Modul Mstower

7/13/2019 Modul Mstower

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MODUL MSTOWER

1. PENGENALAN MSTOWERMStower adalah program spesialis yang dapat digunakan dalam menganalisa struktur rangka baja,tower transmisi dan telekomunikasi, struktur guyed masts, dan monopoles. Analisis strukturdengan bantuan program MStower ini meliputi :

- Mendefenisikan bentuk / geometri (TD file, UDP file)- Loading / pembebanan (TWR file)- Proses Analysis- Hasil / result (members ratio, support reaction, ancillary rotation, node displacement)- Pemeriksaan kekuatan members / members checking

Pemeriksaan kekuatan dan Pembebanan pada MStower ini, sudah mengacu dan mencakup kepadabeberapa peraturan yang ada sbb:

- BS 8100 Part 3

- BS 449- AS 3995-1994- ASCE 10-90, ASCE 10-97- EIA/TIA-222-F-1996- Institutions of Lighting Engineers Technical Report No.7

Perencanaan dan pemeriksaan tower-tower telekomunikasi di Indonesia pada saat ini mengacukepada peraturan EIA/TIA-222-F (Structural Standard for Steel Antenna Tower and AntennaSupporting Structure).

Kategori beban :- Linear ancillaries : beban garis seperti ladders / tangga, feeders / cable.- Face ancillaries : pembebanan kepada face / sisi tower dan besarnya beban adalah kecil,

seperti minor antenna, gusset plates dan rest platforms.- Large ancillaries : beban utama dimana luasan nya yang terkena gaya angin cukup besar

dibandingkan dengan struktur members tower. Ex : antenna, microwave.

Pembebanan pada design tower :a. Beban mati / Dead load

- Selfweight : berat sendiri struktur / members tower.- Beban accessories / appurtenance : antenna dan supportnya, tangga, rak kabel dan

platforms.b. Beban Gempa, tidak dominanc. Beban es / salju, di Indonesia tidak ada.d. Beban angin

Beban angin merupakan beban yang dominan dan sangat berpengaruh besar dalam design tower.Beban angin tergantung kepada ketinggian dan luas, mengacu kepada peraturan EIA/TIA-222-F.


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2. MENU & TOOLBARSTampilan window dari Mstower adalah seperti berikut ini :

Perintah-perintah pada menu FILE

Command Action

New Creates a new job.

Open Opens an existing job.

Close Closes the current job.Save Saves the current job using the same file name.


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Save As Saves the current job to a specified file name and changes the name of the current jobaccordingly.

Save Copy As Saves a copy of the current job to a specified file name.

Delete Deletes job files, optionally keeping source files.

List/Edit File Opens the selected file with the MsEdit text editor for viewing or editing.

Page Setup Change the printing options.

Print Preview Displays the selected file on the screen, as it would appear printed.

Print File Prints the selected file.

Export Writes MStower data to a file for input to another program. Also used for saving job toan MStower archive file.

Configure Configuration of program capacity, section library, material library, colors, intermediatefile folder, and timed backup interval. Also used for editing of section and materiallibraries and dynamic response spectra.

Recent Job Selects recently used job.

Exit Exits MStower

Perintah-perintah pada menu VIEW

Command Action

Toolbars Shows or hides the toolbars.

Status Bar Shows or hides the status bar.

Redraw Redraws the current view.

Limit Select a part of the structure by one of several available methods. Unselected parts areshown in light grey or hidden.

Full Redraws the current view so that it fills the window.

Zoom Change the scale of the view or select a rectangular part of the view to fill the display

window.Pan Displace the view by the selected distance.

Viewpoint Change the orientation of the structure in the view by selecting a new viewpoint.

Copy Copy view to Windows clipboard in EMFformat.

Print Preview Displays the view as it would appear printed

Print View Prints the view.

Display Options Select options for displaying node numbers, member numbers, etc.

Ancillary SortOrder

Specify whether ancillaries will be sorted by serial number or height.

Model View Displays a rendered 3-D interactive view of the tower model. (Not yet implemented.)

Perintah-perintah pada menu TOWER


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Command Action

Build Tower Opens the tower data (TD) file for editing and processing. Includes graphicalcreation of user-defined panels.

Load Tower Opens the tower loading (TWR) file for editing and processing.

Analyse Analyses the tower.

Gust Factor Applies gust factoring to wind forces in tower members.

Build/Load/Analyse Runs all the previous items sequentially.

Perintah-perintah pada menu MEMBER CHECK

Command Action

BS 8100 Part 3 Checks members to the rules of BS 8100 Part 3.

BS 449 Checks member to the rules of BS 449.AS 3995 Checks member to the rules of AS 3995.

ASCE 10-90 Checks member to the rules of ASCE 10-90.

EIA-222-F Checks member to the rules of EIA-222-F.

Reactions Reports tower reactions.

Ancillary rotations Reports ancillary rotations.

Perintah-perintah pada menu STRUCTURE

Command Action

Draw Members Draw members or input node coordinates.

Erase Members Erase selected members.

Select All Selects all members, including any that may not be visible.

Drawing Settings Snap modes for drawing members, grid spacing etc.


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Attributes Input attributes of the structure, such as restraints, section numbers, etc.

Move Move a node, move members, rotate members, stretch nodes.

Copy Linear copy, polar copy, reflect members.

Sub-divide Sub-divide selected members into a number of equal parts.

Insert Node Insert a new node in a member.

Intersect Insert new node(s) at intersection of selected members.Curve Sub-divide a member into a number of segments whose ends lie on an arc.

Arc/Helix Create members with ends lying on arc or helix.

Renumber Renumber nodes and members (sort or compact).

Perintah-perintah pada menu ANALYSE

Command Action

Check Input Check structure and load data (normally automatic).

Linear Perform linear analysis (first-order).

Non-Linear Perform non-linear analysis (second-order).

Elastic Critical Load Determine frame buckling load factors and buckling mode shapes.

Dynamic Determine natural frequencies and mode shapes.

Response Spectrum Add response spectrum and static analysis results.

Perintah-perintah pada menu RESULTS

Command Action

Select Load Cases Select load cases for display of loads or results.

Select Natural Modes Select modes for display of vibration mode shapes.

Select Buckling Modes Select modes for display of buckling mode shapes.

Undisplaced Shape Display structure in undisplaced position.

Member Actions Display bending moment, shear force, axial force, torque, or displaced shape.

Natural Modes Display vibration mode shapes.

Animate Modes Show each currently displayed mode (natural or buckling) in alternate extremepositions. Press the space bar to show the next mode, Esc to cancel.

Buckling Modes Display buckling mode shapes.

Design Ratios Display results of member design check with colors representing range of designratios. The legend in the Output window shows the range of values representedby each color.

Perintah-perintah pada menu REPORTS


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Command Action

Input/Analysis Create report on structure and current analysis results.

Perintah-perintah pada menu SHOW

Command Action

Section Highlight members with specified section number.

Material Highlight members with specified material number.

Member Type Highlight members of specified type (tension-only etc.).

Nodes Highlight members connected to specified nodes.

Members Highlight specified members.

Master Nodes Show master nodes.

Slave Nodes Show slave nodes.

Node Masses Show all nodes with non-zero added mass.

Design Members Show all defined design members.

Cancel Cancel current "Show" selection.

Perintah-perintah pada menu QUERY

Command ActionNode Data List data for selected node (coordinates etc.).


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Node Displacements List displacements for selected node.

Support Reactions List reactions for selected (support) node.

Master Node List slave nodes for selected master node.

Slave Node List constraints for selected slave node.

Member Data List member data for selected member.

Member Displacements List displacements for selected member.Member Forces List member forces for selected member.

Node Loads List loads for selected node.

Member Loads List loads for selected member.

Design Member Highlight design member containing selected member.

Linear Ancillary List properties of linear ancillary.

Large Ancillary List properties of large ancillary.

Ancillary Group List properties of ancillary group.

Perintah-perintah pada menu WINDOW

Command Action

Cascade Arranges windows in an overlapped fashion.

Tile Horizontally Arranges windows side-by-side.

Tile Vertically Arranges windows above and below.

Output Window Show or hide the Output window.

Window All open windows are listed. Clicking one of these will move the focus to the selectedwindow.

Perintah-perintah pada menu HELP

Command Action

MStower Help Topics Display the Help Topics dialog box. This has three tabs, Contents, Index, andFind, so you can easily find help topics.

What's This? Display help for clicked buttons, menus, and windows.

Tip of the Day Show Tip of the Day.

About MStower Display details about this copy of MStower and system resources. Alsocontains links to Internet.


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3. GEOMETRYCara membuat geometry tower 4 Leg dan 3 Leg :

- Klik menu Tower > build tower > make tower data file > tower/mast data

- Keluar layer sbb,

Title ; judul pekerjaan, nama project, nama siteUnits ; satuan yang akan digunakan , pilih MetricNo. Faces ; jumlah sisi tower, 3 = 3 Leg , 4 = 4 LegNo. panels ; jumlah panel yang akan disusun/dibuatBase width ; lebar bagian bawah tower, jarak antar Leg siku punggung luar, jarak as ke

as untuk Leg pipaBase level ; ketinggian baseplate tower dari muka tanahProvide skeleton block for ; section dan bolt data

Klik OK..

- Setelah selesai, klik OK dan akan keluar layar untuk membuat panel-panel sbb ;

Klik OK sampai panel ke X...Hasilnya akan tersimpan dan di edit pada TD file, Klik menu Tower > build tower > edittower data file. Sbb :

TITL1 Test towerTITL2UNITS 1

PROFILEFACES 4WBASE 4.0000RLBAS 0.0000

PANEL 1 HT 1.000 TW 1.000FACE X $ LEG ? BR1 ? H1 ?


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PANEL 4 HT 1.000 TW 1.000

FACE X $ LEG ? BR1 ? H1 ?

END

SECTIONSLIBR P:UK IFACT 0.1 $ 1.001 EA200X200X162 EA150X150X103 EA100X100X84 EA70X70X6

END

BOLTDATA$ TODO - bolt data goes here - format of bolt data:$ [ X x Y y Z z NSP nsp LJ lj ]

END

END

Geometry tower terdiri dari panel-panel yang disusun-susun untuk membentuk tower tersebut.Penomoran panel terkecil dimulai dari bagian atas tower. Contoh :

Panel height ; ketinggian masing-masing panelTop width ; lebar bagian atas tower, jarak antar punggung luar untuk Leg siku, jarak

as ke as untuk Leg pipaFace ; bentuk / model dari sisi tower, dapat dilihat pada user manual atau help

Mstower bab 6. standard panelsPlan ; bentuk / model dari section horizontal tower, dapat dilihat pada user

manual atau help Mstower bab 6. standard panels

Hip ; members penyambung bracing.


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Geometry tower pada MStower disimpan pada TD file.

Tower data (TD) file terdiri dari beberapa bagian antara lain :

a. Judul / title blockFormat penulisannya adalah sbb ;

TITL1 titl1TITL2 titl2UNITS units

TITL1 Keyword.

titl1 First line of job title.

TITL2 Keyword.

titl2 Second line of job title.

UNITS Keyword.

units Integer value indicating system of units being used 1 or 4.1 = SI units.4 = US units.

b. Component blockMeskipun MStower memiliki banyak type panel, akan tetapi adakalanya panel yang kita akan buattidak bisa dibentuk dengan face, plan dan hip yang ada pada standar panel. Oleh sebab itu,bentuk/geometry dari panel tersebut dapat dibuat dengan menggunakan UDP.

Caranya :

toolbars UDP akan aktif

Y

phi:30

Friday,May22,2009 08:50:22AM

h hi

r riday, ay ,

Hip bracing

face

Plan


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Lakukan pengeditan pada panel yang akan diedit, gunakan tool drawing untuk menggambarmembers dan eraser untuk menghapus panel yang tidak diedit.

Draw New Members and Input Attributes

Select the Structure > Drawing Settings >Middle/End command. Select the Structure > Draw Members command and draw in the members required. Select the Structure > Attributes > Section Number command and assign section numbers to

all the members.

Selanjutnya, tuliskan perintah dibawah ini pada layer edit tower data file.

COMPONENTudp file...

END

Dimana :

udp Name (1-8 characters) of a user-defined panel.file Name of file containing the data for the user-defined panel. The file may contain more

than on user-defined panel. It is recommended that the UDP file have the same name asthe job. It must have the file name extension "UDP".

c. Profile blockPada bagian ini di berisikan perintah jumlah sisi tower (FACES, 3 = 3 leg dan 4 = 4 leg), WBASE =lebar bagian bottom tower (jarak antar Leg punggung ke punggung profile Leg siku. RLBAS adalahcommands untuk menentukan elevasi baseplate / bagian bawah tower dari muka tanah.Urutan panel adalah dari top tower. Setiap panel berisikan perintah FACE, PLAN, HIP, BOLT.Section property dari setiap members tower di isikan pada setiap panel. Lebar setiap panel (TW)

cukup di isikan pada setiap titik perubahan lebar saja, jarak diantaranya akan di interpolasikanlinear sendiri oleh program.

PROFILEFACES nfaceWBASE wbaseRLBAS rlbasPANEL nn HT hpanl [TW bpanl] [scale]

BOLT class nbolt [bolt_id] class nbolt [bolt_id]...FACE ftype [SPACE s1 ... ns @ sm ... sn]...

[F1 f1 F2 f2]...[NTR ntr] [ND nd] [NPL npl]...[D] [INV] [LEFT]...

[LEG leg BR1 br1 BR2 br2 BR3 br3...H1 h1 H2 h2 R1 r1 ... R9 r9]...[LA la] [LB lb] [LC lc] [LD ld]

PLAN ptype [PB1 pb1 PB2 pb2 PB3 pb3 ...]...[F1 f1 F2 f2] [locn]

HIP htype [NTR ntr] [ND nd] [HP1 hp1] [HP2 hp2]

Dimana :

FACES Keyword.

nface Number of faces in the tower, either 3 or 4.

WBASE Keyword.

wbase Base width of tower; i.e., the base width of the lowest panel.

RLBAS Keyword.rlbas RL at tower base with respect to the ground level at the site. The nodes at the bottom of


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the legs will have this value as their Z coordinate.

PANEL Keyword.

nn Panel number.

HT Keyword.

hpanl Panel height.

TW Keyword.bpanl Width at top of panel. If not given, this value will be interpolated.

scale Optional keyword pertaining to variable dimensions F1 and F2:

FRF1 and F2 are factors; the actual dimensions are obtained by multiplying a length asshown on the panel diagram.

LEF1 and F2 are lengths.

If omitted, fractional scaling, FR is assumed.

BOLT Keyword.class Member class, one of the following member types:

LEGLeg members.

BR BR1..BR3Bracing in the face.

H H1 H2Horizontal in the face.

R R1..R9Face redundant.

PB PB1..PB10Plan bracing.

HP HP1..HP10Hip bracing.

CR CR1..CR10Cross-arm members.

If a mnemonic without a numeric suffix is used, all members of the class will have the

number of bolts specified.nbolt The number of bolts in the end connection of the member.

You may use as many class/nbolt pairs as are necessary.

bolt_id Optional character string, used to identify the bolt in the BOLTDATA table.

FACE Keyword.

ftype Face bracing pattern type. User-defined panels must have their names prefixed with the"@" character; e.g. @XYZ refers to a user-defined panel XYZ. UDPs may have nameswith a maximum of 8 characters and must have been referenced in the COMPONENTblock.

SPACE Keyword.

s1..sn List of spacings for XM, DM DLM, DRM ,DMH, KXM and XDM type face bracing.

ns @ sm Shorthand way of indicating that a multiple panel has a number of identical spacings:


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nsNumber of identical spacings.

@Keyword.

smValue of identical spacing.

F1,F2 Keywords.

f1,f2 Factors used to locate nodes for some bracing types.

NTR,ND Keywords.

ntr,nd Number of levels of triangle and diagonal braces, respectively, in some face and hipbrace patterns.

NPL Keyword.

npl Bracing pattern in part of a portal or cranked K face.

D Keyword used with XDM bracing.

LEFT Keyword used with DM bracing.INV Keyword, used with KB, KBP, KM, KMA, KMG, KMGA, KMGD, KMH, KMHA, KMV, KVH3,

and KVS3, indicating that the panel is to be inverted.

LEG Keyword.

leg Section property number for leg members.

BRn Keyword.

brn Section property number for brace members, type n, where n is a digit from 1 to 3.

Hn Keyword.

hn Section property number for horizontal members, type n, where n is a digit from 1 to 2.

Rn Keyword.

rn Section property number for redundant or secondary bracing members, type n, where n

is a digit from 1 to 9.

All property numbers for a particular member class may be set by using the keywordwithout a numeric suffix; e.g. BR will set BR1, BR2, and BR3.

LA,LB,LC,LD Keywords.

la,lb,lc,ld Section property numbers for leg A, B, C, and D, respectively. Leg A is in the positive X-Yquadrant and the other legs are identified in sequence, anti-clockwise from leg A whenviewed in plan. The properties of the leg members of the tower may be assignedindividually if they are not symmetrical. In any case, a non-zero property must follow theLEG keyword.

PLAN Keyword.

ptype Plan bracing pattern type.

PBn Keyword.pbn Section property number for plan bracing member, type n, where n is a value from 1 to

10. The property numbers for all plan braces will be set to this value if the numeric suffixis omitted from the keyword.

F1,F2 Keywords.

f1,f2 Factors used to locate nodes for some bracing types.

locn Optional character string indicating the vertical location of plan bracing in the currentpanel. If omitted, the plan bracing will be placed at the top of the face panel. Must beone of:

TOPTop of the face panel.

BTMBottom of the face panel. This may be required with certain inverted face panels or type


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"M" face bracing.

XIPThe level of the intersection of cross-brace members in the face.

MID

The mid-height of the face.

Contoh penulisan commands :

PANEL 19 HT 5.000FACE K2 LEG 1212 BR1 707 H1 0 R1 505 R2 505 R3 505 R4 404PLAN PL3S PB1 707 PB2 505 PB3 404 PB4 404 PB5 0 TOPHIP HS ND 4 HP1 0 HP2 404 HP3 404 HP4 0

Untuk panel yang ada UDP nya :

PANEL 20 HT 5.000FACE @P20

$ FACE K2 LEG 1312 BR1 707 H1 0 R1 505 R2 404 R3 505 R4 404$ PLAN PL3S PB1 707 PB2 505 PB3 404 PB4 404 PB5 0 TOP

$ HIP HS ND 4 HP1 0 HP2 404 HP3 404 HP4 0

Note : tanda $ menandakan commands tidak diproses.

d. SUPPORT BLOCKCommands bagian ini sifatnya optional, digunakan apabila kondisi perletakan tower tidak terjepitpenuh (default ; fixed) atau supportnya bukan di Leg utama tapi ada support Leg tambahan.

SUPPORTS{COORD x y z | LEG abcd} ...{PINNED|FIXED [BUT {releases|springs}]}

...END

Dimana :

COORD Keyword.

x y z Coordinates of a node that is to be restrained.

LEG Keyword.

abcd Leg number in the form of a compact list using the characters A, B, C, or D. Leg A is inthe positive X-Y quadrant. The other legs are identified in sequence, anti-clockwise fromleg A when viewed in plan; e.g. AC would indicate that the support conditions apply tolegs A and C.

PINNED Keyword indicating that the node is pinned; i.e., it is free to rotate but all translational

degrees of freedom are restrained.

FIXED Keyword indicating that the node is completely fixed; i.e., all degrees of freedom are


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restrained.

BUT Keyword used with FIXED to indicate that some degrees of freedom are to be releasedor have spring restraints.

releases List of degrees of freedom to be released. One or more of:FX FY FZ MX MY MZ

springs List of degrees of freedom that are to be restrained by springs, with the corresponding

spring constant. One or more of the following pairs:

KFX kfx KFY kfy KFZ kfz KMX kmxKMY kmy KMZ kmz

Contoh penulisan commands :

SUPPORTCOORD -2.7321 1.93 0.00 FIXEDCOORD 1.866 1.93 0.00 FIXEDCOORD 1.866 -1.93 0.00 FIXEDCOORD -2.7321 -1.93 0.00 FIXED

END

e. SECTION BLOCKBagian ini mendefenisikan section properties yang digunakan.

SECTIONSLIBR libr IFACT fact

n sname [X|Y] [CONNECT con] [BH bh] [FY fy]...

END

LIBR Keyword.

libr Name of library containing section data. It is assumed that the library is located in thedata folder unless the name is prefixed with "P:" or "L:". "P:" indicates that the library isin the program folder and "L:" indicates that it is in the library folder.

IFACT Keyword.

fact Factor by which the section Ixx and Iyy will be multiplied on extraction from the library.When you specify a low value the tower will approach the condition of a space truss withpin-ended members. This is convenient for analysing as a space frame, with sufficientcontinuity across the joints to avoid mathematical instabilities due to coplanar nodes, butwithout generating significant bending moments.

n Section property number.

sname Name of library section.

X Y Keywords used to indicate the orientation of the section with respect to the member yaxis:X The section XX axis is aligned with the member yaxis.

Y The section YY axis is aligned with the member yaxis.

Use of these keywords will allow you to correctly orient asymmetrical sections. Forexample, if an unequal angle is used in the face of the tower, orientation Y will result inthe long leg of the angle being parallel to the face, whereas orientation X will result inthe long leg being normal to the face of the tower. Note that the member yaxis is notaltered by the use of an orientation keyword. See diagram below.

CONNECT Keyword.

con Single-character mnemonic indicating the connected element of the section:C Concentrically connected (default).L Long leg of angle.S Short leg of angle.F Flange of I, H, or T section.


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W Web of I, H, or T section.

It is important that you specify the connected element for each section. If omitted,MStower assumes the member is concentrically connected, giving a higher strength thanit may actually have.

BH Keyword.

bh Effective width of bolt holes, in mm or inches, in the connected element, taking intoaccount any staggering of holes,

FY Keyword.

fy Yield stress of the section. It may be either a numerical value, in N/mm2(MPa) orKips/in2, or, a single-character mnemonic indicating the yield strength to be taken fromthe section library:N Normal yield stress (default).H High yield stress.

N and H yield strengths correspond to the "y1" and "y2" yield strengths in the MStowersection libraries. In UK libraries, these will normally be based on Grade 43 and Grade 50steel, respectively.

Contoh sederhana :

SECTIONSLIBR P:UK1 IFACT 0.1

1010 EA100X100X10 FY 245909 EA90X90X9 FY 245808 EA80X80X8 FY 245707 EA70X70X7 FY 245606 EA60X60X6 FY 245505 EA50X50X5 FY 245404 EA40X40X4 FY 245

END


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Contoh-contoh TD file

Contoh 1

TITL1 PROJECT : NSN-TELKOMSEL 3GTITL2 SITE : BKS131-TELUKPUCUNGMW-SST 42M

UNITS 1 $ 1=metric, 4=US

PROFILEFACES 4WBASE 3.980RLBASE 0.000

PANEL 1 HT 1.000 TW 1.300FACE M LEG 707 BR1 505 H1 0PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 505 TOP

PANEL 1 HT 1.000FACE K LEG 707 BR1 505 H1 505PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 505 TOP

PANEL 2 HT 2.000FACE XH1 LEG 707 BR1 505 H1 0PLAN PL2A PB1 404 PB2 404 PB3 0 PB4 0 XIP


PANEL 4 HT 1.000 TW 1.300FACE M LEG 707 BR1 505 H1 0PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 505 TOP





PANEL 8 HT 2.000FACE XH1 LEG 707 BR1 505 H1 0

PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP




PANEL 12 HT 3.000

FACE XH1 LEG 808 BR1 606 H1 0PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP


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PANEL 14 HT 1.448FACE M LEG 808 BR1 606 H1 0





PANEL 17 HT 3.000


END


1010 EA100X100X10 FY 245909 EA90X90X9 FY 245808 EA80X80X8 FY 245707 EA70X70X7 FY 245606 EA60X60X6 FY 245505 EA50X50X5 FY 245

404 EA40X40X4 FY 245

END

$ CONSTRUCTION BY : PT BUKAKA TEKNIK UTAMA

END

Contoh 2

TITL1 PROJECT : NSN-TELKOMSEL 3GTITL2 SITE : BOO070-CIGOMBONGCICURUG-SST 62M



PANEL 1 HT 1.125 TW 1.350FACE X LEG 707 BR1 505 H1 0PLAN PL1A PB1 606 PB2 505 PB3 505 TOP

PANEL 1 HT 1.125FACE X LEG 707 BR1 505 H1 0


PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 TOPPANEL 2 HT 1.125FACE X LEG 707 BR1 505 H1 0


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PANEL 3 HT 1.125FACE X LEG 707 BR1 505 H1 0PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 TOP



PANEL 4 HT 1.125FACE X LEG 707 BR1 505 H1 0PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 BTM

PANEL 5 HT 2.000 TW 1.350FACE XH1 LEG 756 BR1 606 H1 0PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 XIP






PANEL 9 HT 1.250FACE K LEG 909 BR1 606 H1 0

PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 TOP

PANEL 10 HT 3.000FACE K1 LEG 909 BR1 606 H1 0 R1 505 R2 505PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 TOP



PANEL 13 HT 4.000

FACE K2 LEG 1010 BR1 756 H1 0 R1 505 R2 505 R3 505 R4 505PLAN PL3S PB1 756 PB2 505 PB3 505 PB4 505 PB5 505 TOP

PANEL 14 HT 4.000FACE K2 LEG 1010 BR1 756 H1 0 R1 505 R2 505 R3 505 R4 505PLAN PL3S PB1 756 PB2 606 PB3 505 PB4 505 PB5 505 TOP

PANEL 15 HT 4.000FACE K2 LEG 1212 BR1 756 H1 0 R1 505 R2 505 R3 505 R4 505PLAN PL3S PB1 756 PB2 606 PB3 505 PB4 505 PB5 505 TOP

PANEL 16 HT 5.00FACE KM NTR 0 ND 3 LEG 1212 BR1 1010 H1 0 R1 505 R2 505 R3 505 R4 505 R5 505 R6

505

PLAN PL3S PB1 1010 PB2 756 PB3 505 PB4 505 PB5 606 TOP

PANEL 17 HT 5.00


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FACE KM NTR 0 ND 3 LEG 1212 BR1 1010 H1 0 R1 505 R2 505 R3 505 R4 505 R5 505 R6505

PLAN PL3S PB1 1010 PB2 756 PB3 505 PB4 505 PB5 606 TOP

PANEL 18 HT 5.00FACE KM NTR 1 ND 2 LEG 1312 BR1 1010 H1 0 R1 505 R2 505 R3 505 R4 505 R5 505PLAN PL3S PB1 1010 PB2 756 PB3 505 PB4 505 PB5 606 TOP

PANEL 19 HT 5.00FACE KM NTR 1 ND 2 LEG 1312 BR1 1010 H1 0 R1 505 R2 505 R3 505 R4 505 R5 505PLAN PL3S PB1 1010 PB2 756 PB3 505 PB4 505 PB5 606 TOP

END


1312 EA130X130X12 FY 2451212 EA120X120X12 FY 2451010 EA100X100X10 FY 245909 EA90X90X9 FY 245

808 EA80X80X8 FY 245756 EA75X75X6 FY 245707 EA70X70X7 FY 245606 EA60X60X6 FY 245505 EA50X50X5 FY 245

ENDEND

Contoh 3

TITL1 PROJECT : NSN-TELKOMSEL 3GTITL2 SITE : CMS002-STOPANGANDARANMW-SST 72M


COMPONENTP20 STOPANGANDARANMW.UDPP21 STOPANGANDARANMW.UDP

END


PANEL 1 HT 1.000 TW 2.010

FACE M LEG 707 BR1 505 H1 0PLAN PL1A PB1 505 PB2 505 PB3 505 TOP






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21


PANEL 5 HT 1.250 TW 2.010FACE K LEG 808 BR1 505 H1 0PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 TOP







PANEL 12 HT 4.000FACE K1 LEG 909 BR1 606 H1 0 R1 404 R2 404PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 TOPHIP HS ND 3 HP1 0 HP2 404 HP3 0

PANEL 13 HT 4.000FACE K1 LEG 909 BR1 606 H1 0 R1 404 R2 404PLAN PL3S PB1 505 PB2 505 PB3 404 PB4 404 PB5 0 TOPHIP HS ND 3 HP1 0 HP2 404 HP3 0






PANEL 19 HT 5.000FACE K2 LEG 1212 BR1 707 H1 0 R1 505 R2 505 R3 505 R4 404


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PLAN PL3S PB1 707 PB2 505 PB3 404 PB4 404 PB5 0 TOPHIP HS ND 4 HP1 0 HP2 404 HP3 404 HP4 0


$ FACE K2 LEG 1312 BR1 707 H1 0 R1 505 R2 404 R3 505 R4 404$ PLAN PL3S PB1 707 PB2 505 PB3 404 PB4 404 PB5 0 TOP

$ HIP HS ND 4 HP1 0 HP2 404 HP3 404 HP4 0


$ FACE K2 LEG 1515 BR1 707 H1 0 R1 505 R2 404 R3 505 R4 404$ PLAN PL3S PB1 707 PB2 505 PB3 404 PB4 404 PB5 0 TOP$ HIP HS ND 4 HP1 0 HP2 404 HP3 404 HP4 0

END


1515 EA150X150X15 FY 2451312 EA120X120X12 FY 245

1212 EA120X120X12 FY 2451010 EA100X100X10 FY 245909 EA90X90X9 FY 245808 EA80X80X8 FY 245707 EA70X70X7 FY 245606 EA60X60X6 FY 245505 EA50X50X5 FY 245404 EA40X40X4 FY 245

1560 STA150X15+60X6 FY 2451360 STA130X12+60X6 FY 2451260 STA120X12+60X6 FY 2451060 STA100X10+60X6 FY 2459060 STA90X9+60X6 FY 245

8060 STA80X8+60X6 FY 245

ENDEND

$ CONSTRUCTION BY : PT IPMS$ MAIN CONTRACTOR : NOKIA$ CONTRACTOR : INTI (INDUSTRI TELEKOMUNIKASI INDONESIA)

Contoh 4

TITL1 PROJECT : NSN-TELKOMSEL 3GTITL2 SITE : CMS021-CIKEMBULANMW-SST 72M 3LEG



PANEL 1 HT 2.000 TW 1.500FACE VL LEG 90 BR1 45 H1 45

PANEL 2 HT 5.000 TW 1.500FACE DM SPACE 1.25 1.25 1.25 1.25 LEG 90 BR1 45 H1 45 LEFT

PANEL 3 HT 5.000

FACE DM SPACE 1.25 1.25 1.25 1.25 LEG 115 BR1 50 H1 45 LEFT

PANEL 4 HT 5.000


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FACE DM SPACE 1.25 1.25 1.25 1.25 LEG 115 BR1 60 H1 60 LEFT

PANEL 5 HT 5.000FACE DM SPACE 1.25 1.25 1.25 1.25 LEG 140 BR1 60 H1 60 LEFT


PLAN PT1 PB1 60 TOPPANEL 6 HT 2.500FACE K LEG 140 BR1 60 H1 0PLAN PT2 PB1 45 PB2 45 TOP

PANEL 7 HT 5.000FACE XH1 LEG 140 BR1 60 H1 0PLAN PT2 PB1 45 PB2 45 XIP


PANEL 9 HT 5.000FACE XH1 LEG 165 BR1 60 H1 0

PLAN PT2 PB1 45 PB2 45 XIP







END

SECTIONS

LIBR P:UK1 IFACT 0.1

45 CHS42.7X3.2 FY 23550 CHS48.6X3.2 FY 23560 CHS60.5X3.2 FY 23575 CHS76.3X3.2 FY 23590 CHS89.1X3.6 FY 235115 CHS114.3X3.2 FY 235140 CHS139.8X4.5 FY 235165 CHS165.2X6.5 FY 235220 CHS216.3X6.8 FY 235270 CHS267.4x6.8 FY 235320 CHS318.5X6.0 FY 235

606 EA60X60X6 FY 245

END


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4. TOWER LOADINGPada modul ini, pembebanan dan analisis tower adalah berdasarkan peraturan EIA/TIA-222-F.Urutan penomoran sisi tower 1,2,3 (dan 4 untuk tower 4 leg) adalah berlawanan arah jarum jamdimulai dari sb X+.

Langkah langkah unt uk m embuat t ow er load ing f i l e (TWR) .

- select Tower > Load Tower > Make Tower Loading File.

- akan tampil layar Loading Parameter sbb :

Code : peraturan yang digunakan untuk pembebanannya, select EIA-222.Angle to north : sudut utara tower (azimuth utara tower) dari sb X berlawanan arah jarum

jam.Velocity : kecepatan angina dalam satuan m/s, tergantung satuan yang digunakan

pada input TD file. 1 = metric, 4 = US.Altitude : ketinggian top tower dari muka tanah.Ice : di indonesia beban es diabaikan.

Select OK

- akan tampil layar wind angles - square tower, yaitu sudut datangnya beban angindiukur dari sb X axis.

Select OK

- muncul layar Load Combination Factors


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DL min : kombinasi beban mati kondisi tarik / tensionDL max : kombinasi beban mati kondisi tekan / compressWind load : kombinasi beban untuk beban angin

Select OK

- select Load Tower > Edit Tower Loading File

Akan muncul layar editor untuk mengedit tower loading yang sudah dibuat tadi.

$$ Prototype TWR file$

PARAMETERSANGN 90.0CODE EIA222ICE RO 0.0 RW 0.0 $ALTOP 0 $ SITE + TOWER HEIGHT

$ PSF-V @psfv $$ PSF-M @psfm $PSF-V 1.0 $PSF-M 1.0 $VB 27.8 $ ENTER SITE WINDSPEED HEREOVERLAP 1

END

$VELOCITY$ ZF 0.0 VF 1.0$ ZF 50 VF 1.8$END

LOADSCASE 100 Weight of tower plus ancillariesDL$ TODO - any additional NDLDs go here

CASE 200 wind at 0 to X axisWL ANGLX 0.0 NOICE





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CASE 500 Max. tower weightCOMBIN 100 1.200

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

CASE 540 COMPRES: wind at 0 to X axisCOMBIN 100 1.200

COMBIN 200 1.000


CASE 580 COMPRES: wind at 45 to X axisCOMBIN 100 1.200COMBIN 220 1.000









CASE 760 TENSION: wind at 270 to X axis

COMBIN 100 1.000COMBIN 320 1.000


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END

$ANCILLARIES

$ LINEAR LIBR P:MS_LIN$$ LADDER1 XB 00.0 YB 00.0 ZB 00.0 XT 00.0 YT 00.0 ZT 43.0 LIB LADDER ANG 0

$ LARGE LIBR P:MS_ANC

$$ DISH1 XA 1.2 YA 0.0 ZA 41.00 LIB SH1PR-6 ANG 90 $ AMASS ? ATTACH ...$ DISH2 XA 1.2 YA 1.2 ZA 41.00 LIB SH1PR-6 ANG 30 $ AMASS ? ATTACH ...$$$ FACE$ SCREEN6 FACE 1234 ZA 00.0 MASS 00 CN 0.0 AREA 0.0 FLAT

$ENDEND

Ket :

ANGN : sudut arah utara (azimuth utara) tower ke sb X axis berlawanan arah jarumjam. Satuan : degree.

CODE : peraturan yang digunakan, EIA222 = peraturan EIA/TIA-222-FICE : beban es / salju, di Indonesia = 0

ALTOP : altitude, ketinggian top tower dari muka tanah.PSF-V : factor keamanan parsial untuk kecepatan angin dan ketebalan es.PSF-M : factor keamanan parsial untuk kuat rencana.

VB : Kecepatan angin, dalam m/s. Untuk design, Telkomsel menggunakankecepatan angin 120 km/hour (fastest mile). Untuk review existing towerkecepatan angin yang digunakan untuk analisis tergantung pada jarak towerdari tepi laut/pantai, 5km = 100km/hour (fastest miles).

OVERLAP : 0 jika overlap antara bracing dan leg members diabaikan. 1 jika selain itu.

ANG : sudut yang dibentuk antara arah muka antenna dengan arah utara tower,dihitung searah jarum jam.

AMASS : additional massa, berat tambahan (berat mounting) dari beban utamaantenna (kg).

TMASS : total massa, beban mounting + antenna (kg).


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ANGN (azimuth utara tower) dan ANG(sudut yang dibentuk antara arahmuka antenna dengan arah utaratower)

- ANGN : sudut yang dibentukoleh sb X axis dengan arahutara tower (N), berlawananarah jarum jam

- ANG : sudut yang dibentukantara arah muka antennadengan arah utara tower. 0degree dihitung dari arahUtara tower (N), searah

jarum jam.

LINEAR ANCILLARY

Linear ancillary berbentuk beban garis dengan menghitung luasannya per meter panjang. Nantinyaakan dimasukkan kedalam bentuk lin library file. Beban-beban yang termasuk kedalam kategoriLinear ancillary antara lain : tangga, jalur kabel dan kabel antenna.

Contoh perhitungan untuk beban tangga (ladder) + jalur kabel (cable tray) :

RB 16


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Contoh perhitungan untuk jalur kabel (cable tray) :

Contoh perhitungan untuk kabel / feeder :

Linear Library : lin

name coeff mass af asf aice shapekg/m m2/m m2/m

LADTRAY50 FLAT 25.669 0.212 0.320 0 1

TRAY-40CM FLAT 8.404 0.123 0.050 0 1

FEED-[SITE ID] GROUP 11.520 0.334 0.197 0 0

name : nama dari propertis beban yang akan dipanggil ke library.coeff : nama dari drag curves yang digunakan, terkait dengan drag coefficients.mass : berat material per meter (kg/m)af : luasan material yang terkena angin dari depan, 0 degree dari arah utara (m2/m)as : luasan material yang terkena angin dari samping, 90 degree dari arah utara (m2/m)

aice : beban es = 0, di Indonesia diabaikan (m2/m)shape : faktor bentuk = 1 untuk flat , 0 = silender.


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LARGE ANCILLARY

Format penulisannya adalah sbb :

LARGE LIB librname XA xa YA ya ZA za LIB lname ...

[FACT fact] [SHADE shade] ANG ang ...[{AMASS|TMASS}] [ATTACH nlist]

...

Dimana :

LARGE Keyword.

LIB Keyword.

libr Name of library containing large ancillaries. It is assumed that the library is located inthe data folder unless the name is prefixed with "P:" or "L:". "P:" indicates that thelibrary is in the program folder and "L:" indicates that it is in the library folder.

name Identifier for the ancillary 1-16 characters, not recognizable as a number.

XA Keyword.

xa X coordinate of the ancillary, in m or ft.

YA Keyword.

ya Y coordinate of the ancillary, in m or ft.

ZA Keyword.

za Z coordinate of reference level of the ancillary relative to the base of the tower, in m orft. If an antenna, the reference level is usually the center of radiation.

LIB Keyword.

lname Name of ancillary in library 1-16 characters.

FACT Keyword.

fact Factor by which the library dimensions and areas of the ancillary are multiplied. If notgiven, a value of 1.0 is used.

SHADE Keyword.shade Coefficient used to factor exposed area of a large or linear ancillary.

ANG Keyword.

ang Bearing of the ancillary, the clockwise angle between north and the negative "x" axis ofthe ancillary.

AMASS Keyword.

TMASS Keyword.

mass Mass, in kg or lb, with the following meanings depending on which keyword it follows:AMASS Additional mass, to be added to the library mass.TMASS Total mass, to be used instead of the mass in the library.

ATTACH Keyword.

nlist List of nodes to which the ancillary is attached. If attachment data is omitted, theprogram will allocate the forces from the ancillary to leg nodes closest to the level of theancillary. The forces of the ancillary will be transferred into the tower by a staticallyequivalent set of forces on the listed nodes.


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5. OUTPUTrunning

select Tower > Build/Load/Analyse

Keluaran dari analisis MStower yg diperlukan adalah sebagai berikut :1. members ratio < 1

select Member Check > EIA-222-F


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Pilih kombinasi loading yang akan di run, pilih kombinasi dengan loading angin basic (basic wind speed 100 km/h atau 120 km/h). kemudian, select OK.

2. support reaction towerselect Member Check > Reactions..

Pilih kombinasi loading yang akan di run, pilih kombinasi dengan loading angin basic (basic wind speed 100 km/h atau 120 km/h). kemudian, select OK.


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3. ancillary rotations (twist : puntiran, putaran ancillary terhadap sumbu vertikal Z, sway :goyangan, putaran ancillary terhadap sumbu horizontal X dan Y). syarat twist & sway ancillary rotations

Pilih kombinasi loading yang akan di run, pilih kombinasi dengan loading angin operasional( operational wind speed : 70% x basic wind speed). kemudian, select OK.

4. Node displacement tower (perpindahan titik2 paling atas dari struktur tower) < H/200,dimana H = tinggi tower dari baseplate.

Select Report > Imput/Analysis

Pada tab Structure data select None

Pada tab Loading/Results hanya dicentang kotak Displacements, select OK


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Pilih kombinasi loading yang akan di run, pilih kombinasi dengan loading angin operasional( operational wind speed : 70% x basic wind speed). kemudian, select OK.

Input kan dengan node-node paling atas tower / top tower. Select OK

Untuk melihat hasil running (Output), select File > List/Edit File

Select, TD : untuk melihat Tower Data Geometry Tower (TD file) yang sudah di input.TWR : untuk melihat Tower Data ancillary loading / pembebanan (TWR file) yang sudah

di input.Report :untuk melihat output dari Node displacement / perpindahan titik struktur tower.Summary : untuk melihat output dari ratio members, support reaction tower, dan

ancillary rotations.


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6. CONTOH KASUS REVIEW TOWER EXISTINGA. Contoh 1, Tower 4 Legs ketinggian 42 M (SST 42M 4 Leg)Data2 survey yang diperlukan :

- Azimuth utara tower- tower outline (detail tower lengkap dengan semua dimensi struktur dan jarak2)- type antenna dan azimuth antenna, elevasi antenna, type feeder/ukuran diameter kabel

antenna,- appurtenance / pelengkap ( seperti detail dimensi Ladder/tangga, cable tray).- detail angkur dan baseplate (diameter angkur, jarak antar angkur, stiffner, dimensi

baseplate PxLxt .

lihat data survey pada lampiran 6A. (site BKS173-PDUNGUPRMAIMW-SST 42M)

langkah kerja analisis :

A1. tower data file (TD)

TITL1 PROJECT : NSN-TELKOMSEL 3GTITL2 SITE : BKS173-PDUNGUPRMAIMW-SST 42M



PANEL 1 HT 1.000 TW 1.300FACE M LEG 707 BR1 505 H1 0PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 TOPPANEL 1 HT 1.000

FACE K LEG 707 BR1 505 H1 0PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 TOP

PANEL 2 HT 1.000FACE M LEG 707 BR1 505 H1 0PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 TOPPANEL 2 HT 1.000FACE K LEG 707 BR1 505 H1 0PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 TOP


PANEL 4 HT 1.000 TW 1.300FACE M LEG 707 BR1 505 H1 0

PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 TOPPANEL 4 HT 1.000FACE K LEG 707 BR1 505 H1 0PLAN PL2A PB1 404 PB2 404 PB3 0 PB4 0 TOP




PANEL 8 HT 0.962FACE M LEG 707 BR1 505 H1 0PANEL 8 HT 1.038


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FACE K LEG 808 BR1 505 H1 0PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 TOP


PANEL 10 HT 3.000







PANEL 16 HT 1.455FACE M LEG 909 BR1 606 H1 0PANEL 16 HT 1.545FACE K LEG 1010 BR1 606 H1 0PLAN PL2A PB1 505 PB2 707 PB3 0 PB4 0 TOP


END


1010 EA100X100X10 FY 245909 EA90X90X9 FY 245808 EA80X80X8 FY 245707 EA70X70X7 FY 245606 EA60X60X6 FY 245505 EA50X50X5 FY 245404 EA40X40X4 FY 245

END

$ CONSTRUCTION BY : PT CITRAMAS JAYA TEKNIK MANDIRI

END

A2. tower loading file (TWR)

PARAMETERSANGN 90CODE EIA222ICE RO 0.0 RW 0.0PSF-V 1.00PSF-M 1.00VB 27.78 $ WIND 100KPHOVERLAP 1

END

LOADSCASE 100 TOWER WEIGHT ONLY

DL


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CASE 200 FACE WIND 0WL ANGLE 0 NOICE


CASE 220 FACE WIND 90

WL ANGLE 90 NOICE






CASE 400 DL + WIND 0, COMPRESSIONCOMBIN 100 1.20COMBIN 200 1.0








CASE 600 DL + WIND 0, TENSIONCOMBIN 100 1.0COMBIN 200 1.0




CASE 640 DL + WIND 180, TENSION

COMBIN 100 1.0COMBIN 240 1.0


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CASE 800 DL + WIND 0, 70 KM/H OPERASIONAL REQ.COMBIN 100 1.20COMBIN 200 0.49







CASE 870 DL + WIND 315, 70 KM/H OPERASIONAL REQ.


END

ANCILLARIES

LINEAR LIB P:LIN_NEW$ feeder for GSM/sectoral antennaLADTRAY XB 0.00 YB 0.00 ZB 0.00 XT 0.00 YT 0.00 ZT 41.00 LIB LADTRAY50 ANG 0FACT 1FEEDER1 XB 0.00 YB 0.00 ZB 0.00 XT 0.00 YT 0.00 ZT 34.00 LIB FEED-BKS173 ANG 180FACT 1FEEDER2 XB 0.00 YB 0.00 ZB 34.00 XT 0.00 YT 0.00 ZT 38.00 LIB FEED2-BKS173 ANG180 FACT 1COAX_1 XB 0.00 YB 0.00 ZB 0.00 XT 0.00 YT 0.00 ZT 30.00 LIB CABLE_MW ANG 180 FACT

1

LARGE LIBR P:ANC_NEW$ EXISTING ANTENNA$ SHIELDED ANTENNA1-MW0.3 XA 1.00 YA -1.00 ZA 30.00 LIB SH1PR-1 ANG 140 AMASS 30

$ SECTORAL ANTENNA1-K741989 XA 0.85 YA 0.85 ZA 34.00 LIB K741989 ANG 45 AMASS 302-K741989 XA 0.85 YA -0.85 ZA 34.00 LIB K741989 ANG 140 AMASS 303-K741989 XA -0.85 YA -0.85 ZA 34.00 LIB K741989 ANG 270 AMASS 304-K739666 XA 0.80 YA 0.80 ZA 38.00 LIB K739666 ANG 45 AMASS 305-K739666 XA 0.80 YA -0.80 ZA 38.00 LIB K739666 ANG 140 AMASS 306-K739666 XA -0.80 YA -0.80 ZA 38.00 LIB K739666 ANG 270 AMASS 30

$ REST PLATFORMPF1 XA 0 YA 0 ZA 16.56 LIB PLATF4 ANG 90 AMASS 25

PF2 XA 0 YA 0 ZA 29.04 LIB PLATF4 ANG 90 AMASS 25

END


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END

$ LIBRARY

$ K739666 KATH2G 2.58 22 0.67596 0.29928 2.52 0 0 0 1 1 1 14 .116 .262 2.58$GSM$ K741989 KATH3G 1.302 7.5 0.20181 0.08984 2.52 0 0 0 1 1 1 14 .069 .1551.302 $UMTS

$ SH1PR-1 SHIELDED 0.3 10.4 0.097 0.097 2.72 0 -.035 -.035 1 1 1 3$ SH1PR-2 SHIELDED 0.6 18.5 0.318 0.159 .96 0 -.035 -.035 1 1 1 3$ SH1PR-4 SHIELDED 1.2 77 1.170 0.585 5.13 0 .013 -.013 1 1 1 3

$ LADTRAY50 FLAT 25.669 0.212 0.320 0 1$ CABLE_MW CABLE 0.223 0.016 0.016 0.03 0$ FEED_ORGL GROUP 5.628 0.118 0.197 0 0 $ FEEDER 1 GROUP 6 x 1 1/4"$ PLATF4 UNITY 1 100 1.0 1.0 0 0 0 0 1 1 1 502

$ FEED-BKS173 GROUP 8.574 0.229 0.197 0 0 $FOR El. 0 - 34.00 (EXISTING)$ FEED2-BKS173 GROUP 2.946 0.078 0.131 0 0 $FOR El. 34.00 - 38.00 (EXISTING)$ FEED3-BKS173 GROUP 2.946 0.105 0.000 0 0 $FOR El. 0 - 36.00 (PROPOSE)

$ KATH2G FACT 1.0 $$ $ ang afact Cfx Cfy Cfz Cmx Cmy Cmz$ 0 1.0 0.621 0.0 0 0 0 0$ 90 1.0 0.0 0.835 0 0 0 0$ 180 1.0 -1.374 0.0 0 0 0 0$ 270 1.0 0.0 -0.835 0 0 0 0$ END

$ KATH3G FACT 1.0 $$ $ ang afact Cfx Cfy Cfz Cmx Cmy Cmz$ 0 1.0 0.575 0.0 0 0 0 0$ 90 1.0 0.0 1.093 0 0 0 0$ 180 1.0 -1.372 0.0 0 0 0 0$ 270 1.0 0.0 -1.093 0 0 0 0$ END

$ GROUP FACT 1.0

$ $ang afact Cfx Cfy

$ 0. 1.00 1.50 0.00$ 90. 1.00 0.00 1.50$ 180. 1.00 -1.50 0.00$ 270. 1.00 0.00 -1.50

$ END

$ FLAT FACT 1.0

$ $ang afact Cfx Cfy$ 0. 1.00 2.00 0.00$ 90. 1.00 0.00 2.00$ 180. 1.00 -2.00 0.00$ 270. 1.00 0.00 -2.00

$ END

$ CABLE FACT 1.0

$ $ang afact Cfx Cfy$ 0. 1.00 1.20 0.00$ 90. 1.00 0.00 1.20$ 180. 1.00 -1.20 0.00

A.3 Output (members ratio, support reaction, ancillary rotation (twist & sway), nodedisplacement.

A.4 contoh reporting : l amp i ran 6A.4


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B. Contoh 2, Tower 4 Legs ketinggian 72 M (SST 72M 4 Leg)Data2 survey yang diperlukan :



baseplate PxLxt .

lihat data survey pada lampiran 6B. (site IND014-PEKANDANGANMW-SST 72M)

B.1 Tower Data File (TD file) ; geometry struktur

TITL1 PROJECT : NSN-TELKOMSEL 3GTITL2 SITE : IND014-PEKANDANGANMW-SST 72M


COMPONENTP18 PEKANDANGANMW.UDPP20 PEKANDANGANMW.UDPP21 PEKANDANGANMW.UDPP22 PEKANDANGANMW.UDPP23 PEKANDANGANMW.UDPP24 PEKANDANGANMW.UDPP25 PEKANDANGANMW.UDP

END


PANEL 1 HT 1.250 TW 1.350FACE X LEG 808 BR1 606 H1 0PLAN PL1A PB1 606 PB2 505 PB3 505 TOP





PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 TOP



PANEL 8 HT 1.250FACE X LEG 808 BR1 606 H1 0PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 BTM

PANEL 9 HT 2.000 TW 1.350FACE XH1 LEG 808 BR1 606 H1 0PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 XIP



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PANEL 14 HT 3.000FACE K1 LEG 909 BR1 606 H1 0 R1 505 R2 505PLAN PL3S PB1 606 PB2 505 PB3 505 PB4 505 PB5 0 TOP



PANEL 17 HT 4.000FACE K2A LEG 1010 BR1 756 H1 0 R1 505 R2 505 R3 505 R4 505PLAN PL3S PB1 606 PB2 505 PB3 505 PB4 505 PB5 505 TOP


$ FACE K2A LEG 1010 BR1 808 H1 0 R1 505 R2 505 R3 505 R4 505$ PLAN PL3S PB1 606 PB2 606 PB3 505 PB4 505 PB5 505 TOP

PANEL 19 HT 4.000FACE K2A LEG 1212 BR1 808 H1 0 R1 505 R2 505 R3 505 R4 505PLAN PL3S PB1 606 PB2 606 PB3 505 PB4 505 PB5 505 TOP


$ FACE KM NTR 0 ND 3 LEG 1212 BR1 909 H1 0 R1 505 R2 505 R3 505 R4 505 R5 505 R6 505

$ PLAN PL3S PB1 606 PB2 606 PB3 505 PB4 505 PB5 606 TOP$ HIP HS ND 4 HP1 0 HP2 0 HP3 505 HP4 0


$ FACE KM NTR 0 ND 3 LEG 1212 BR1 909 H1 0 R1 505 R2 505 R3 505 R4 505 R5 505 R6 505$ PLAN PL3S PB1 606 PB2 606 PB3 505 PB4 505 PB5 606 TOP$ HIP HS ND 4 HP1 0 HP2 0 HP3 505 HP4 0


$ FACE KM NTR 1 ND 2 LEG 1212 BR1 909 H1 0 R1 505 R2 505 R3 505 R4 505 R5 505 R6 505$ PLAN PL3V PB1 606 PB2 606 PB3 505 PB4 505 PB5 606 PB6 606 PB7 606 PB8 606 TOP$ HIP HS ND 4 HP1 0 HP2 0 HP3 505 HP4 0

PANEL 23 HT 5.000

FACE @P23$ FACE KM NTR 1 ND 2 LEG 1515 BR1 909 H1 0 R1 505 R2 505 R3 505 R4 505 R5 505 R6 505$ PLAN PL3V PB1 606 PB2 756 PB3 505 PB4 505 PB5 606 PB6 606 PB7 606 PB8 606 TOP$ HIP HS ND 4 HP1 0 HP2 0 HP3 505 HP4 0





END

SECTIONS


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43

LIBR P:UK1 IFACT 0.1

1515 EA150X150X15 FY 2451212 EA120X120X12 FY 2451010 EA100X100X10 FY 245909 EA90X90X9 FY 245808 EA80X80X8 FY 245756 EA75X75X6 FY 245

707 EA70X70X7 FY 245606 EA60X60X6 FY 245505 EA50X50X5 FY 245404 EA40X40X4 FY 245

END

$ CONSTRUCTION BY : PT BUKAKA TEKNIK UTAMA

END

B.2 Tower Loading (TWR file)

PARAMETERSANGN 275CODE EIA222ICE RO 0.0 RW 0.0PSF-V 1.00PSF-M 1.00VB 27.78 $ WIND 100KPHOVERLAP 1

END


DL



WL ANGLE 45 NOICE










CASE 430 DL + WIND 135, COMPRESSION



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CASE 660 DL + WIND 270, TENSION










CASE 860 DL + WIND 270, 70 KM/H OPERASIONAL REQ.COMBIN 100 1.20

COMBIN 260 0.49



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END

ANCILLARIES

LINEAR LIB P:LIN_NEW

$ feeder for GSM/sectoral antennaLADTRAY XB 0.00 YB 0.00 ZB 0.00 XT 0.00 YT 0.00 ZT 71.00 LIB LADTRAY40 ANG 95 FACT 1FEEDER1 XB 0.00 YB 0.00 ZB 0.00 XT 0.00 YT 0.00 ZT 40.00 LIB FEED-IND014 ANG 275 FACT

1FEEDER2 XB 0.00 YB 0.00 ZB 40.00 XT 0.00 YT 0.00 ZT 70.75 LIB FEED2-IND014 ANG 275

FACT 1COAX_1 XB 0.00 YB 0.00 ZB 0.00 XT 0.00 YT 0.00 ZT 31.50 LIB CABLE_MW ANG 275 FACT 1COAX_2 XB 0.00 YB 0.00 ZB 0.00 XT 0.00 YT 0.00 ZT 44.00 LIB CABLE_MW ANG 275 FACT 1

TRAY2 XB 0.00 YB 0.00 ZB 0.00 XT 0.00 YT 0.00 ZT 42.00 LIB TRAY-40CM ANG 95 FACT 1FEEDER3 XB 0.00 YB 0.00 ZB 0.00 XT 0.00 YT 0.00 ZT 42.00 LIB FEED3-IND014 ANG 275

FACT 1

LARGE LIBR P:ANC_NEW$ EXISTING ANTENNA$ SHIELDED ANTENNA1-MW0.6 XA -2.30 YA -2.30 ZA 31.50 LIB SH1PR-2 ANG 10 AMASS 902-MW0.6 XA 1.70 YA 1.70 ZA 44.00 LIB SH1PR-2 ANG 220 AMASS 90

$ SECTORAL ANTENNA1-TDJ809017D XA -1.85 YA 1.85 ZA 40.00 LIB TDJ-809017D ANG 120 AMASS 902-TDJ809017D XA -1.85 YA -1.85 ZA 40.00 LIB TDJ-809017D ANG 30 AMASS 903-TDJ809017D XA 1.85 YA 1.85 ZA 40.00 LIB TDJ-809017D ANG 230 AMASS 904-K741989 XA -1.80 YA 1.80 ZA 42.00 LIB K741989 ANG 210 AMASS 905-K741989 XA -1.80 YA -1.80 ZA 42.00 LIB K741989 ANG 30 AMASS 906-K741989 XA 1.80 YA -1.80 ZA 42.00 LIB K741989 ANG 320 AMASS 907-CELLITE XA -1.00 YA 0.90 ZA 70.75 LIB AP909014 ANG 160 AMASS 908-CELLITE XA -0.80 YA 1.00 ZA 70.75 LIB AP909014 ANG 160 AMASS 909-CELLITE XA -0.90 YA -0.80 ZA 70.75 LIB AP909014 ANG 30 AMASS 9010-CELLITE XA -0.80 YA -1.00 ZA 70.75 LIB AP909014 ANG 30 AMASS 9011-CELLITE XA 1.00 YA -0.80 ZA 70.75 LIB AP909014 ANG 280 AMASS 9012-CELLITE XA 0.80 YA -1.00 ZA 70.75 LIB AP909014 ANG 280 AMASS 90

$ REST PLATFORMPF1 XA 0 YA 0 ZA 15.00 LIB PLATF4 ANG 275 AMASS 25PF2 XA 0 YA 0 ZA 34.00 LIB PLATF4 ANG 275 AMASS 25

ENDEND

$ LIBRARY

$ K739666 KATH2G 2.58 22 0.67596 0.29928 0 0 0 0 1 1 1 14 0.116 0.262 2.58 $ : K739666type kathrein 2580x262x116

$ K741989 K-741989 1.302 7.5 0.20181 0.089838 0 0 0 0 1 1 1 14 0.069 0.155 1.302 $ :K741989 type kathrein 1302x155x69

$ TDJ-809017D KATH2G 2.43 18 0.6804 0.20655 0 0 0 0 1 1 1 14 0.085 0.28 2.43 $ : TongyuTDJ-809017D-90PT0 2430x280x85

$ AP909014 KATHDCS 1.977 10.9 0.523905 0.25701 0 0 0 0 1 1 1 14 0.13 0.265 1.977 $ : RFS

Cellite

$ SH1PR-1 SHIELDED 0.3 10.4 0.097 0.097 2.72 0 -.035 -.035 1 1 1 3$ SH1PR-2 SHIELDED 0.6 18.5 0.318 0.159 .96 0 -.035 -.035 1 1 1 3$ SH1PR-4 SHIELDED 1.2 77 1.170 0.585 5.13 0 .013 -.013 1 1 1 3

$ LADTRAY40 FLAT 23.653 0.192 0.316 0 1 $LADDER+TRAY TSEL 40cm$ TRAY-40CM FLAT 8.404 0.123 0.050 0 1 $CABLE TRAY TSEL 40cm$ CABLE_MW CABLE 0.223 0.016 0.016 0.03 0$ FEED_ORGL GROUP 5.628 0.118 0.197 0 0 $ FEEDER 1 GROUP 6 x 1 1/4"$ PLATF4 UNITY 1 100 1.0 1.0 0 0 0 0 1 1 1 502

$ FEED-IND014 GROUP 8.574 0.229 0.197 0 0 $FOR El. 0 - 40.00 (EXISTING) on ladtray$ FEED2-IND014 GROUP 2.946 0.078 0.131 0 0 $FOR El. 40.00 - 70.75 (EXISTING) on ladtray$ FEED3-IND014 GROUP 2.946 0.078 0.131 0 0 $FOR El. 0.00 - 42.00 (EXISTING) on tray2$ FEED4-IND014 GROUP 8.574 0.229 0.197 0 0 $FOR El. 0.00 - 42.00 (EXISTING+PROPOSE) on

tray2

$ FEED5-IND014 GROUP 5.628 0.118 0.197 0 0 $FOR El. 42.00 - 45.00 (EXISTING+PROPOSE) ontray2


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$ KATH2G FACT 1.0$ $ ang afact Cfx Cfy Cfz Cmx Cmy Cmz$ 0 1.0 0.621 0.0 0 0 0 0$ 90 1.0 0.0 0.835 0 0 0 0$ 180 1.0 -1.374 0.0 0 0 0 0$ 270 1.0 0.0 -0.835 0 0 0 0$ END

$ K-741989 FACT 1.0$ $ ang afact Cfx Cfy Cfz Cmx Cmy Cmz$ 0 1.0 1.593 0.0 0 0 0 0$ 90 1.0 0.0 1.093 0 0 0 0$ 180 1.0 -1.859 0.0 0 0 0 0$ 270 1.0 0.0 -1.093 0 0 0 0$ END

$ KATHDCS FACT 1.0$ $ ang afact Cfx Cfy Cfz Cmx Cmy Cmz$ 0 1.0 0.576 0.0 0 0 0 0$ 90 1.0 0.0 1.089 0 0 0 0$ 180 1.0 -1.424 0.0 0 0 0 0$ 270 1.0 0.0 -1.089 0 0 0 0$ END

$ GROUP FACT 1.0

$ $ang afact Cfx Cfy$ 0. 1.00 1.50 0.00$ 90. 1.00 0.00 1.50$ 180. 1.00 -1.50 0.00$ 270. 1.00 0.00 -1.50

$ END

$ FLAT FACT 1.0

$ $ang afact Cfx Cfy$ 0. 1.00 2.00 0.00$ 90. 1.00 0.00 2.00$ 180. 1.00 -2.00 0.00

$ 270. 1.00 0.00 -2.00

$ END

$ CABLE FACT 1.0

$ $ang afact Cfx Cfy$ 0. 1.00 1.20 0.00$ 90. 1.00 0.00 1.20$ 180. 1.00 -1.20 0.00

B.3 Output (members ratio, support reaction, ancillary rotation (twist & sway), nodedisplacement.

B.4 contoh reporting : l amp i ran 6B.4

C. Contoh 3, Tower 3 Legs ketinggian 72 M (SST 72M 3 Leg)Data2 survey yang diperlukan :



baseplate PxLxt .


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lihat data survey pada lampiran 6C. (site CMS021-CIKEMBULANMW-SST 72M)

C.1 Tower Data File (TD file) ; geometry struktur

TITL1 PROJECT : NSN-TELKOMSEL 3GTITL2 SITE : CMS021-CIKEMBULANMW-SST 72M 3LEG



PANEL 1 HT 2.000 TW 1.500FACE VL LEG 90 BR1 45 H1 45

PANEL 2 HT 5.000 TW 1.500FACE DM SPACE 1.25 1.25 1.25 1.25 LEG 90 BR1 45 H1 45 LEFT




PANEL 6 HT 2.500FACE M LEG 140 BR1 60 H1 0PLAN PT1 PB1 60 TOP

PANEL 6 HT 2.500FACE K LEG 140 BR1 60 H1 0PLAN PT2 PB1 45 PB2 45 TOP










END


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45 CHS42.7X3.2 FY 23550 CHS48.6X3.2 FY 23560 CHS60.5X3.2 FY 23575 CHS76.3X3.2 FY 23590 CHS89.1X3.6 FY 235

115 CHS114.3X3.2 FY 235140 CHS139.8X4.5 FY 235165 CHS165.2X6.5 FY 235220 CHS216.3X6.8 FY 235270 CHS267.4x6.8 FY 235320 CHS318.5X6.0 FY 235

606 EA60X60X6 FY 245

ENDEND

C.2 Tower Loading (TWR file)

PARAMETERSANGN 275CODE EIA222VB 33.33OVERLAP 0

END


DL









WL ANGLE 210 NOICE





$-----------------------------------------

CASE 500 DL + WIND 0, 120 KM/H BASIC WIND



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CASE 510 DL + WIND 30, 120 KM/H BASIC WINDCOMBIN 100 1.0COMBIN 210 1.0










CASE 610 DL + WIND 330, 120 KM/H BASIC WIND


$-------------------------------------------




COMBIN 220 0.49







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COMBIN 270 0.49



COMBIN 290 0.49



END

ANCILLARIES

LINEAR LIB P:LIN_RK.LIB

LADTRAY XB 0.00 YB 0.00 ZB 0.00 XT 0.00 YT 0.00 ZT 71.00 LIB LADTRAY-40CM ANG 95FEEDER1 XB 0.00 YB 0.00 ZB 0.00 XT 0.00 YT 0.00 ZT 40.00 LIB STK400-CMS021 ANG 275FEEDER2 XB 0.00 YB 0.00 ZB 40.00 XT 0.00 YT 0.00 ZT 67.50 LIB STK400-CMS021 ANG 275

LARGE LIB P:ANC_RK.LIB

$ EXISTING ANTENNA$ SHIELDED ANTENNA1-MW0.6 XA -1.50 YA 0.00 ZA 56.50 LIB SH1PR-2 ANG 60 AMASS 302-MW0.6 XA 0.80 YA 1.30 ZA 55.40 LIB SH1PR-2 ANG 250 AMASS 30

$ SECTORAL ANTENNA1-K741989 XA -2.00 YA -0.10 ZA 40.00 LIB K741989 ANG 60 AMASS 302-K742352 XA -2.00 YA 0.10 ZA 40.00 LIB K742352 ANG 160 AMASS 303-K742352 XA 0.90 YA 1.70 ZA 40.00 LIB K742352 ANG 170 AMASS 304-K741989 XA 1.10 YA 1.70 ZA 40.00 LIB K741989 ANG 230 AMASS 305-K741989 XA 1.10 YA -1.70 ZA 40.00 LIB K741989 ANG 320 AMASS 30

6-K742352 XA 0.90 YA -1.70 ZA 40.00 LIB K742352 ANG 45 AMASS 307-K739650 XA -1.05 YA 0.00 ZA 67.50 LIB K739650 ANG 10 AMASS 308-K739650 XA 0.60 YA 0.90 ZA 67.50 LIB K739650 ANG 220 AMASS 309-K739650 XA 0.60 YA -0.90 ZA 67.50 LIB K739650 ANG 350 AMASS 30

$ REST PLATFORMPF1 XA 0 YA 0 ZA 7.60 LIB PLATF4 ANG 275 AMASS 25PF2 XA 0 YA 0 ZA 22.60 LIB PLATF4 ANG 275 AMASS 25PF3 XA 0 YA 0 ZA 37.60 LIB PLATF4 ANG 275 AMASS 25PF4 XA 0 YA 0 ZA 55.00 LIB PLATF4 ANG 275 AMASS 25

ENDEND

$ ANCILLARY LIBRARY$ name type Dim mass af asf aice zref xcg xicg fcx fcy fmz icon

$ m kg m2 m2 m2 m m m$ SH1PR-1 SHIELDED 0.3 10.4 0.097 0.097 2.72 0 -.035 -.035 1 1 1 3$ SH1PR-2 SHIELDED 0.6 18.5 0.318 0.159 .96 0 -.035 -.035 1 1 1 3$ SH1PR-4 SHIELDED 1.2 77 1.170 0.585 5.13 0 .013 -.013 1 1 1 3$ SH1PR-6 SHIELDED 1.8 127 2.620 1.31 11.6 0 -.213 -.213 1 1 1 3$ SH1PR-8 SHIELDED 2.4 203 4.66 2.33 19.6 0 -.371 -.371 1 1 1 3$ GSM1.9 CYL 1.902 9 0.2945 0.1311 0 0 0 0 1 1 1 30$ GSM1.3 CYL 1.302 10 0.20181 0.08984 0 0 0 0 1 1 1 30$ K742352 BOX 1.319 16.5 0.42603 0.09364 0 0 0 0 1 1 1 30

.071 .323 1.319$ K741989 CYL 1.302 10 0.20181 0.08984 0 0 0 0 1 1 1 30$ K739650 CYL 2.5 10 0.65790 0.30960 0 0 0 0 1 1 1 30

.120 0.255 2.58

$ name type mass af as aice shape$ kg/m m2/m m2/m m2/m$ LADTRAY-40CM NONE 23.453 0.199 0.221 0 1 $ LADDER+TRAY TSEL 40cm

$ TRAY-40CM NONE 8.404 0.123 0.050 0 1 $ CABLE TRAY TSEL 40cm$ STK400-CMS021 NONE 9.110 0.159 0.067 0 0 $FOR El. 0 - 40.00 (EXISTING) ON LADTRAY$ STK400-CMS021 NONE 1.320 0.041 0.038 0 0 $FOR El. 40.00 - 67.50 (EXISTING) ON LADTRAY


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$ STK400-CMS021 NONE 5.760 0.064 0.095 0 0 $FOR El. 0 - 50 (PROPOSE) ON NEW TRAYEND

C.3 Output (members ratio, support reaction, ancillary rotation (twist & sway), nodedisplacement.

C.4 contoh reporting : l amp i ran 6C.4


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