE 75*75*8 355.0 27.29 27.29 17P -74.563 3 273.257 391.196 376.320 1.000 1.000 1.000 85.75 1.252 1 4 14 L SAE 75*75*8 355.0 64.24 64.24 18P -117.330 3 182.639 391.196 376.320 1.000 1.000 1.000 111.47 1.627 1 4 15 L SAE 75*75*8 355.0 95.26 95.26 19P -173.984 3 182.639 391.196 376.320 1.000 1.000 1.000 111.47 1.627 1 4 16 W SAE 45*45*5 355.0 74.53 71.69 20Y -42.151 6b 69.130 97.799 58.800 0.750 0.500 0.500 101.58 1.768 3 1 17 W SAE 70*70*5 355.0 84.34 84.34 22X -115.501 4a 136.950 293.397 176.400 0.750 0.500 0.500 76.83 2.121 3 3 18 W SAE 60*60*5 355.0 89.27 89.27 25XY -89.391 4a 100.135 293.397 176.400 0.750 0.500 0.500 94.19 2.204 3 3 19 H SAE 60*60*5 355.0 67.26 33.25 28X -31.674 4a 95.248 195.598 117.600 1.000 1.000 1.000 99.62 1.166 3 2 20 L SAE 75*75*6 355.0 92.65 92.65 31X -167.036 4as 180.297 293.397 211.680 1.000 1.000 1.000 73.18 1.076 3 3 21 W SAE 70*70*6 355.0 52.56 52.56 32P -73.159 4a 139.204 195.598 141.120 1.000 1.000 1.000 94.71 1.298 3 2 22 W SAE 50*50*5 355.0 57.66 57.66 34Y -33.906 4a 64.140 97.799 58.800 1.000 0.500 0.500 121.53 1.835 4 1 23 L SAE 75*75*8 355.0 80.28 80.28 35Y -219.383 1 273.257 391.196 376.320 1.000 1.000 1.000 85.75 1.252 1 4 24 L SAE 110*110*8 355.0 79.48 79.48 36P -299.082 1 453.031 391.196 376.320 1.000 1.000 1.000 74.65 1.627 1 4 25 L SAE 110*110*8 355.0 89.31 89.31 37Y -404.598 1 453.031 586.794 564.480 1.000 1.000 1.000 74.65 1.627 1 6 26 L SAE 110*110*8 355.0 91.77 91.77 38Y -472.058 1 514.394 586.794 564.480 1.000 1.000 1.000 57.43 1.252 1 6 27 W SAE 45*45*5 355.0 95.91 95.91 40X -25.599 1 26.692 195.598 117.600 1.000 1.000 1.000 178.30 1.551 4 2 28 W SAE 55*55*5 355.0 92.57 92.57 41X -84.169 4as 90.927 195.598 117.600 0.750 0.500 0.500 94.91 2.031 3 2 29 W SAE 75*75*5 355.0 93.00 93.00 43X -133.048 4b 143.068 293.397 176.400 0.750 0.500 0.500 78.71 2.361 3 3 30 H SAE 60*60*5 355.0 65.38 33.36 45X -22.515 4b 67.501 293.397 176.400 2.000 1.000 1.000 130.44 1.187 4 3 31 L SAE 90*90*6 355.0 91.22 91.22 51X -193.100 4b 227.244 293.397 211.680 1.000 1.000 1.000 63.78 1.135 3 3 32 W SAE 80*80*6 355.0 59.88 59.88 53P -84.501 4b 145.765 195.598 141.120 1.000 1.000 1.000 105.02 1.649 3 2 33 W SAE 55*55*5 355.0 98.61 98.61 55Y -52.472 4b 53.209 195.598 117.600 1.000 0.500 0.500 140.47 2.332 4 2 34 W SAE 65*65*5 355.0 90.76 90.76 56X -98.793 4b 108.852 293.397 176.400 0.750 0.500 0.500 94.42 2.455 3 3 35 W SAE 60*60*5 355.0 78.63 78.63 59X -38.829 1 49.384 195.598 117.600 1.000 1.000 1.000 162.60 1.902 5 2 36 W SAE 55*55*5 355.0 95.27 95.27 61Y -76.757 4bs 80.565 195.598 117.600 0.750 0.500 0.500 108.31 2.318 3 2 37 H SAE 60*60*5 355.0 69.84 28.27 62Y -24.934 4bs 88.199 195.598 117.600 1.000 1.000 1.000 108.23 1.266 3 2 38 L SAE 70*70*6 355.0 89.92 89.92 67X -126.892 4cs 150.291 195.598 141.120 1.000 1.000 1.000 86.46 1.185 3 2


DCA-2T


39 W SAE 70*70*6 355.0 99.85 99.85 68X -140.053 4c 140.268 293.397 211.680 2.000 1.000 1.000 93.90 1.000 3 3 40 W SAE 55*55*5 355.0 46.36 46.36 70P -27.258 4cs 60.099 97.799 58.800 1.000 1.000 1.000 132.17 1.414 4 1 41 L SAE 120*120*10 355.0 73.23 73.23 71P -534.368 1 729.699 782.392 940.800 1.000 1.000 1.000 50.35 1.188 1 8 42 W SAE 75*75*5 355.0 88.56 88.56 72P -97.286 4b 109.854 293.397 176.400 1.000 1.000 1.000 109.66 1.645 3 3 43 L SAE 120*120*10 355.0 86.63 86.63 74P -605.162 1 698.583 782.392 940.800 0.500 0.500 0.500 58.10 2.742 1 8 44 W SAE 70*70*5 355.0 65.55 65.55 75X -77.083 4b 124.168 195.598 117.600 0.500 0.250 0.250 88.46 3.786 3 2 45 L SAE 120*120*10 355.0 94.08 94.08 78P -667.672 1 709.714 782.392 940.800 0.500 0.500 0.500 55.45 2.617 1 8 46 W SAE 80*80*6 355.0 68.91 68.91 81P -69.310 4b 100.579 195.598 141.120 1.000 0.500 0.500 135.44 3.305 4 2 47 L SAE 120*120*11 355.0 93.38 93.38 84P -730.607 1 826.212 782.392 1034.880 0.334 0.334 0.334 43.15 3.036 1 8 48 W SAE 80*80*6 355.0 72.43 72.43 87P -55.643 4b 76.821 195.598 141.120 1.000 0.334 0.334 165.85 4.047 5 2 49 L SAE 120*120*12 355.0 93.87 93.87 89Y -783.012 1 834.123 1173.588 1693.440 0.500 0.500 0.500 56.90 2.674 1 12 50 W SAE 70*70*5 355.0 92.33 92.33 90X -39.792 4b 43.096 195.598 117.600 1.000 0.500 0.500 176.98 3.787 4 2 51 W SAE 60*60*5 355.0 18.81 18.81 92X -7.781 1 41.369 195.598 117.600 1.000 0.500 0.500 166.62 3.033 4 2 52 L SAE 120*120*12 355.0 89.74 89.74 94Y -783.035 1 872.542 1173.588 1693.440 0.334 0.334 0.334 48.60 3.420 1 12 53 W SAE 80*80*6 355.0 95.63 95.63 95P -44.798 4b 46.843 195.598 141.120 1.000 0.334 0.334 198.47 4.843 4 2 54 W SAE 70*70*5 355.0 1.11 1.11 97Y -0.374 4b 33.610 97.799 58.800 1.000 0.500 0.500 200.40 4.289 4 1 55 L SAE 120*120*12 355.0 90.53 90.53 g149Y -809.553 1 894.263 1173.588 1693.440 0.333 0.333 0.333 43.21 3.047 1 12 56 W SAE 90*90*6 355.0 55.44 55.44 g150P -37.088 4b 66.897 195.598 141.120 1.000 0.333 0.333 176.83 4.881 4 2 57 W SAE 60*60*5 355.0 93.74 93.74 g152XY -29.878 4bs 31.873 195.598 117.600 1.000 0.500 0.500 189.83 3.455 4 2 58 L SAE 120*120*12 355.0 91.77 91.77 97Y -834.450 1 909.314 1173.588 1693.440 0.334 0.334 0.334 39.05 2.747 1 12 59 W SAE 90*90*6 355.0 44.61 44.61 98X -36.702 4b 82.272 195.598 141.120 1.000 0.334 0.334 159.45 4.401 4 2 60 W SAE 70*70*5 355.0 6.79 6.79 101XY -2.917 1 42.940 195.598 117.600 1.000 0.500 0.500 177.30 3.794 4 2 61 L SAE 120*120*12 355.0 95.16 95.16 102Y -834.507 1 876.930 1173.588 1693.440 0.334 0.334 0.334 47.56 3.346 1 12 62 W SAE 90*90*7 355.0 58.12 58.12 103P -36.831 4b 63.371 195.598 164.640 1.000 0.334 0.334 194.91 5.360 4 2 H1 W SAE 50*50*5 355.0 15.50 15.50 106XY -4.765 1 30.736 97.799 58.800 1.000 1.000 1.000 175.55 1.720 4 1 H2 W SAE 60*60*5 355.0 41.17 41.17 107X -11.951 1 29.028 97.799 58.800 1.000 1.000 1.000 198.91 2.327 4 1 R1 W SAE 45*45*5 275.0 2.06 1.79 109XY -0.880 4a 89.194 97.799 49.200 1.000 1.000 1.000 47.97 0.417 3 1 R2 W SAE 45*45*5 275.0 4.09 4.09 110X -2.011 4as 49.253 97.799 49.200 1.000 1.000 1.000 131.26 1.142 4 1 R3 W SAE 45*45*5 275.0 0.53 0.53 111X -0.260 3s 70.229 97.799 49.200 1.000 1.000 1.000 95.93 0.835 3 1 R4 W SAE 45*45*5 275.0 0.95 0.41 112Y -0.147 1 35.698 97.799 49.200 1.000 1.000 1.000 154.18 1.341 4 1 R5 W SAE 45*45*5 275.0 1.23 1.23 113X -0.607 6b 89.878 97.799 49.200 1.000 1.000 1.000 45.98 0.400 3 1 R6 W SAE 45*45*5 275.0 3.79 0.51 114P -0.194 3s 38.265 97.799 49.200 1.000 1.000 1.000 148.92 1.296 4 1 R7 W SAE 45*45*5 275.0 0.70 0.70 115X -0.343 6b 71.982 97.799 49.200 1.000 1.000 1.000 91.95 0.800 3 1 R8 W SAE 45*45*5 275.0 4.68 3.28 116Y -1.613 4bs 93.195 97.799 49.200 1.000 1.000 1.000 35.97 0.313 3 1 R9 W SAE 45*45*5 275.0 11.46 11.46 117X -5.392 4b 47.068 97.799 49.200 1.000 1.000 1.000 134.27 1.168 4 1 R10 W SAE 45*45*5 275.0 0.88 0.85 118XY -0.417 4as 80.304 97.799 49.200 1.000 1.000 1.000 71.95 0.626 3 1 R11 W SAE 45*45*5 275.0 1.66 1.32 119Y -0.519 4as 39.254 97.799 49.200 1.000 1.000 1.000 147.03 1.279 4 1 R12 W SAE 45*45*5 275.0 1.34 1.34 120P -0.658 4as 64.748 97.799 49.200 1.000 1.000 1.000 107.92 0.939 3 1 R13 W SAE 45*45*5 275.0 1.18 1.18 121X -0.362 4as 30.529 97.799 49.200 1.000 1.000 1.000 166.72 1.450 4 1 R14 W SAE 45*45*5 275.0 1.90 1.90 122X -0.933 6c 90.355 97.799 49.200 1.000 1.000 1.000 44.58 0.388 3 1 R15 W SAE 45*45*5 275.0 5.94 3.89 123X -1.463 4as 37.565 97.799 49.200 1.000 1.000 1.000 150.30 1.308 4 1 R16 W SAE 45*45*5 275.0 0.94 0.94 124X -0.464 6c 73.198 97.799 49.200 1.000 1.000 1.000 89.15 0.776 3 1 R17 W SAE 45*45*5 275.0 1.58 1.12 125Y -0.551 4bs 89.194 97.799 49.200 1.000 1.000 1.000 47.97 0.417 3 1 R18 W SAE 45*45*5 275.0 5.63 5.63 126XY -2.333 4bs 41.407 97.799 49.200 1.000 1.000 1.000 143.15 1.245 4 1 R19 W SAE 45*45*5 275.0 1.15 1.15 127P -0.568 1 70.230 97.799 49.200 1.000 1.000 1.000 95.93 0.835 3 1 R20 W SAE 45*45*5 275.0 1.09 0.30 128P -0.095 4bs 31.370 97.799 49.200 1.000 1.000 1.000 164.47 1.431 4 1 R21 W SAE 45*45*5 275.0 1.40 1.40 129X -0.689 4bs 79.931 97.799 49.200 1.000 1.000 1.000 72.89 0.634 3 1 R22 W SAE 45*45*5 275.0 3.54 3.54 130P -0.944 4bs 26.677 97.799 49.200 1.000 1.000 1.000 178.35 1.552 4 1 R23 W SAE 45*45*5 275.0 0.90 0.90 131P -0.358 4b 39.929 97.799 49.200 1.000 1.000 1.000 145.78 1.268 4 1 U1 W SAE 45*45*5 275.0 3.62 3.62 132X -1.781 4as 88.585 97.799 49.200 1.000 1.000 1.000 49.71 0.433 3 1 U2 W SAE 45*45*5 355.0 5.32 3.01 133X -1.263 1s 41.944 97.799 58.800 1.000 1.000 1.000 142.24 1.237 4 1 U3 W SAE 45*45*5 275.0 1.41 1.41 134X -0.694 4a 68.661 97.799 49.200 1.000 1.000 1.000 99.43 0.865 3 1 U4 W SAE 45*45*5 355.0 1.92 1.92 135P -0.541 3s 28.175 97.799 58.800 1.000 1.000 1.000 173.54 1.510 4 1 O1 W SAE 45*45*5 275.0 5.00 5.00 136P -2.462 4bs 89.397 97.799 49.200 1.000 1.000 1.000 47.38 0.412 3 1 O2 W SAE 45*45*5 275.0 11.08 5.59 137X -2.204 1 39.437 97.799 49.200 1.000 1.000 1.000 146.69 1.276 4 1 O3 W SAE 45*45*5 275.0 2.40 2.40 138P -1.180 4bs 70.750 97.799 49.200 1.000 1.000 1.000 94.76 0.824 3 1 O4 W SAE 45*45*5 355.0 1.17 1.17 139P -0.326 4b 27.825 97.799 58.800 1.000 1.000 1.000 174.63 1.519 4 1 O5 W SAE 45*45*5 355.0 0.65 0.65 140X -0.272 4bs 42.003 97.799 58.800 1.000 1.000 1.000 142.14 1.237 4 1 O6 W SAE 50*50*5 355.0 1.52 1.52 141X -0.415 4b 27.338 97.799 58.800 1.000 1.000 1.000 186.14 1.824 4 1 A1 W SAE 45*45*5 275.0 1.42 1.42 142X -0.700 4c 78.431 97.799 49.200 1.000 1.000 1.000 76.63 0.667 3 1 A2 W SAE 45*45*5 355.0 3.53 3.53 143X -0.988 4bs 28.023 97.799 58.800 1.000 1.000 1.000 174.01 1.514 4 1 A3 W SAE 45*45*5 355.0 0.96 0.96 144P -0.346 4bs 36.129 97.799 58.800 1.000 1.000 1.000 153.26 1.333 4 1 A4 W SAE 50*50*5 355.0 2.05 2.05 145X -0.458 4cs 22.353 97.799 58.800 1.000 1.000 1.000 205.85 2.017 4 1 200 ZZFIX DUM 1*1*1 275.0 0.00 0.00 146P -0.047 1 0.275 0.000 0.000 0.010 0.010 0.010 0.01 2.000 1 0


DCA-2T


201 ZZFIX DUM 1*1*1 275.0 0.00 0.00 148X -0.109 4b 0.275 0.000 0.000 0.010 0.010 0.010 0.01 2.433 1 0 202 ZZFIX DUM 1*1*1 275.0 0.00 0.00 151Y -0.029 4b 0.275 0.000 0.000 0.010 0.010 0.010 0.01 3.291 1 0 203 ZZFIX DUM 1*1*1 275.0 0.00 0.00 154X -0.047 4b 0.275 0.000 0.000 0.010 0.010 0.010 0.02 4.289 1 0 204 ZZFIX DUM 1*1*1 275.0 0.00 0.00 159P -0.024 1 0.275 0.000 0.000 0.010 0.010 0.010 0.03 7.588 1 0 205 ZZFIX DUM 1*1*1 275.0 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00 0.000 0 0 Group Summary (Tension Portion): Group Group Angle Angle Steel Max Max Tension Tension Tension Net Tens. Conn. Tens. Conn. Tens. Conn. Length No. Of No. Of Hole Label Desc. Type Size Strength Usage Use In Control Force Control Section Shear Bearing Rupture Tens. Bolts Holes Diameter Tens. Member Load Case Capacity Capacity Capacity Capacity Member Tens. (MPa) % % (kN) (kN) (kN) (kN) (kN) (m) (cm) -------------------------------------------------------------------------------------------------------------------------------------------------------- 1 L SAE 60*60*6 355.0 86.97 67.23 2XY 94.874 3s 187.227 195.598 141.120 0.000 1.169 2 1.000 1.75 2 W SAE 45*45*5 355.0 3.58 3.58 5P 2.105 3s 109.429 97.799 58.800 0.000 0.250 1 1.000 1.75 3 W SAE 45*45*5 355.0 70.16 64.34 6XY 70.405 3 109.429 195.598 117.600 0.000 0.420 2 1.000 1.75 4 W SAE 50*50*5 355.0 86.04 86.04 7P 50.594 3 125.404 97.799 58.800 0.000 1.341 1 1.000 1.75 5 W SAE 45*45*5 355.0 45.40 42.29 8Y 24.864 3s 109.429 97.799 58.800 0.000 1.459 1 1.000 1.75 6 W SAE 45*45*5 355.0 28.81 28.81 9P 16.938 3 109.429 97.799 58.800 0.000 1.597 1 1.000 1.75 7 W SAE 45*45*5 355.0 5.56 0.22 10X 0.127 1 109.429 97.799 58.800 0.000 0.099 1 1.000 1.75 8 W SAE 45*45*5 355.0 4.22 2.79 11P 1.641 1s 109.429 97.799 58.800 0.000 0.466 1 1.000 1.75 9 W SAE 45*45*5 355.0 6.66 6.66 12X 3.917 1 109.429 97.799 58.800 0.000 1.325 1 1.000 1.75 10 W SAE 45*45*5 355.0 3.06 1.66 13Y 0.976 1s 109.429 97.799 58.800 0.000 1.539 1 1.000 1.75 11 W SAE 50*50*5 355.0 78.42 78.42 14Y 46.111 1 125.404 97.799 58.800 0.000 1.200 1 1.000 1.75 12 W SAE 45*45*5 355.0 37.34 37.34 16P 21.955 4a 109.429 97.799 58.800 0.000 1.697 1 1.000 1.75 13 L SAE 75*75*8 355.0 27.29 14.90 17Y 53.432 3s 358.550 391.196 376.320 0.000 1.252 4 1.000 1.75 14 L SAE 75*75*8 355.0 64.24 26.06 18XY 93.436 3 358.550 391.196 376.320 0.000 1.627 4 1.000 1.75 15 L SAE 75*75*8 355.0 95.26 37.30 19XY 133.735 3 358.550 391.196 376.320 0.000 1.627 4 1.000 1.75 16 W SAE 45*45*5 355.0 74.53 74.53 20XY 43.825 6b 109.429 97.799 58.800 0.000 1.768 1 1.000 1.75 17 W SAE 70*70*5 355.0 84.34 58.14 23X 102.561

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Structural Analysis of Suspension Tower Typedca-2t