Tower Analysis Report Monopole 13 M_2tenant_120kph

REPORT ANALYSIS

STRUCTURAL DESIGN ANALYSIS MONOPOLE 13 M With 120 KPH PT. LAKSANA TEHNIKA UTAMA

For PT. IFORTE SOLUSI INFOTEK (2 Tenant)

February, 2013

PT. VANDA SMART Jl. Vanda 17A Jatibening Satu ‐ Pondokgede

Bekasi ‐ Jawa Barat 17412 ‐ Indonesia Phone: +62‐21‐84994277

SUMMARY

STRUCTURAL DESIGN ANALYSIS

MONOPOLE 13 METER With Wind Load 120 KPH

1. Loading (2 Tenant)

Number

Antenna Type Antenna

Azimuth

(o)

Dim

(hxwxd) mm

Weight

(Kg)

Elevation

(m)

6 Sector Antenna 000, 060, 120,

180, 240, 300 2033x280x125 140.4 12.0

6 RU + Bracket 000, 060, 120,

180, 240, 300 516x464x286 300 8.0

1 UPS 090 1300x650x650 300 2.0

1 RECTIFIER 270 965x695x660 250 2.0

1 KWH BOX 000 455x360x190 8 2.5

1 ACPDB BOX 090 490x300x200 8 3.0

2 PJU LAMP 090, 270 300x200x250 3 9.0

1 OTB 270 220x220x100 2 3.0

2. Analysis

120 kph as maximum basic wind velocity Limit OK / NOT OK

Maximum Design Ratio 0.889 < 1.00 OK

80 kph as operational basic wind velocity Limit OK / NOT OK

Twist 0.7824 O 1 O OK

Sway 0.0004 O 1 O OK

Displacement 0.1078 m 13m / 100 = 0.13 m

OK

3. Support Reactions (with Loading Proposed) Compress C 18.997 kN

Moment T 122.344 kNm

Horizontal Force X direction Fx 17.342 kN

Horizontal Force Y direction Fy 17.342 kN

RECOMMENDATION

STRUCTURAL DESIGN ANALYSIS

MONOPOLE 13 METER

According to EIA Standard EIA – 222 – F, based on maximum basic wind velocity is

120 kph and operational basic wind velocity is 80 kph, structure of tower support to

additional loading.

TOWER ANALYSIS REPORT

CONTENT :

1. SUMMARY AND RECOMMENDATION

2. ANALYSIS CRITERIA

3. ANALYSIS MONOPOLE 13 M WITH LOADING PROPOSED

4. BOLT AND BASE PLATE

2. ANALYSIS CRITERIA

ANALYSIS CRITERIA

A. LOADING

1. Dead Load

Dead Load is the dead weight of tower structure and all appurtenances such as

ladder, feeder, antenna, etc.

2. Wind Load

Wind Load includes wind load acting on tower structure, appurtenances, antenna,

etc. Wind Load is based on the 120 kph as maximum basic wind velocity. According to

EIA/TIA-222 F, the operational basic wind velocity is 80 kph. The pressure to the tower

varies as a function of height.

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

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

qz = 0.613 . Kz . V2

Kz = [z/10]2/7

GH = 0.65 + 0.60 / (h/10) 1/7

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

CF = 3.4 e2 – 4.7 e + 3.4 ( Triangular cross section )

e = (AF+AR / AG

RR = 0.51e + 0.57

AE = DF . AF + DR . AR. RR ( RR = Reduction Factor )

Where :

F = Horizontal wind force ( kN )

qz = Velocity pressure ( N/mm2 )

GH = Gust Response Factor for fastest mile basic wind speed ( 1.00 < GH < 2.58

)

CF = Structur force coefficient for each section

CA = Linear or discrete appurtenance force coefficient

AA = Projected area of a linear appurtenance ( m2 )

AG = Gross area of one tower face as if the face of the section ( m2 )

z = Height above average ground level to midpoint of the section (m)

AE = Effective projected area of structural component in one face (m2 )

Kz = Exposure coefficient ( 1.00 < Kz < 1.25 )

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

AR = Projected area of round structural component in one face of the section (

m2 )

V = Basic wind speed for the structure location ( m/s )

h = Total height of structure ( m )

e = Solidity ratio

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

DF = Wind direction factor

1.0 for square cross section and normal wind direction

1 + 0.75 e for square cross section and + 45o wind direction

DR = Wind direction factor for round structural component in one face of the

section

b. Wind load calculation of parabolic antenna :

Fa = Ca . A . Kz . GH . V2

Fs = Cs . A . Kz . GH . V2

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

Ha = v ( Fa2 + Fs2 )

Mt = Fa . X + Fs . Y + M.

Where :

Fa = Axial Force ( lb )

Fs = Side Force ( lb )

M = Twisting Moment ( ft-lb )

Ca = Wind Load Coefficient

Cs = Wind Load Coefficient

Cm = Wind Load Coefficient

Ha = Wind load antenna ( lb )

Mt = Total twisting moment ( ft-lb )

V = Wind Velocity ( mph )

A = Normal projected area of antenna (ft2 )

D = Antenna diameter ( ft )

X = The offset of the mounting pipe ( ft )

Y = The distance on the reflector axis from the reflector vertex to the center of

the mounting pipe ( ft )

c. Load Combination

According to EIA Standard EIA – 222 – F, only the following load combination

shall be investigated when calculating the maximum member stresses and

structure reactions :

D1 + Wo

Where :

D1 = Dead weight of the structure and appurtenances

Wo = Design wind load on the structure, appurtenances, etc.

3. Properties of Loading

$name type Dim mass af asf aice zre xcg xicg fcx fcy fzm icon dx dy dz

$ (units) m kg m2 m2 m2 m m m

RU BOX .52 50 .24 .13 0 0 0 0 1 1 1 100 .29 .46 0.52 $RU Micro BTS

ANTEN CYL 2.03 23.4 .57 .035 0 0 0 0 1 1 1 14 .125 .28 2.033 $ Sector Antenna

UPS BOX 1.3 300 .85 .42 0 0 0 0 1 1 1 100 .65 .65 1.3 $UPS

REC BOX .965 200 .67 .46 0 0 0 0 1 1 1 100 .66 .695 .965 $Rectifier KWH2

BOX .455 8 .16 .07 0 0 0 0 1 1 1 100 .19 .36 .455 $KWH

ACPDB2 BOX .49 8 .15 .06 0 0 0 0 1 1 1 100 .2 .3 .49 $ACPDB

LAMP2 CYL .3 15 .06 .05 0 0 0 0 1 1 1 33 .25 .2 .3 $ LAMP

OTBBOX .22 2 .05 .02 0 0 0 0 1 1 1 100 .1 .22 .22 $OTB

Where : name : Name by which the antenna is referenced in the TWR file. coeff : Name of set of coefficients to be used in calculating the projected area and wind resistance of

the antenna. dim : Reference dimension, in m, normally the dish diameter, used in computing forces and

moments about the antenna axes and the BS 8100 gust factor for the antenna. mass : Mass of the ancillary, in kg. af : Frontal area of the antenna, in m2. asf : Side area of antenna, in m2. This will be used to compute the projected area of the antenna at

different angles if the projected area coefficients are zero. In this case, the projected area will be computed as: af × cos²(angle) + asf × sin²(angle)

aice : Surface area of a the antenna that may be coated with ice, in m2. Used in computing the weight of ice on an iced antenna.

zref : Z dimension from the antenna origin for wind loads and the level of the antenna in the TWR file, in m. Usually, either the centerline of radiation or the mounting level of the antenna.

xcg : Horizontal offset from the antenna origin to the center of gravity of the un-iced antenna, in m. xicg : Horizontal offset from the antenna origin to the center of gravity of a uniform ice coating on

the antenna in m. fcx : Correction factor to be applied to drag coefficient for drag force along the axis of the antenna. fcy : Correction factor to be applied to drag coefficient for horizontal drag force normal to the axis

of the antenna. fzm : Correction factor to be applied to drag coefficient for yawing moment (twisting about the

vertical axis of the antenna). ishape : Shape code for the antenna, used to select a symbol for plotting.

4. Cable Ladder Load

- Cables with diameter 5/8 “, weight 1 kg/m

- Cables with diameter 7/8 “ from, weight 3 kg/m

- Cables with diameter 1 7/8 “ from, weight 4 kg/m

5. Worker Load

- Horizontal members must be safe for worker and his tools 100 kg at middle span

- Bordes / platform must be safe for distributed load 200 kg/m2

B. STRENGTH ASESSMENT

The tower members shall be designed according to EIA /. TIA – 222 – F

C. SLENDERNESS RATIO

Limiting values of effective slenderness ratio (KL/r) of compression member shall

be 120 for legs, 200 for bracing, 250 for redundant. Redundant is defined as members

used solely to reduce slenderness of others members.

D. MATERIAL

Tower structure material shall conform to JIS or other equivalent standard.

Material Standard Grade Fy (MPa) Fu (MPa)

Pipe ASTM A53/ JIS G3444 SS400 245 400

Angle and Plate ASTM A36/ JIS G3103 SS400 245 400

Bolt ASTM A325/JIS B1051 8.8 - 800

Anchor ASTM 307 / JIS G3112 - 240 400

Welded AWS D1.1 E.7018 - 345 -

Note : Bolt JIS grade 8.8 is equivalent to ASTM A325.

E. STRUCTURAL ANALYSIS

Three dimensional structure analysis should be applied to determine tower

member stresses. The analysis is carried out by computer program on the basis of a

valid stress analysis program. Moment of inertia is reduced with 0.1 factor since the

tower is design is based on the axial analysis.

F. OPERATIONAL CONDITION

Maximum twist and sway is 1 degree at 80 km/hour operational wind velocity,

maximum vertical displacement H/1000, and maximum horizontal displacement H/200,

where H is height tower.

3. ANALYSIS

MONOPOLE 13 M

STRUCTURAL ANALYSIS REPORT

MONOPOLE 13 M:

A. GEOMETRI

B. ANALYSIS INPUT DATA

C. STRENGTH ASSESSMENT

D. SUPPORT REACTION

E. TWIST AND SWAY

F. DISPLACEMENT

A. GEOMETRI

X Y

Z

theta: 300 phi: 30

Civil Engineering Job: Tapered-Pole 13 mTAPERED POLE 13 M 2 TENANT 120 KPH

8 Feb 201303:39 PM

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XY

Z

theta: 180 phi: 0


8 Feb 201303:39 PM


X Y

Z

theta: 270 phi: 0


8 Feb 201303:39 PM


X

Y

Ztheta: 0 phi: 90


8 Feb 201303:39 PM


B. ANALYSIS INPUT DATA

Civil Engineering Page 1 of 18 Feb 2013

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TITL1 Tapered Pole 13 mTITL2 2 Tenant 120 Kph

UNITS 1PROFILEFACES 1

WBASE 0.380RLBAS 0.0000

PANEL 1 HT 1.000 TW 0.200 FACE SH1 LEG 1 R1 37PANEL 2 HT 1.000 TW 0.215 FACE SH1 LEG 2 R1 37PANEL 3 HT 1.000 TW 0.230 FACE SH1 LEG 3 R1 37PANEL 4 HT 1.000 TW 0.245 FACE SH1 LEG 4 R1 37PANEL 5 HT 1.000 TW 0.260 FACE SH1 LEG 5 R1 37PANEL 6 HT 1.000 TW 0.275 FACE SH1 LEG 6 R1 37PANEL 7 HT 1.000 TW 0.290 FACE SH1 LEG 7 R1 37PANEL 8 HT 1.000 TW 0.305 FACE SH1 LEG 8 R1 37PANEL 9 HT 1.000 TW 0.320 FACE SH1 LEG 9 R1 37PANEL 10 HT 1.000 TW 0.335 FACE SH1 LEG 10 R1 37PANEL 11 HT 1.000 TW 0.350 FACE SH1 LEG 11 R1 37PANEL 12 HT 1.000 TW 0.365 FACE SH1 LEG 12 R1 37PANEL 13 HT 1.000 TW 0.380 FACE SH1 LEG 13 R1 37

ENDSECTIONS LIB TAPERED-PO 1 POLY1.200x6 FY 245.0 2 POLY2.215x6 FY 245.0 3 POLY3.230x6 FY 245.0 4 POLY4.245x6 FY 245.0 5 POLY5.260x6 FY 245.0 6 POLY6.275x6 FY 245.0 7 POLY7.290x6 FY 245.0 8 POLY8.305x6 FY 245.0 9 POLY9.320x6 FY 245.0 10 POLY10.335x8 FY 245.0 11 POLY11.350x8 FY 245.0 12 POLY12.365x8 FY 245.0 13 POLY13.380x8 FY 245.0 37 DUMMY FY 245.0END

SUPPORT COORD 0.0 0.0 0.0 FIXEDEND

EOF


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PARAMETERS ANGN 90.0 CODE EIA222 VB 33.3

END

LOADS

CASE 100 Weight of tower plus ancillaries DL

CASE 200 Wind load Zero Degrees WL ANGLE 0

CASE 210 Wind load 45 Degrees WL ANGLE 45







CASE 400 Max. Tower Weight COMBIN 100 1.0

CASE 500 Wind Load at 0 Degrees COMBIN 100 1.0 COMBIN 200 1.0








END

ANCILLARIES

LINEAR LIBR P:LIN

LARGE LIBR P:ANC


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$antena sector 6 unit Heigth 12 PROP1-SECTOR XA 0.00 YA 0.50 ZA 12.00 lib ANTEN ANG 000 AMASS 15 $ Proposed Antenna PROP2-SECTOR XA 0.40 YA 0.30 ZA 12.00 lib ANTEN ANG 060 AMASS 15 $ Proposed Antenna PROP3-SECTOR XA 0.40 YA -0.30 ZA 12.00 lib ANTEN ANG 120 AMASS 15 $ Proposed Antenna PROP4-SECTOR XA 0.00 YA -0.50 ZA 12.00 lib ANTEN ANG 180 AMASS 15 $ Proposed Antenna PROP5-SECTOR XA -0.40 YA -0.30 ZA 12.00 lib ANTEN ANG 240 AMASS 15 $ Proposed Antenna PROP6-SECTOR XA -0.40 YA 0.30 ZA 12.00 lib ANTEN ANG 300 AMASS 15 $ Proposed Antenna$6 unit RU RU1 XA 0.00 YA 0.40 ZA 08.00 lib RU ANG 000 AMASS 15 $ Proposed RU RU2 XA 0.40 YA 0.20 ZA 08.00 lib RU ANG 060 AMASS 15 $ Proposed RU RU3 XA 0.40 YA -0.20 ZA 08.00 lib RU ANG 120 AMASS 15 $ Proposed RU RU4 XA 0.00 YA -0.40 ZA 08.00 lib RU ANG 180 AMASS 15 $ Proposed RU RU5 XA -0.40 YA -0.20 ZA 08.00 lib RU ANG 240 AMASS 15 $ Proposed RU RU6 XA -0.40 YA 0.20 ZA 08.00 lib RU ANG 300 AMASS 15 $ Proposed RU$ 2 unit LAMP LAMP1 XA 1.25 YA 0.00 ZA 9.00 lib LAMP2 ANG 090 AMASS 15 $ Proposed LAMP LAMP2 XA -1.25 YA 0.00 ZA 9.00 lib LAMP2 ANG 270 AMASS 15 $ Proposed LAMP$ 1 unit ACPDB ACPDB XA 0.3 YA 0.00 ZA 3.00 lib ACPDB2 ANG 090 AMASS 10 $ Proposed ACPDB$ 1 unit OTB OTB XA -0.3 YA 0.00 ZA 3.00 lib OTB ANG 270 AMASS 10 $ Proposed OTB$ 1 unit KWH BOX KWH XA 0.0 YA 0.30 ZA 2.50 lib KWH2 ANG 000 AMASS 10 $ Proposed KWH BOX$ 1 unit RECTIFIER REC XA -0.3 YA 0.00 ZA 2.00 lib REC ANG 270 AMASS 50 $ Proposed RECTIFIER$ 1 unit UPS UPS XA 0.3 YA 0.00 ZA 2.00 lib UPS ANG 090 AMASS 10 $ Proposed RECTIFIER

END

END$name type Dim mass af asf aice zre xcg xicg fcx fcy fzm icon dx dy dz$ (units) m kg m2 m2 m2 m m m

$ RU BOX .52 50 .24 .13 0 0 0 0 1 1 1 100 .29 .46 0.52 $RU Micro BTS$ ANTEN CYL 2.03 23.4 .57 .035 0 0 0 0 1 1 1 14 .125 .28 2.033 $ Sector Antenna$ UPS BOX 1.3 300 .85 .42 0 0 0 0 1 1 1 100 .65 .65 1.3 $UPS$ REC BOX .965 200 .67 .46 0 0 0 0 1 1 1 100 .66 .695 .965 $Rectifier$ KWH2 BOX .455 8 .16 .07 0 0 0 0 1 1 1 100 .19 .36 .455 $KWH$ ACPDB2 BOX .49 8 .15 .06 0 0 0 0 1 1 1 100 .2 .3 .49 $ACPDB$ LAMP2 CYL .3 15 .06 .05 0 0 0 0 1 1 1 33 .25 .2 .3 $ LAMP$ OTB BOX .22 2 .05 .02 0 0 0 0 1 1 1 100 .1 .22 .22 $OTB

C. STRENGTH ASSESSMENT


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MSTOWER V6 Dev Member checking to EIA-222-F

Job: TAPERED-POLE 13 M Date: 08-FEB-13 15:38:46

TAPERED POLE 13 M 2 TENANT 120 KPH

-- L O A D C A S E S --Case Y/N Title 100 N WEIGHT OF TOWER PLUS ANCILLARIES 200 N WIND LOAD ZERO DEGREES 210 N WIND LOAD 45 DEGREES 220 N WIND LOAD 90 DEGREES 230 N WIND LOAD 135 DEGREES 240 N WIND LOAD 180 DEGREES 250 N WIND LOAD 225 DEGREES 260 N WIND LOAD 270 DEGREES 270 N WIND LOAD 315 DEGREES 400 Y MAX. TOWER WEIGHT 500 Y WIND LOAD AT 0 DEGREES 510 Y WIND LOAD AT 45 DEGREES 520 Y WIND LOAD AT 90 DEGREES 530 Y WIND LOAD AT 135 DEGREES 540 Y WIND LOAD AT 180 DEGREES 550 Y WIND LOAD AT 225 DEGREES 560 Y WIND LOAD AT 270 DEGREES 570 Y WIND LOAD AT 315 DEGREES

Y = Cases to be checked N = Not Used

Report Units: Dims., lengths, areas ... mm, mm2 Forces ..................... kN Moments, Torques ........... kNm Stresses ..............N/mm2 (MPa)

Allowable stresses to EIA-222-F. Overstress factor for WL: 1.330 Safety factor for guys: 2.000 Symbols: fy = yield stress nb = no. bolts in end connection. C = Section 5.7 sub-clause used for KL/r. KL/r= Section 5.7.4 slenderness ratio. x/y/v=buckling axis. P = Axial force in member, kN. c=compression f = Axial stress in member, MPa. F = Allowable stress, MPa. * = Stress ratio > 1.0 # = Exceeds code slenderness ratio

NB: The design approach of EIA-222-F is based on working stress methods.

Shaft Members - Cross-section: Octagonal

Memb Ht D t fy LC P Mx My Mr T fa fb Fa Fb ratio 1 12.0 200.0 6.0 245.0 570 0 0 0 0 0 0.0 0.8 147.0 147.0 0 0.005 101 11.0 215.0 6.0 245.0 560 3 0 6 6 0 0.7 24.8 147.0 147.0 0 0.173 201 10.0 230.0 6.0 245.0 560 3 0 11 11 0 0.7 43.7 147.0 147.0 0 0.302 301 9.0 245.0 6.0 245.0 560 3 0 17 17 0 0.7 58.9 147.0 147.0 0 0.406 401 8.0 260.0 6.0 245.0 560 4 0 24 24 0 0.9 71.8 147.0 147.0 0 0.495 501 7.0 275.0 6.0 245.0 560 9 0 33 33 0 1.6 89.9 147.0 147.0 0 0.622 601 6.0 290.0 6.0 245.0 560 9 0 43 43 0 1.6 104.7 147.0 147.0 0 0.723 701 5.0 305.0 6.0 245.0 560 9 0 54 54 0 1.6 117.0 147.0 147.0 0 0.807 801 4.0 320.0 6.0 245.0 560 10 0 65 65 0 1.6 127.3 147.0 147.0 0 0.877 901 3.0 335.0 8.0 245.0 560 11 0 76 76 0 1.2 104.0 147.0 147.0 0 0.716 1001 2.0 350.0 8.0 245.0 540 12 89 0 89 0 1.3 110.5 147.0 147.0 0 0.761 1101 1.0 365.0 8.0 245.0 560 18 0 105 105 0 1.9 120.5 147.0 147.0 0 0.832 1201 0.0 380.0 8.0 245.0 560 19 0 122 122 0 1.9 128.8 147.0 147.0 0 0.889

X Y

Z

theta: 300 phi: 30


8 Feb 201303:41 PM


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

D. SUPPORT REACTION


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

Job: Tapered-Pole 13 m

Title: TAPERED POLE 13 M 2 TENANT 120 KPHType: Space frameDate: 08-FEB-13Time: 15:40:44

Nodes ............................. 53Members ........................... 52Spring supports ................... 0Sections .......................... 14Materials ......................... 1Primary load cases ................ 9Combination load cases ............ 9

Analysis: Linear elastic

NODE TABLE NOT PRINTED

MEMBER TABLE NOT PRINTED

SECTION PROPERTY TABLE NOT PRINTED

MATERIAL TABLE NOT PRINTED

C O N D I T I O N N U M B E R

Maximum condition number: 6.636E+02 at node: 1 DOFN: 1

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

CASE 400: MAX. TOWER WEIGHT

Node Force-X Force-Y Force-Z Moment-X Moment-Y Moment-Z kN kN kN kNm kNm kNm 1202 0.000 0.000 18.997 0.053 -0.194 0.000

SUM: 0.000 0.000 18.997 (all nodes)

(Reactions act on structure in positive global axis directions.)


CASE 500: WIND LOAD AT 0 DEGREES

Node Force-X Force-Y Force-Z Moment-X Moment-Y Moment-Z kN kN kN kNm kNm kNm 1202 0.000 17.342 18.997 -122.097 -0.194 0.192

SUM: 0.000 17.342 18.997 (all nodes)




Node Force-X Force-Y Force-Z Moment-X Moment-Y Moment-Z kN kN kN kNm kNm kNm 1202 11.293 11.293 18.997 -83.717 83.576 0.041

SUM: 11.293 11.293 18.997 (all nodes)




Node Force-X Force-Y Force-Z Moment-X Moment-Y Moment-Z kN kN kN kNm kNm kNm 1202 17.342 0.000 18.997 0.053 121.956 -0.110

SUM: 17.342 0.000 18.997 (all nodes)




Node Force-X Force-Y Force-Z Moment-X Moment-Y Moment-Z kN kN kN kNm kNm kNm 1202 11.293 -11.293 18.997 83.823 83.576 -0.151

SUM: 11.293 -11.293 18.997 (all nodes)




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Node Force-X Force-Y Force-Z Moment-X Moment-Y Moment-Z kN kN kN kNm kNm kNm 1202 0.000 -17.342 18.997 122.203 -0.194 -0.192

SUM: 0.000 -17.342 18.997 (all nodes)




Node Force-X Force-Y Force-Z Moment-X Moment-Y Moment-Z kN kN kN kNm kNm kNm 1202 -11.293 -11.293 18.997 83.823 -83.965 -0.041

SUM: -11.293 -11.293 18.997 (all nodes)




Node Force-X Force-Y Force-Z Moment-X Moment-Y Moment-Z kN kN kN kNm kNm kNm 1202 -17.342 0.000 18.997 0.053 -122.344 0.110

SUM: -17.342 0.000 18.997 (all nodes)




Node Force-X Force-Y Force-Z Moment-X Moment-Y Moment-Z kN kN kN kNm kNm kNm 1202 -11.293 11.293 18.997 -83.717 -83.965 0.151

SUM: -11.293 11.293 18.997 (all nodes)


E. TWIST AND SWAY


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ANCILLARY ROTATIONS

-- L O A D C A S E S --Case Y/N Title 100 N WEIGHT OF TOWER PLUS ANCILLARIES 200 N WIND LOAD ZERO DEGREES 210 N WIND LOAD 45 DEGREES 220 N WIND LOAD 90 DEGREES 230 N WIND LOAD 135 DEGREES 240 N WIND LOAD 180 DEGREES 250 N WIND LOAD 225 DEGREES 260 N WIND LOAD 270 DEGREES 270 N WIND LOAD 315 DEGREES 400 Y MAX. TOWER WEIGHT 500 Y WIND LOAD AT 0 DEGREES 510 Y WIND LOAD AT 45 DEGREES 520 Y WIND LOAD AT 90 DEGREES 530 Y WIND LOAD AT 135 DEGREES 540 Y WIND LOAD AT 180 DEGREES 550 Y WIND LOAD AT 225 DEGREES 560 Y WIND LOAD AT 270 DEGREES 570 Y WIND LOAD AT 315 DEGREES

Y = Cases to be checked N = Not Used

ENVELOPE OF TOWER ROTATIONS (Degrees) Pt Height LC X-Rot LC Y_Rot LC Z-Rot

ROTATIONS OF ANCILLARY AXES (Degrees) Ancillary Height Bearing Case Rot-x Rot-y Rot-z PROP1-SECTOR 12.000 0.000 400 0.0007 0.0003 0.0000 500 0.0007 0.7814 0.0004 510 0.5469 0.5473 0.0001 520 0.7810 0.0003 0.0003 530 0.5469 0.5479 0.0004 540 0.0007 0.7820 0.0004 550 0.5483 0.5479 0.0001 560 0.7824 0.0003 0.0003 570 0.5483 0.5473 0.0004 PROP2-SECTOR 12.000 60.000 400 0.0001 0.0007 0.0000 500 0.6771 0.3901 0.0004 510 0.2005 0.7473 0.0001 520 0.3908 0.6763 0.0003 530 0.7479 0.1997 0.0004 540 0.6769 0.3916 0.0004 550 0.2004 0.7488 0.0001 560 0.3910 0.6777 0.0003 570 0.7481 0.2012 0.0004 PROP3-SECTOR 12.000 120.000 400 0.0006 0.0004 0.0000 500 0.6764 0.3913 0.0004 510 0.7475 0.2000 0.0001 520 0.3903 0.6765 0.0003 530 0.2010 0.7476 0.0004 540 0.6776 0.3904 0.0004 550 0.7486 0.2009 0.0001 560 0.3914 0.6774 0.0003 570 0.1999 0.7485 0.0004 PROP4-SECTOR 12.000 180.000 400 0.0007 0.0003 0.0000 500 0.0007 0.7814 0.0004 510 0.5469 0.5473 0.0001 520 0.7810 0.0003 0.0003 530 0.5469 0.5479 0.0004 540 0.0007 0.7820 0.0004 550 0.5483 0.5479 0.0001 560 0.7824 0.0003 0.0003 570 0.5483 0.5473 0.0004 PROP5-SECTOR 12.000 240.000 400 0.0001 0.0007 0.0000 500 0.6771 0.3901 0.0004 510 0.2005 0.7473 0.0001 520 0.3908 0.6763 0.0003 530 0.7479 0.1997 0.0004 540 0.6769 0.3916 0.0004 550 0.2004 0.7488 0.0001 560 0.3910 0.6777 0.0003 570 0.7481 0.2012 0.0004 PROP6-SECTOR 12.000 300.000 400 0.0006 0.0004 0.0000 500 0.6764 0.3913 0.0004 510 0.7475 0.2000 0.0001


3:38 PM


520 0.3903 0.6765 0.0003 530 0.2010 0.7476 0.0004 540 0.6776 0.3904 0.0004 550 0.7486 0.2009 0.0001 560 0.3914 0.6774 0.0003 570 0.1999 0.7485 0.0004 RU1 8.000 0.000 400 0.0007 0.0003 0.0000 500 0.0007 0.6230 0.0004 510 0.4352 0.4356 0.0001 520 0.6226 0.0003 0.0003 530 0.4353 0.4362 0.0004 540 0.0007 0.6235 0.0004 550 0.4366 0.4362 0.0001 560 0.6239 0.0003 0.0003 570 0.4366 0.4356 0.0004 RU2 8.000 60.000 400 0.0001 0.0007 0.0000 500 0.5398 0.3109 0.0004 510 0.1597 0.5947 0.0001 520 0.3115 0.5390 0.0003 530 0.5954 0.1588 0.0004 540 0.5397 0.3124 0.0004 550 0.1595 0.5962 0.0001 560 0.3117 0.5405 0.0003 570 0.5956 0.1603 0.0004 RU3 8.000 120.000 400 0.0006 0.0004 0.0000 500 0.5392 0.3121 0.0004 510 0.5949 0.1591 0.0001 520 0.3111 0.5393 0.0003 530 0.1601 0.5950 0.0004 540 0.5403 0.3112 0.0004 550 0.5961 0.1600 0.0001 560 0.3122 0.5402 0.0003 570 0.1590 0.5959 0.0004 RU4 8.000 180.000 400 0.0007 0.0003 0.0000 500 0.0007 0.6230 0.0004 510 0.4352 0.4356 0.0001 520 0.6226 0.0003 0.0003 530 0.4353 0.4362 0.0004 540 0.0007 0.6235 0.0004 550 0.4366 0.4362 0.0001 560 0.6239 0.0003 0.0003 570 0.4366 0.4356 0.0004 RU5 8.000 240.000 400 0.0001 0.0007 0.0000 500 0.5398 0.3109 0.0004 510 0.1597 0.5947 0.0001 520 0.3115 0.5390 0.0003 530 0.5954 0.1588 0.0004 540 0.5397 0.3124 0.0004 550 0.1595 0.5962 0.0001 560 0.3117 0.5405 0.0003 570 0.5956 0.1603 0.0004 RU6 8.000 300.000 400 0.0006 0.0004 0.0000 500 0.5392 0.3121 0.0004 510 0.5949 0.1591 0.0001 520 0.3111 0.5393 0.0003 530 0.1601 0.5950 0.0004 540 0.5403 0.3112 0.0004 550 0.5961 0.1600 0.0001 560 0.3122 0.5402 0.0003 570 0.1590 0.5959 0.0004 LAMP1 9.000 90.000 400 0.0003 0.0007 0.0000 500 0.6822 0.0007 0.0004 510 0.4774 0.4770 0.0001 520 0.0003 0.6818 0.0003 530 0.4779 0.4770 0.0004 540 0.6827 0.0007 0.0004 550 0.4779 0.4783 0.0001 560 0.0003 0.6831 0.0003 570 0.4774 0.4783 0.0004 LAMP2 9.000 270.000 400 0.0003 0.0007 0.0000 500 0.6822 0.0007 0.0004 510 0.4774 0.4770 0.0001 520 0.0003 0.6818 0.0003 530 0.4779 0.4770 0.0004 540 0.6827 0.0007 0.0004 550 0.4779 0.4783 0.0001 560 0.0003 0.6831 0.0003 570 0.4774 0.4783 0.0004 ACPDB 3.000 90.000 400 0.0003 0.0007 0.0000 500 0.2261 0.0007 0.0004


3:38 PM


510 0.1570 0.1566 0.0001 520 0.0003 0.2258 0.0003 530 0.1576 0.1566 0.0004 540 0.2267 0.0007 0.0004 550 0.1576 0.1580 0.0001 560 0.0003 0.2271 0.0003 570 0.1570 0.1580 0.0004 OTB 3.000 270.000 400 0.0003 0.0007 0.0000 500 0.2261 0.0007 0.0004 510 0.1570 0.1566 0.0001 520 0.0003 0.2258 0.0003 530 0.1576 0.1566 0.0004 540 0.2267 0.0007 0.0004 550 0.1576 0.1580 0.0001 560 0.0003 0.2271 0.0003 570 0.1570 0.1580 0.0004 KWH 2.500 0.000 400 0.0007 0.0003 0.0000 500 0.0007 0.2261 0.0004 510 0.1566 0.1570 0.0001 520 0.2258 0.0003 0.0003 530 0.1566 0.1576 0.0004 540 0.0007 0.2267 0.0004 550 0.1580 0.1576 0.0001 560 0.2271 0.0003 0.0003 570 0.1580 0.1570 0.0004 REC 2.000 270.000 400 0.0002 0.0006 0.0000 500 0.1534 0.0006 0.0004 510 0.1061 0.1056 0.0001 520 0.0002 0.1530 0.0002 530 0.1064 0.1056 0.0003 540 0.1538 0.0006 0.0004 550 0.1064 0.1069 0.0001 560 0.0002 0.1542 0.0002 570 0.1061 0.1069 0.0003 UPS 2.000 90.000 400 0.0002 0.0006 0.0000 500 0.1534 0.0006 0.0004 510 0.1061 0.1056 0.0001 520 0.0002 0.1530 0.0002 530 0.1064 0.1056 0.0003 540 0.1538 0.0006 0.0004 550 0.1064 0.1069 0.0001 560 0.0002 0.1542 0.0002 570 0.1061 0.1069 0.0003

F. DISPLACEMENT



3:37 PM


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

Job: Tapered-Pole 13 m

Title: TAPERED POLE 13 M 2 TENANT 120 KPHType: Space frameDate: 08-FEB-13Time: 15:36:38

Nodes ............................. 53Members ........................... 52Spring supports ................... 0Sections .......................... 14Materials ......................... 1Primary load cases ................ 9Combination load cases ............ 9

Analysis: Linear elastic

NODE TABLE NOT PRINTED

MEMBER TABLE NOT PRINTED

SECTION PROPERTY TABLE NOT PRINTED

MATERIAL TABLE NOT PRINTED

C O N D I T I O N N U M B E R

Maximum condition number: 6.636E+02 at node: 1 DOFN: 1

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

CASE 400: MAX. TOWER WEIGHT

Node X-Disp Y-Disp Z-Disp X-Rotn Y-Rotn Z-Rotn m m m rad rad rad 1 0.0001 0.0001 -0.0001 0.00000 0.00001 0.00000



Node X-Disp Y-Disp Z-Disp X-Rotn Y-Rotn Z-Rotn m m m rad rad rad 1 0.0001 -0.1076 -0.0001 0.01365 0.00001 -0.00001



Node X-Disp Y-Disp Z-Disp X-Rotn Y-Rotn Z-Rotn m m m rad rad rad 1 -0.0751 -0.0752 -0.0001 0.00956 -0.00955 0.00000



Node X-Disp Y-Disp Z-Disp X-Rotn Y-Rotn Z-Rotn m m m rad rad rad 1 -0.1075 0.0001 -0.0001 0.00000 -0.01364 0.00001



Node X-Disp Y-Disp Z-Disp X-Rotn Y-Rotn Z-Rotn m m m rad rad rad 1 -0.0751 0.0753 -0.0001 -0.00957 -0.00955 0.00001



Node X-Disp Y-Disp Z-Disp X-Rotn Y-Rotn Z-Rotn m m m rad rad rad 1 0.0001 0.1077 -0.0001 -0.01366 0.00001 0.00001



Node X-Disp Y-Disp Z-Disp X-Rotn Y-Rotn Z-Rotn m m m rad rad rad 1 0.0754 0.0753 -0.0001 -0.00957 0.00958 0.00000



3:37 PM




Node X-Disp Y-Disp Z-Disp X-Rotn Y-Rotn Z-Rotn m m m rad rad rad 1 0.1078 0.0001 -0.0001 0.00000 0.01366 -0.00001



Node X-Disp Y-Disp Z-Disp X-Rotn Y-Rotn Z-Rotn m m m rad rad rad 1 0.0754 -0.0752 -0.0001 0.00956 0.00958 -0.00001

4. BOLT AND BASE PLATE

PT. LAKSANA TEHNIKA UTAMA

BOLT AND BASE PLATE

A. MATERIAL

Material : Bolt grade A325 equivalent to JIS B1180

Yield strength of steel :

fy 240MPa:=

Allowable tensile stress of bolt :

Ft 140 MPa⋅:=

Allowable shear stress (bearing) of bolt :

Fv 71.4 MPa⋅:=

Compressive strength of concrete :

fc 22.5MPa:=

B. SUPPORT REACTION

Total compression at tower base per one leg :

P 18.997kN:=

P 1937.155 kgf⋅=

Total uplift force at tower base per one leg :

T 122.344kN:=

T 12475.616 kgf⋅=

Total shear force at tower base per one leg :

Fx 17.342kN:= Fx 1768.392 kgf⋅=

Fy 17.342kN:= Fy 1768.392 kgf⋅=

S Fx2 Fy

2+:=

S 24525.29 N=

Anchor and Base Plate Monopole 13 m_120 Kph.xmcd

1 2/8/2013


C. BOLT

Number of bolt Base Plate per one Leg :

nbolt 8:=

Bolt Diameter :

dbolt 19mm:=

Total area cross cection of bolts :

Abolt nbolt 0.25⋅ π⋅ dbolt2⋅:=

Abolt 2268.23 mm2⋅=

Actual shear stress of bolt :

fvS

Abolt:=

fv 10.813 MPa⋅=

Resumeshear "NOT OK" fv Fv>if

"OK" fv Fv<if

:=

Resumeshear "OK"=

Allowable tensile stress for bolts subject to combined tension and shear :

Fts1 1.4 1.33× Ft 1.6fv−:=

Fts1 243.38 MPa⋅=

Fts2 Ft:=

Fts2 140 MPa⋅=

Minimum tensile stress used :

Fts min Fts1 Fts2, ( ):=

Fts 140 MPa⋅=


2 2/8/2013


Actual tensile stress of bolt :

ftT

Abolt:=

ft 53.938 MPa⋅=

Resumetensile "NOT OK" ft Ft>if

"OK" ft Ft<if

:=

Resumetensile "OK"=

Failur ratio :

Ratiofv

1.33Fv

ft1.33Ft

+:=

Ratio 0.404=

Resumeratio "NOT OK" Ratio 1>if

"OK" Ratio 1<if

:=

Resumeratio "OK"=

Use 8 Anchor with diameter φ = 19 mm OK !!!


3 2/8/2013


D. BASE PLATE

Number of anchor Base Plate per one Leg

nbolt 8=

Anchor Diameter :

dbolt 19 mm⋅=

Total compression at tower base :

P 18997 N=

Allowable bearing strength of the concrete :

Fp 0.35 fc⋅:=

Fp 7.875 MPa⋅=

Area of base plate required :

AbpPFp

:=

Abp 2412.317 mm2⋅=

Length of base plate required :

Bs Abp:=

Bs 49.115 mm⋅= used B 580mm:=

Actual bearing preasure :

fpP

B2:=

fp 0.056 MPa⋅=

Applied uplift force per anchor bolt :

TfT

nbolt:=

Tf 15293 N=


4 2/8/2013


Distance from bolt center line to the face of colomn :

b 150mm:=

Distance from bolt center line to the edges of base plate :

m 50mm:=

Bending Moment tributary to colomn by one bolt :

M T b⋅:=

M 187134.241 kgf cm⋅⋅=

Required thickness of base plate caused preasure force :

tp1 mfp

0.25 fy⋅:= tp1 1.534 mm⋅=

Required thickness of base plate caused tension force :

ZB 15.⋅ tp2

2⋅

6:=

tp2

0.75 fy⋅MZ

≥

0.75 fy⋅M

tp22 B⋅ 15.00⋅

6

≥

tp26M

B 15⋅ 0.75× fy⋅:= tp2 8.385 mm⋅=

Base Plate thickness required :

tp max tp1 tp2, ( ):=

tp 8.385 mm⋅=

Used Base Plate thickness t = 12 mm OK !!!


5 2/8/2013

Tower Analysis Report Monopole 13 M_2tenant_120kph

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