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

    GREEN FIELD

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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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    PT. DUTA CIPTA PAKARPERKASA

    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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    PT. DUTA CIPTA PAKARPERKASA

    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.

    Prepared by : DE-Dept

    10/04/2010

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    PT. DUTA CIPTA PAKARPERKASA

    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  

    =

    Prepared by : DE-Dept

    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

      FACE SH1 LEG 7 R1 47

    PANEL 3 HT 3.0000 TW 0.5660

      FACE SH1 LEG 13 R1 47

    PANEL 4 HT 3.0000 TW 0.6275

      FACE SH1 LEG 18 R1 47

    PANEL 5 HT 3.0000 TW 0.6875

      FACE SH1 LEG 22 R1 47

    PANEL 6 HT 3.0000 TW 0.7475

      FACE SH1 LEG 26 R1 47

    PANEL 7 HT 3.0000 TW 0.8100

      FACE SH1 LEG 30 R1 47

    PANEL 8 HT 3.0000 TW 0.8700

      FACE SH1 LEG 33 R1 47

    PANEL 9 HT 3.0000 TW 0.9300

      FACE SH1 LEG 36 R1 47

    PANEL 10 HT 3.0000 TW 0.9900

      FACE SH1 LEG 39 R1 47

    PANEL 11 HT 3.0000 TW 1.0550

      FACE SH1 LEG 42 R1 47

    PANEL 12 HT 3.0000 TW 1.1000

      FACE SH1 LEG 44 R1 47

    PANEL 13 HT 0.0000 TW 1.1000

      FACE SH1 LEG 46 R1 47

    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 220 wind at 45 to X axis  WL ANGLX 45.0 NOICE

     CASE 240 wind at 90 to X axis  WL ANGLX 90.0 NOICE

     CASE 260 wind at 135 to X axis  WL ANGLX 135.0 NOICE

     CASE 280 wind at 180 to X axis  WL ANGLX 180.0 NOICE

     CASE 300 wind at 225 to X axis  WL ANGLX 225.0 NOICE

     CASE 320 wind at 270 to X axis  WL ANGLX 270.0 NOICE

     CASE 340 wind at 315 to X axis  WL ANGLX 315.0 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

     CASE 560 TENSION: wind at 45 to X axis  COMBIN 100 1.000  COMBIN 220 1.000

     CASE 580 COMPRES: wind at 45 to X axis  COMBIN 100 1.000  COMBIN 220 1.000

    Civil Engineering Page 1 of 310 Mar  2016

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    9:08 AM

     CASE 600 TENSION: wind at 90 to X axis  COMBIN 100 1.000  COMBIN 240 1.000

     CASE 620 COMPRES: wind at 90 to X axis  COMBIN 100 1.000  COMBIN 240 1.000

     CASE 640 TENSION: wind at 135 to X axis  COMBIN 100 1.000  COMBIN 260 1.000

     CASE 660 COMPRES: wind at 135 to X axis  COMBIN 100 1.000  COMBIN 260 1.000

     CASE 680 TENSION: wind at 180 to X axis  COMBIN 100 1.000  COMBIN 280 1.000

     CASE 700 COMPRES: wind at 180 to X axis  COMBIN 100 1.000  COMBIN 280 1.000

     CASE 720 TENSION: wind at 225 to X axis  COMBIN 100 1.000  COMBIN 300 1.000

     CASE 740 COMPRES: wind at 225 to X axis  COMBIN 100 1.000  COMBIN 300 1.000

     CASE 760 TENSION: wind at 270 to X axis  COMBIN 100 1.000  COMBIN 320 1.000

     CASE 780 COMPRES: wind at 270 to X axis  COMBIN 100 1.000  COMBIN 320 1.000

     CASE 800 TENSION: wind at 315 to X axis  COMBIN 100 1.000  COMBIN 340 1.000

     CASE 820 COMPRES: wind at 315 to X axis  COMBIN 100 1.000  COMBIN 340 1.000

    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

    Civil Engineering Page 2 of 310 Mar  2016

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    9:08 AM

    END

    END

    Civil Engineering Page 3 of 310 Mar  2016

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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

    Civil EngineeringJob: MONOPOLE 20M

    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

    MICROCELL POLE - 20 M

    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

    Civil Engineering Page 1 of 110 Mar  2016

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    XY

    Z

    theta: 105 phi: 15

    Design Ratios - % of Code Capacity: 

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    Sway Twist

    MICROCELL POLE - 20 M

    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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      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

    Civil Engineering Page 2 of 310 Mar  2016

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      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

    Civil Engineering Page 3 of 310 Mar  2016

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    Support eaction

    MICROCELL POLE - 20 M

    GREEN FIELD

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    XY

    Z

    theta: 105 phi: 15

    1002

    1102

    1103

    11041105

    1203

    12041205

    Civil EngineeringJob: MONOPOLE 20M

    TOWER BERSAMAMONOPOLE 20M

    10 Mar  201609:25 AM

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    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.)

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

    CASE 520: TENSION: WIND AT 0 TO X AXIS

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

      kN kN kN kNm kNm kNm

     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)

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

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

    CASE 540: COMPRES: WIND AT 0 TO X AXIS

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

      kN kN kN kNm kNm kNm

     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)

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

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

    CASE 560: TENSION: WIND AT 45 TO X AXIS

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

      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)

    Page 1 of 410 Mar  2016

    TOWER BERSAMAMONOPOLE 20M

    Civil EngineeringJob: MONOPOLE 20M

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

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

    CASE 580: COMPRES: WIND AT 45 TO X AXIS

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

      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)

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

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

    CASE 600: TENSION: WIND AT 90 TO X AXIS

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

      kN kN kN kNm kNm kNm

     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)

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

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

    CASE 620: COMPRES: WIND AT 90 TO X AXIS

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

      kN kN kN kNm kNm kNm

     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)

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

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

    CASE 640: TENSION: WIND AT 135 TO X AXIS

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

      kN kN kN kNm kNm kNm

     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)

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

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

    CASE 660: COMPRES: WIND AT 135 TO X AXIS

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

      kN kN kN kNm kNm kNm

     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)

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

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

    CASE 680: TENSION: WIND AT 180 TO X AXIS

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

      kN kN kN kNm kNm kNm

     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

    Civil EngineeringJob: MONOPOLE 20M

    TOWER BERSAMAMONOPOLE 20M

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     SUM: -46.210 0.000 131.967 (all nodes)

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

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

    CASE 700: COMPRES: WIND AT 180 TO X AXIS

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

      kN kN kN kNm kNm kNm

     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)

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

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

    CASE 720: TENSION: WIND AT 225 TO X AXIS

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

      kN kN kN kNm kNm kNm

     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)

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

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

    CASE 740: COMPRES: WIND AT 225 TO X AXIS

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

      kN kN kN kNm kNm kNm

     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)

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

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

    CASE 760: TENSION: WIND AT 270 TO X AXIS

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

      kN kN kN kNm kNm kNm

     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)

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

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

    CASE 780: COMPRES: WIND AT 270 TO X AXIS

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

      kN kN kN kNm kNm kNm

     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)

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

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

    CASE 800: TENSION: WIND AT 315 TO X AXIS

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

      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

    Civil EngineeringJob: MONOPOLE 20M

    TOWER BERSAMAMONOPOLE 20M

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     1205 0.000 0.000 0.000 0.000 0.000 0.000

     SUM: 31.749 -31.074 131.967 (all nodes)

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

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

    CASE 820: COMPRES: WIND AT 315 TO X AXIS

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

      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

     1205 0.000 0.000 0.000 0.000 0.000 0.000

     SUM: 31.749 -31.074 131.967 (all nodes)

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

    Civil EngineeringJob: MONOPOLE 2 M

    TOWER BERSAMAMONOPOLE 2 M

    Page 3 of 410  201