Kalkulasi Microcell 20m

8/17/2019 Kalkulasi Microcell 20m

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FINAL REPORT

GREEN FIELD

Design by :

PT. DUTACIPTA PAKARPERKASAJl. Panjang Jiwo 58

Surabaya - Indonesia

ENGINEERING DEPT.

PROPERTY OF PT. DUTA CIPTA PAKARPERKASA. IT MAY NOT THEREFORE BE

FOR WHICH IT WAS ISSUED BY PT. DUTACIPTA PAKARPERKASA

REPRODUCUED OR OTHERWISE MADE USE OF OTHER THAN FOR THE PURPOSE

THE INFORMATION CONTAINED IN THIS DOCUMENTS ARE THE CONFIDENTIAL

DESIGN CALCULATION

MICROCELL POLE.

24


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☼ DESIGN RESUME

☼ DESIGN CRITERIA

☼ INPUT DATA ( MS TOWER )

» Tower Geometry

» Tower Loading

☼ OUTPUT DATA ( MS TOWER )

» Stress Ratio

» Sway & Twist

» Support Reaction

☼ OUTLINE DRAWING

☼ APPENDIX

ONTENT LIST


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esign Resume

MONOPOLE - 24 M

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PT. DUTACIPTA PAKARPERKASA

qty elev. ( m )

Basic Wind Speed : 120 Kph Spec. GSM 2G Sector Antenna 3 pcs 35.00

(3 Second Gust) Spec. MW Ø 600 mm MW Antenna 1 pcs 35.50

Max. Displacement at wind speed : 84 Kph Spec. MW Ø 600 mm MW Antenna 1 pcs 34.50

Base level : 0 m Spec. Working Platform + 2Ring Mounting 1 pcs 34.50

Spec. Working Platform + 2Ring Mounting 1 pcs 22.50

Spec. Working Platform 1 pcs 10.00

Max. Stress Ratio :

LEG 0.709 < 1 OK!

Max. Ancillary rotation : 0.0035 < 0.5 degree OK!

Max.Sway : 0.426 < 0.5 degree OK!

Max. Displacement : 167.9 < H/200 180 mm OK!

Max. Support Reaction :

Fx : 46.210 KN

Fy : 42.973 KN

Fz : 131.967 KN

Mmax : 983.760 KNm

1. Stress Ratio is a comparis on between total stresses occ ured in members and allow able stresses of each members.

2. Ancillary Rotation is an angular rotation of structure in the horizontal plane.

3. Sway is an angular rotation of structure in the vertical plane.

Design

Check I

Check II

PT. DUTACIPTA PAKARPERKASA Approved by ;

SUMMARY DESIGN

MONOPOLE TOWER 24 M

LOADING DATA

NOTE

SUMMARY DESIGN

DESIGN STRUCTURAL PROJECT

Wind Load Antenna Load

References Document : Design Calculation For MONOPOLE20

m Rev.-Date 10/03/2016


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Design riteria

MONOPOLE - 20 M

GREEN FIELD


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PT. DUTA CIPTA PAKARPERKASA

STRUCTURAL ANALYSIS AND DESIGN

FOR SELF SUPPORTING TOWER

In compliance with the technical specification, the document describes

the minimum criteria for specifying and designing of tower.

I. STANDARD / REFERENCE

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

Antenna Towers and Antenna Supporting Structures.

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

c. ACI 318-89 Code - American Concrete Institute

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

II. MATERIALS SPECIFICATION

a. Steel Structure - Structure Type = Self Supporting Tower

b. Bolt & Nut

- Splice Bolts = ASTM A - 325 / JIS B1051 - Grade 8.8 fy = 560 Mpa

c. Anchor Bolt

- Grade of Anchor = ASTM A - 307 fy = 240 Mpa

d. First Coating

- Hot Dipped Galv. = ASTM A - 123 80 microns thickness

e. Concrete

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

f. Rebars

- Grade of rebars = BJTP ( dia. ≤ 12 mm ) fy = 240 Mpa

- Grade of rebars = BJTD ( dia. ≥ 13 mm ) fy = 390 Mpa

g. Welding Electrodes

- Minimum Grade of Welding Electrode = AWS A5.1 E60XX. fy = 345 Mpa

- Steel Shapes & Plates = ASTM A dia.40 / JIS G3101 fy = 245 Mpa

Prepared by : DE-Dept

10/03/2016


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III. LOADINGS

a. Dead Load

Consist of Weight of Tower structure including antenna, ladder

and appurtenances.

b. Wind Load

Calculated according to TIA / EIA - 222 - STANDARD : Structural

Standard for Steel Antenna Towers and Antenna Supporting Structures

The basic wind speed is based on peak gust velocity averaged over a short time

Basic wind speed = 120 kph (3 Second Gust)

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

the equation :

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

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

qz = Velocity pressure ( Pa )

= .613 Kz V2

for V in m/sKz = Exposure Coefficient

[z/10]2/7

for z in meters

1.00 < Kz


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c. Antennas Load and Top body part dimension.

Tower Structure considered to be able to support the antennas load as

table bellow :

elevation

m

1 GSM 2G Sectoral Antenna 35.00 3 pcs

2 MW Ant. Ø 0.6 m ( solid ) 35.50 1 pcs

3 MW Ant. Ø 0.6 m ( solid ) 34.50 1 pcs

4 Working Platform + 2 Mounting Ring 34.50 1 pcs

5 Working Platform + 2 Mounting Ring 22.50 1 pcs

6 Working Platform 10.00 1 pcs

IV. LOAD COMBINATION

According to AISC - ASD'89 Standard , only the following load combination shall be

investigated when calculating the maximum member stresses and structure reaction :

COMB 1 = DL

COMB 2 = DL+

LLCOMB 3 = DL + LL ± WL

Where ;

DL : Dead Load

LL : Live Load

WL : Wind Load

V. DESIGN TOLERANCES

The design / analysis tolerances are :

a. Allowable Stress Ratio = 1

b. Slenderness Ratio : Leg ≤ 150

Bracing ≤ 200

Redudant ≤ 250

c. Allowable Twist = 0.5 degree

d. Allowable Sway = 0.5 degree

e. Allowable Horizontal Displacement = H/200 ( H= Tower Height )

f. Verticality = H/2000 ( H= Tower Height )

No. Description Qty.


10/04/2010


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VI. ALLOWABLE UNIT STRESS

The unit stresses in the stucture membersdo not aceed the allowable unit stresses

for the materials as specified in the EIA standard EIA - 222

1. Tension

Ft = 0.60 Fy ( Kg/cm2 )

2. Shear

Fv = 0.40 Fy ( Kg/cm2 )

3. Compression

i ) On the gross section of axial loaded compression members when kl/r is less than Cc :

ii ) On the gross section of axial loaded compression member, when kl/r exceeds

4) Bending

Tension and compression on extreme fibers :

Fb = 0.66 Fy (Kg/cm2)5) Tension on Bolts

Fv = 0.60 Fy ( kg/cm2 )

6) Shear on Bolts

Fv = 0.30 Fy ( kg/cm2 )

7) Bearing on Bolts

Fp = 1.20 Fv ( kg/cm2)

Fy

E Ccwhere

cmKg

Cc

r kl

Cc

r kl

FyCc

r kl

Fa

2

2

3

33

2

2;

)/(

8

)/(

8

)(3

3

5

21

π

=

−+

⎥⎦

⎤⎢⎣

⎡−

=

)/(12 2

2

cmKgFy

E Fa

π

=


10/04/2010


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Input ata

MONOPOLE - 24 M

GREEN FIELD


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Civil Engineering Page 1 of 110 Apr 2010

8:45 AM

TITL1 TOWER BERSAMA

TITL2 MONOPOLE 36M

UNITS 1

PROFILE

FACES 1

WBASE 1.100

RLBAS 0.000

PANEL 1 HT 3.0000 TW 0.4450

FACE SH1 LEG 1 R1 47

PANEL 2 HT 3.0000 TW 0.5050


PANEL 3 HT 3.0000 TW 0.5660


PANEL 4 HT 3.0000 TW 0.6275


PANEL 5 HT 3.0000 TW 0.6875


PANEL 6 HT 3.0000 TW 0.7475


PANEL 7 HT 3.0000 TW 0.8100


PANEL 8 HT 3.0000 TW 0.8700


PANEL 9 HT 3.0000 TW 0.9300


PANEL 10 HT 3.0000 TW 0.9900


PANEL 11 HT 3.0000 TW 1.0550


PANEL 12 HT 3.0000 TW 1.1000


PANEL 13 HT 0.0000 TW 1.1000


END

SECTIONS

LIB MONOPOLE3

1 PG1.445x6 FY 245.00

2 PG2.455x6 FY 245.00

3 PG3.465x6 FY 245.00

4 PG4.475x6 FY 245.00

5 PG5.485x6 FY 245.00

6 PG6.495x6 FY 245.00

7 PG7.505x6 FY 245.00

8 PG8.515x6 FY 245.00

9 PG9.525x6 FY 245.00

10 PG10.535x6 FY 245.00

11 PG11.545x6 FY 245.00

12 PG12.555x6 FY 245.00

13 PG13.566x6 FY 245.00

14 PG14.578x6 FY 245.00

15 PG15.590x6 FY 245.00

16 PG16.602x6 FY 245.00

17 PG17.614x6 FY 245.00

18 PG18.628x6 FY 245.00

19 PG19.643x6 FY 245.00

20 PG20.658x6 FY 245.00

21 PG21.673x6 FY 245.00

22 PG22.688x6 FY 245.00

23 PG23.703x6 FY 245.00

24 PG24.718x6 FY 245.00

25 PG25.733x6 FY 245.00

26 PG26.748x6 FY 245.00

27 PG27.763x6 FY 245.00

28 PG28.778x6 FY 245.00

29 PG29.793x6 FY 245.00

30 PG30.810x8 FY 245.00

31 PG31.830x8 FY 245.00

32 PG32.850x8 FY 245.00

33 PG33.870x8 FY 245.00

34 PG34.890x8 FY 245.00

35 PG35.910x8 FY 245.00

36 PG36.930x8 FY 245.00

37 PG37.950x8 FY 245.00

38 PG38.970x8 FY 245.00

39 PG39.990x8 FY 245.00

40 PG40.1010x8 FY 245.00

41 PG41.1030x8 FY 245.00

42 PG42.1055x8 FY 245.00

43 PG43.1085x8 FY 245.00

44 PG44.1100x8 FY 245.00

45 PG45.1100x8 FY 245.00

46 PG46.1100x8 FY 245.00

47 DUMMY FY 245.00

END

SUPPORT

COORD 0.0 0.0 0.0 FIXED

END

EOF

.


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Tower oading

MICROCELL POLE - 20M

GREEN FIELD


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9:08 AM

$ from FILE TWRSTD.TWR$ prototype TWR file for square tower. Edit to your requirements

$ STATION$ HEIGHT$ NGR SP$ MAP No

$ STRUCTURE

$ TYPE:-$ MANUFACTURERS:-$ ANCILLARIES Drawings$ Amendments$$ CAD REF$ STRUCTURAL Drawings:-$

PARAMETERS

ANGN 90.0 $ Angle Anti-clockwise from X axis to North CODE EIA222 $ Code TIA/EIA222-F

ICE RO 0.0 RW 0.0 $ For icing ALTOP 0 $ SITE + TOWER HEIGHT for icing PSF-V 1.00 $ Partial safety factor for wind speed, BS8100 PSF-M 1.00 $ Partial safety factor for Material strength, BS8100 VB 27.78 $ Basic Wind Speed 120 Kph (Fastest Mile) OVERLAP 1 $ Allow for the overlap of members

END

LOADS CASE 100 Weight of tower plus ancillaries DL

CASE 200 wind at 0 to X axis WL ANGLX 0.0 NOICE








CASE 500 Max. tower weight COMBIN 100 1.000

CASE 520 TENSION: wind at 0 to X axis COMBIN 100 1.000 COMBIN 200 1.000

CASE 540 COMPRES: wind at 0 to X axis COMBIN 100 1.000 COMBIN 200 1.000



Civil Engineering Page 1 of 310 Mar 2016


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9:08 AM













END

ANCILLARIESLINEAR LIB L:BJA_Lin

LADDER XB 0.00 YB -1.00 ZB 0.00 XT 0.00 YT -0.50 ZT 35.0 LIB LD-POLE FACT 1 ANG 90 CTRAY XB 0.30 YB -0.80 ZB 0.00 XT 0.25 YT -0.35 ZT 35.0 LIB CTPOLE FACT 1 ANG 0 FEEDER-1 XB 0.35 YB -0.80 ZB 0.00 XT 0.30 YT -0.35 ZT 35.0 LIB FDRPOLE_3C FACT 1 ANG 0 FEEDER-2 XB -0.35 YB -0.80 ZB 0.00 XT -0.30 YT -0.35 ZT 35.0 LIB FDRPOLE_3C FACT 1 ANG 0

LARGE LIB L:BJA_Anc

SWANN-P1 XA 0.0 YA 0.0 ZA 35.500 lib SWANN-P3 ANG 180 SWANN-P2 XA 0.0 YA 0.0 ZA 34.500 lib SWANN-C1/2 ANG 180 SWANN-P3 XA 0.0 YA 0.0 ZA 25.000 lib SWANN-P4 ANG 180 SWANN-P4 XA 0.0 YA 0.0 ZA 22.500 lib SWANN-C1/2 ANG 180 SWANN-P5 XA 0.0 YA 0.0 ZA 10.000 lib SWANN-C1/2 ANG 180

$ MICROWAVE Antennas D 0.6 meter

MW1-0.6 XA -2.00 YA 0.00 ZA 35.50 LIB SH1PR-2 ANG 270 AMASS 100 MW2-0.6 XA -2.00 YA 0.00 ZA 34.50 LIB SH1PR-2 ANG 270 AMASS 100

$ GSM 2.5M

GSM-1 XA 0.00 YA 2.00 ZA 35.00 LIB A0305 ANG 0 AMASS 100 GSM-2 XA 2.00 YA 0.00 ZA 35.00 LIB A0305 ANG 90 AMASS 100 GSM-3 XA 0.00 YA -2.00 ZA 35.00 LIB A0305 ANG 180 AMASS 100



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9:08 AM

END

END



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MW1-0.6

SWANN-P1 GSM-3SWANN-P2 MW2-0.6 GSM-1 GSM-2

SWANN-P3

SWANN-P4

SWANN-P5

Civil EngineeringJob: MONOPOLE 20M

TOWER BERSAMA

MONOPOLE 20M

10 Mar 2016

08:46 AM


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XY

Z

theta: 105 phi: 15


TOWER BERSAMAMONOPOLE 20M

10 Mar 201608:46 AM


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Output ata

MICROCELL POLE - 20 M

GREEN FIELD


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Stress atio


GREEN FIELD


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8:45 AM

MSTOWER V6 Dev Member checking to EIA-222-F

TOWER BERSAMA MONOPOLE 36M

-- L O A D C A S E S --Case Y/N Title 100 N WEIGHT OF TOWER PLUS ANCILLARIES 200 N WIND AT 0 TO X AXIS 220 N WIND AT 45 TO X AXIS 240 N WIND AT 90 TO X AXIS 260 N WIND AT 135 TO X AXIS 280 N WIND AT 180 TO X AXIS 300 N WIND AT 225 TO X AXIS 320 N WIND AT 270 TO X AXIS 340 N WIND AT 315 TO X AXIS 500 Y MAX. TOWER WEIGHT 520 Y TENSION: WIND AT 0 TO X AXIS 540 Y COMPRES: WIND AT 0 TO X AXIS 560 Y TENSION: WIND AT 45 TO X AXIS 580 Y COMPRES: WIND AT 45 TO X AXIS

600 Y TENSION: WIND AT 90 TO X AXIS 620 Y COMPRES: WIND AT 90 TO X AXIS 640 Y TENSION: WIND AT 135 TO X AXIS 660 Y COMPRES: WIND AT 135 TO X AXIS 680 Y TENSION: WIND AT 180 TO X AXIS 700 Y COMPRES: WIND AT 180 TO X AXIS 720 Y TENSION: WIND AT 225 TO X AXIS 740 Y COMPRES: WIND AT 225 TO X AXIS 760 Y TENSION: WIND AT 270 TO X AXIS 780 Y COMPRES: WIND AT 270 TO X AXIS 800 Y TENSION: WIND AT 315 TO X AXIS 820 Y COMPRES: WIND AT 315 TO X AXIS

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: 12 sided polygon

Memb Ht D t fy LC P Mx My Mr T fa fb Fa Fb ratio 1 33.0 445.0 6.0 245.0 540 10 0 18 18 0 1.2 18.7 147.0 147.0 0 0.135 101 30.0 505.0 6.0 245.0 540 13 0 46 46 0 1.4 38.1 147.0 147.0 0 0.268 201 27.0 566.0 6.0 245.0 540 17 0 84 84 0 1.6 54.5 147.0 147.0 0 0.382 301 24.0 627.5 6.0 245.0 540 21 0 129 129 0 1.8 68.1 147.0 147.0 0 0.475 401 21.0 687.5 6.0 245.0 540 31 0 184 184 0 2.3 81.1 147.0 147.0 0 0.568 501 18.0 747.5 6.0 245.0 540 35 0 248 248 0 2.5 92.2 147.0 147.0 0 0.644 601 15.0 810.0 8.0 245.0 700 41 0 319 319 0 2.0 76.1 147.0 147.0 0 0.531 701 12.0 870.0 8.0 245.0 700 48 0 397 397 0 2.1 82.0 147.0 147.0 0 0.572 801 9.0 930.0 8.0 245.0 700 54 0 482 482 0 2.3 86.8 147.0 147.0 0 0.606 901 6.0 990.0 8.0 245.0 700 64 0 580 580 0 2.5 92.0 147.0 147.0 0 0.643 1001 3.0 1055.0 8.0 245.0 700 71 0 682 682 0 2.6 95.2 147.0 147.0 0 0.665 1101 0.0 1100.0 8.0 245.0 700 79 0 791 791 0 2.8 101.4 147.0 147.0 0 0.709


.

.


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XY

Z

theta: 105 phi: 15

Design Ratios - % of Code Capacity:


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Sway Twist


GREEN FIELD


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9:02 AM

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 AT 0 TO X AXIS 220 N WIND AT 45 TO X AXIS 240 N WIND AT 90 TO X AXIS 260 N WIND AT 135 TO X AXIS 280 N WIND AT 180 TO X AXIS 300 N WIND AT 225 TO X AXIS 320 N WIND AT 270 TO X AXIS 340 N WIND AT 315 TO X AXIS 500 Y MAX. TOWER WEIGHT 520 Y TENSION: WIND AT 0 TO X AXIS 540 Y COMPRES: WIND AT 0 TO X AXIS 560 Y TENSION: WIND AT 45 TO X AXIS 580 Y COMPRES: WIND AT 45 TO X AXIS 600 Y TENSION: WIND AT 90 TO X AXIS 620 Y COMPRES: WIND AT 90 TO X AXIS 640 Y TENSION: WIND AT 135 TO X AXIS 660 Y COMPRES: WIND AT 135 TO X AXIS 680 Y TENSION: WIND AT 180 TO X AXIS

700 Y COMPRES: WIND AT 180 TO X AXIS 720 Y TENSION: WIND AT 225 TO X AXIS 740 Y COMPRES: WIND AT 225 TO X AXIS 760 Y TENSION: WIND AT 270 TO X AXIS 780 Y COMPRES: WIND AT 270 TO X AXIS 800 Y TENSION: WIND AT 315 TO X AXIS 820 Y COMPRES: WIND AT 315 TO X AXIS

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 SWANN-P1 35.500 180.000 500 0.0317 0.0000 0.0000

520 0.4264 0.0000 0.0000 540 0.4264 0.0000 0.0000 560 0.3092 0.2626 0.0033 580 0.3092 0.2626 0.0033 600 0.0345 0.3696 0.0031 620 0.0345 0.3696 0.0031 640 0.2516 0.2631 0.0035 660 0.2516 0.2631 0.0035 680 0.3695 0.0000 0.0000 700 0.3695 0.0000 0.0000 720 0.2516 0.2631 0.0035 740 0.2516 0.2631 0.0035 760 0.0345 0.3696 0.0031 780 0.0345 0.3696 0.0031 800 0.3092 0.2626 0.0033 820 0.3092 0.2626 0.0033 SWANN-P2 34.500 180.000 500 0.0317 0.0000 0.0000

520 0.4264 0.0000 0.0000 540 0.4264 0.0000 0.0000 560 0.3092 0.2626 0.0033 580 0.3092 0.2626 0.0033 600 0.0345 0.3696 0.0031 620 0.0345 0.3696 0.0031 640 0.2516 0.2631 0.0035 660 0.2516 0.2631 0.0035 680 0.3695 0.0000 0.0000 700 0.3695 0.0000 0.0000 720 0.2516 0.2631 0.0035 740 0.2516 0.2631 0.0035 760 0.0345 0.3696 0.0031 780 0.0345 0.3696 0.0031 800 0.3092 0.2626 0.0033 820 0.3092 0.2626 0.0033 SWANN-P3 25.000 180.000 500 0.0087 0.0000 0.0000 520 0.3096 0.0000 0.0000 540 0.3096 0.0000 0.0000 560 0.2194 0.2009 0.0009 580 0.2194 0.2009 0.0009 600 0.0106 0.2815 0.0008



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9:02 AM

620 0.0106 0.2815 0.0008 640 0.2058 0.2012 0.0009 660 0.2058 0.2012 0.0009 680 0.2965 0.0000 0.0000 700 0.2965 0.0000 0.0000 720 0.2058 0.2012 0.0009 740 0.2058 0.2012 0.0009 760 0.0106 0.2815 0.0008 780 0.0106 0.2815 0.0008 800 0.2194 0.2009 0.0009 820 0.2194 0.2009 0.0009 SWANN-P4 22.500 180.000 500 0.0087 0.0000 0.0000 520 0.3096 0.0000 0.0000 540 0.3096 0.0000 0.0000 560 0.2194 0.2009 0.0009 580 0.2194 0.2009 0.0009 600 0.0106 0.2815 0.0008 620 0.0106 0.2815 0.0008 640 0.2058 0.2012 0.0009 660 0.2058 0.2012 0.0009 680 0.2965 0.0000 0.0000 700 0.2965 0.0000 0.0000 720 0.2058 0.2012 0.0009 740 0.2058 0.2012 0.0009

760 0.0106 0.2815 0.0008 780 0.0106 0.2815 0.0008 800 0.2194 0.2009 0.0009 820 0.2194 0.2009 0.0009 SWANN-P5 10.000 180.000 500 0.0016 0.0000 0.0000 520 0.1086 0.0000 0.0000 540 0.1086 0.0000 0.0000 560 0.0761 0.0718 0.0002 580 0.0761 0.0718 0.0002 600 0.0021 0.1001 0.0002 620 0.0021 0.1001 0.0002 640 0.0741 0.0719 0.0002 660 0.0741 0.0719 0.0002 680 0.1067 0.0000 0.0000 700 0.1067 0.0000 0.0000 720 0.0741 0.0719 0.0002 740 0.0741 0.0719 0.0002

760 0.0021 0.1001 0.0002 780 0.0021 0.1001 0.0002 800 0.0761 0.0718 0.0002 820 0.0761 0.0718 0.0002 MW1-0.6 35.500 270.000 500 0.0000 0.0317 0.0000 520 0.0000 0.4264 0.0000 540 0.0000 0.4264 0.0000 560 0.2626 0.3092 0.0033 580 0.2626 0.3092 0.0033 600 0.3696 0.0345 0.0031 620 0.3696 0.0345 0.0031 640 0.2631 0.2516 0.0035 660 0.2631 0.2516 0.0035 680 0.0000 0.3695 0.0000 700 0.0000 0.3695 0.0000 720 0.2631 0.2516 0.0035 740 0.2631 0.2516 0.0035

760 0.3696 0.0345 0.0031 780 0.3696 0.0345 0.0031 800 0.2626 0.3092 0.0033 820 0.2626 0.3092 0.0033 MW2-0.6 34.500 270.000 500 0.0000 0.0317 0.0000 520 0.0000 0.4264 0.0000 540 0.0000 0.4264 0.0000 560 0.2626 0.3092 0.0033 580 0.2626 0.3092 0.0033 600 0.3696 0.0345 0.0031 620 0.3696 0.0345 0.0031 640 0.2631 0.2516 0.0035 660 0.2631 0.2516 0.0035 680 0.0000 0.3695 0.0000 700 0.0000 0.3695 0.0000 720 0.2631 0.2516 0.0035 740 0.2631 0.2516 0.0035 760 0.3696 0.0345 0.0031 780 0.3696 0.0345 0.0031 800 0.2626 0.3092 0.0033 820 0.2626 0.3092 0.0033 GSM-1 35.000 0.000 500 0.0317 0.0000 0.0000



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9:02 AM

520 0.4264 0.0000 0.0000 540 0.4264 0.0000 0.0000 560 0.3092 0.2626 0.0033 580 0.3092 0.2626 0.0033 600 0.0345 0.3696 0.0031 620 0.0345 0.3696 0.0031 640 0.2516 0.2631 0.0035 660 0.2516 0.2631 0.0035 680 0.3695 0.0000 0.0000 700 0.3695 0.0000 0.0000 720 0.2516 0.2631 0.0035 740 0.2516 0.2631 0.0035 760 0.0345 0.3696 0.0031 780 0.0345 0.3696 0.0031 800 0.3092 0.2626 0.0033 820 0.3092 0.2626 0.0033 GSM-2 35.000 90.000 500 0.0000 0.0317 0.0000 520 0.0000 0.4264 0.0000 540 0.0000 0.4264 0.0000 560 0.2626 0.3092 0.0033 580 0.2626 0.3092 0.0033 600 0.3696 0.0345 0.0031 620 0.3696 0.0345 0.0031 640 0.2631 0.2516 0.0035

660 0.2631 0.2516 0.0035 680 0.0000 0.3695 0.0000 700 0.0000 0.3695 0.0000 720 0.2631 0.2516 0.0035 740 0.2631 0.2516 0.0035 760 0.3696 0.0345 0.0031 780 0.3696 0.0345 0.0031 800 0.2626 0.3092 0.0033 820 0.2626 0.3092 0.0033 GSM-3 35.000 180.000 500 0.0317 0.0000 0.0000 520 0.4264 0.0000 0.0000 540 0.4264 0.0000 0.0000 560 0.3092 0.2626 0.0033 580 0.3092 0.2626 0.0033 600 0.0345 0.3696 0.0031 620 0.0345 0.3696 0.0031 640 0.2516 0.2631 0.0035

660 0.2516 0.2631 0.0035 680 0.3695 0.0000 0.0000 700 0.3695 0.0000 0.0000 720 0.2516 0.2631 0.0035 740 0.2516 0.2631 0.0035 760 0.0345 0.3696 0.0031 780 0.0345 0.3696 0.0031 800 0.3092 0.2626 0.0033 820 0.3092 0.2626 0.0033



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Support eaction


GREEN FIELD


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XY

Z

theta: 105 phi: 15

1002

1102

1103

11041105

1203

12041205



10 Mar 201609:25 AM


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9:56 AM

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

Nodes ............................. 52

Members ........................... 51

Spring supports ................... 0

Sections .......................... 13

Materials ......................... 1

Primary load cases ................ 9

Combination load cases ............ 17

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

Maximum condition number: 3.071E+02 at node: 1 DOFN: 1

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

CASE 500: MAX. TOWER WEIGHT

Node Force-X Force-Y Force-Z Moment-X Moment-Y Moment-Z

kN kN kN kNm kNm kNm

1102 0.000 0.000 131.967 0.000 3.646 0.000

1203 0.000 0.000 0.000 0.000 0.000 0.000

1204 0.000 0.000 0.000 0.000 0.000 0.000

1205 0.000 0.000 0.000 0.000 0.000 0.000

SUM: 0.000 0.000 131.967 (all nodes)

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


CASE 520: TENSION: WIND AT 0 TO X AXIS



1102 45.918 0.000 131.967 0.000 980.846 0.000

1203 0.000 0.000 0.000 0.000 0.000 0.000

1204 0.000 0.000 0.000 0.000 0.000 0.000

1205 0.000 0.000 0.000 0.000 0.000 0.000

SUM: 45.918 0.000 131.967 (all nodes)



CASE 540: COMPRES: WIND AT 0 TO X AXIS



1102 45.918 0.000 131.967 0.000 980.846 0.000

1203 0.000 0.000 0.000 0.000 0.000 0.000

1204 0.000 0.000 0.000 0.000 0.000 0.000

1205 0.000 0.000 0.000 0.000 0.000 0.000

SUM: 45.918 0.000 131.967 (all nodes)






1102 31.749 31.074 131.967 -656.117 683.402 0.951

1203 0.000 0.000 0.000 0.000 0.000 0.000 1204 0.000 0.000 0.000 0.000 0.000 0.000

1205 0.000 0.000 0.000 0.000 0.000 0.000

SUM: 31.749 31.074 131.967 (all nodes)

Page 1 of 410 Mar 2016



Job: MICROCELM

Title: TOWER BERSAMA

MONOPOLE 36M

Type: Space frame

Date: 10-Mar -16Time: 09:55:28

THIKNESS PIPE NOT STABLE

Analysis: Linear elastic

PLATE DIA. 40cm NOT STABLE

.

.


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9:56 AM





kN kN kN kNm kNm kNm 1102 31.749 31.074 131.967 -656.117 683.402 0.951

1203 0.000 0.000 0.000 0.000 0.000 0.000

1204 0.000 0.000 0.000 0.000 0.000 0.000

1205 0.000 0.000 0.000 0.000 0.000 0.000

SUM: 31.749 31.074 131.967 (all nodes)






1102 0.129 42.973 131.967 -913.062 8.149 0.875

1203 0.000 0.000 0.000 0.000 0.000 0.000

1204 0.000 0.000 0.000 0.000 0.000 0.000

1205 0.000 0.000 0.000 0.000 0.000 0.000

SUM: 0.129 42.973 131.967 (all nodes)






1102 0.129 42.973 131.967 -913.062 8.149 0.875

1203 0.000 0.000 0.000 0.000 0.000 0.000

1204 0.000 0.000 0.000 0.000 0.000 0.000

1205 0.000 0.000 0.000 0.000 0.000 0.000

SUM: 0.129 42.973 131.967 (all nodes)






1102 -32.006 31.095 131.967 -656.866 -685.114 0.991

1203 0.000 0.000 0.000 0.000 0.000 0.000

1204 0.000 0.000 0.000 0.000 0.000 0.000

1205 0.000 0.000 0.000 0.000 0.000 0.000

SUM: -32.006 31.095 131.967 (all nodes)






1102 -32.006 31.095 131.967 -656.866 -685.114 0.991

1203 0.000 0.000 0.000 0.000 0.000 0.000

1204 0.000 0.000 0.000 0.000 0.000 0.000

1205 0.000 0.000 0.000 0.000 0.000 0.000

SUM: -32.006 31.095 131.967 (all nodes)






1102 -46.210 0.000 131.967 0.000 -983.760 0.000

1203 0.000 0.000 0.000 0.000 0.000 0.000

1204 0.000 0.000 0.000 0.000 0.000 0.000

1205 0.000 0.000 0.000 0.000 0.000 0.000





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9:56 AM

SUM: -46.210 0.000 131.967 (all nodes)






1102 -46.210 0.000 131.967 0.000 -983.760 0.000

1203 0.000 0.000 0.000 0.000 0.000 0.000

1204 0.000 0.000 0.000 0.000 0.000 0.000

1205 0.000 0.000 0.000 0.000 0.000 0.000

SUM: -46.210 0.000 131.967 (all nodes)






1102 -32.006 -31.095 131.967 656.868 -685.115 -0.991

1203 0.000 0.000 0.000 0.000 0.000 0.000 1204 0.000 0.000 0.000 0.000 0.000 0.000

1205 0.000 0.000 0.000 0.000 0.000 0.000

SUM: -32.006 -31.095 131.967 (all nodes)






1102 -32.006 -31.095 131.967 656.868 -685.115 -0.991

1203 0.000 0.000 0.000 0.000 0.000 0.000

1204 0.000 0.000 0.000 0.000 0.000 0.000

1205 0.000 0.000 0.000 0.000 0.000 0.000

SUM: -32.006 -31.095 131.967 (all nodes)






1102 0.129 -42.973 131.967 913.062 8.149 -0.875

1203 0.000 0.000 0.000 0.000 0.000 0.000

1204 0.000 0.000 0.000 0.000 0.000 0.000

1205 0.000 0.000 0.000 0.000 0.000 0.000

SUM: 0.129 -42.973 131.967 (all nodes)






1102 0.129 -42.973 131.967 913.062 8.149 -0.875

1203 0.000 0.000 0.000 0.000 0.000 0.000

1204 0.000 0.000 0.000 0.000 0.000 0.000

1205 0.000 0.000 0.000 0.000 0.000 0.000

SUM: 0.129 -42.973 131.967 (all nodes)





kN kN kN kNm kNm kNm 1102 31.749 -31.074 131.967 656.116 683.401 -0.951

1203 0.000 0.000 0.000 0.000 0.000 0.000

1204 0.000 0.000 0.000 0.000 0.000 0.000





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9:56 AM

1205 0.000 0.000 0.000 0.000 0.000 0.000

SUM: 31.749 -31.074 131.967 (all nodes)






1102 31.749 -31.074 131.967 656.116 683.401 -0.951

1203 0.000 0.000 0.000 0.000 0.000 0.000

1204 0.000 0.000 0.000 0.000 0.000 0.000

1205 0.000 0.000 0.000 0.000 0.000 0.000

SUM: 31.749 -31.074 131.967 (all nodes)


Civil EngineeringJob: MONOPOLE 2 M

TOWER BERSAMAMONOPOLE 2 M

Page 3 of 410 201

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Kalkulasi Microcell 20m