modul mstower

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MODUL MSTOWER 1. PENGENALAN MSTOWER MStower adalah program spesialis yang dapat digunakan dalam menganalisa struktur rangka baja, tower transmisi dan telekomunikasi, struktur guyed masts, dan monopoles. Analisis struktur dengan 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 kepada beberapa 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 mengacu kepada peraturan EIA/TIA-222-F (Structural Standard for Steel Antenna Tower and Antenna Supporting 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 dominan c. 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 & TOOLBARS Tampilan 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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Open...CloseSave

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Print Preview...

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Exit

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

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 to

an MStower archive file. Configure Configuration of program capacity, section library, material library, colors, intermediate

file folder, and timed backup interval. Also used for editing of section and material libraries 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 are

shown 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 EMF format. 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 Sort Order

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 graphical

creation 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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Make Tower Data File

Load Tower

AnalyseGust Factor

Build/Load/Analyse

Edit Tower Data FileUser Defined Panels

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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 extreme

positions. 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 design

ratios. The legend in the Output window shows the range of values represented by 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 Action Node 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 selected

window.

Perintah-perintah pada menu HELP

Command Action MStower Help Topics Display the Help Topics dialog box. This has three tabs, Contents, Index, and

Find, 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. Also

contains links to Internet.

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3. GEOMETRY Cara 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 site Units ; satuan yang akan digunakan , pilih Metric No. Faces ; jumlah sisi tower, 3 = 3 Leg , 4 = 4 Leg No. panels ; jumlah panel yang akan disusun/dibuat Base width ; lebar bagian bawah tower, jarak antar Leg siku punggung luar, jarak as ke

as untuk Leg pipa Base level ; ketinggian baseplate tower dari muka tanah Provide 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 > edit tower data file. Sbb :

TITL1 Test tower TITL2 UNITS 1 PROFILE FACES 4 WBASE 4.0000 RLBAS 0.0000 PANEL 1 HT 1.000 TW 1.000 FACE X $ LEG ? BR1 ? H1 ?

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PANEL 2 HT 1.000 TW 1.000 FACE X $ LEG ? BR1 ? H1 ? PANEL 3 HT 1.000 TW 1.000 FACE X $ LEG ? BR1 ? H1 ? PANEL 4 HT 1.000 TW 1.000 FACE X $ LEG ? BR1 ? H1 ? END SECTIONS LIBR P:UK IFACT 0.1 $ 1.00 1 EA200X200X16 2 EA150X150X10 3 EA100X100X8 4 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 panel Top width ; lebar bagian atas tower, jarak antar punggung luar untuk Leg siku, jarak

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

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

manual atau help Mstower bab 6. standard panels Hip ; members penyambung bracing.

PANEL 7

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PANEL 9

PANEL ID

PANEL 11

PANEL 12

PANEL 13\

PANEL 14

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[TITL1 PROJECT : NSN-TELKOMSELTITL2 SITE : BDG4 24-WRNGMUNCANGMW-SST 36M

units 1 $ l=metric, 4=usPROFILEFACES 4WBASE 3.980RLBASE 0.000

PANEL 1 HT 1.000 TW 1.300FACE M LEG 707 BRl 505 Hi 0PLAN PL2A PBl 505 PB2 505 PB3 505 PB4 0 TOP

PANEL 1 HT 1.000FACE K LEG 707 BRl 505 Hi 505PLAN PL2A PBl 505 PB2 0 PB3 505 PB4 0 BTM

PANEL 2 HT 2.000FACE XHl LEG 707 BRl 505 Hi 0PLAN PL2A PBl 505 PB2 505 PB3 0 PB4 0 XIP



PANEL 5 HT 1.000FACE M LEG 707 BRl 505 Hi 0

PANEL 5 HT 1.000FACE K LEG 756 BRl 505 Hi 0PLAN PL2A PBl 505 PB2 505 PB3 0 PB4 0 TOP




PANEL 9 HT 1. 500FACE M LEG 808 BRl 606 Hi 0

PANEL 9 HT 1.500FACE K LEG 909 BRl 606 Hi 0PLAN PL2A PBl 505 PB2 505 PB3 505 PB4 0 TOP




PANEL 13 HT 1. 500FACE M LEG 909 BRl 606 Hi 0

PANEL 13 HT 1. 500FACE K LEG 1010 BRl 606 Hi 0PLAN PL2A PBl 505 PB2 606 PB3 0 PB4 0 TOP

PANEL 14 HT 3. 000FACE XHl LEG 1010 BRl 707 Hi 0PLAN PL2A PBl 505 PB2 707 PB3 0 PB4 0 XIP

1010 EAl00x100X10909 EA90X90X9808 EA80X80X8756 EA75X75X6707 EA70X70X7606 EA60X60X6505 EA50X50X5

FY 24 5FY 24 5FY 24 5FY 24 5FY 24 5FY 24 5FY 24 5

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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 block Format penulisannya adalah sbb ;

TITL1 titl1 TITL2 titl2 UNITS 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 block Meskipun MStower memiliki banyak type panel, akan tetapi adakalanya panel yang kita akan buat tidak 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

Ytheta: 310 ph i: 30

MStower V6 Friday, May 22, 2009 08:50:22 AM

theta: 0 phi: 90

MStower V6 Friday, May 22, 2009 08:51:15 AM

Hip bracing

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Lakukan pengeditan pada panel yang akan diedit, gunakan tool drawing untuk menggambar members 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. COMPONENT udp 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 as the job. It must have the file name extension "UDP".

c. Profile block Pada 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 adalah commands 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 interpolasikan linear sendiri oleh program. PROFILE FACES nface WBASE wbase RLBAS rlbas PANEL 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:

FR F1 and F2 are factors; the actual dimensions are obtained by multiplying a length as shown on the panel diagram.

LE F1 and F2 are lengths.

If omitted, fractional scaling, FR is assumed. BOLT Keyword. class Member class, one of the following member types:

LEG Leg members.

BR BR1..BR3 Bracing in the face.

H H1 H2 Horizontal in the face.

R R1..R9 Face redundant.

PB PB1..PB10 Plan bracing.

HP HP1..HP10 Hip bracing.

CR CR1..CR10 Cross-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 names with a maximum of 8 characters and must have been referenced in the COMPONENT block.

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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ns Number of identical spacings.

@ Keyword.

sm Value 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 hip

brace 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 keyword without 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-Y

quadrant and the other legs are identified in sequence, anti-clockwise from leg A when viewed in plan. The properties of the leg members of the tower may be assigned individually if they are not symmetrical. In any case, a non-zero property must follow the LEG 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 suffix is 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 current

panel. If omitted, the plan bracing will be placed at the top of the face panel. Must be one of:

TOP Top of the face panel.

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

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"M" face bracing.

XIP The level of the intersection of cross-brace members in the face.

MID The mid-height of the face.

Contoh penulisan commands : PANEL 19 HT 5.000 FACE K2 LEG 1212 BR1 707 H1 0 R1 505 R2 505 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 Untuk panel yang ada UDP nya : PANEL 20 HT 5.000 FACE @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 BLOCK Commands bagian ini sifatnya optional, digunakan apabila kondisi perletakan tower tidak terjepit penuh (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 in

the positive X-Y quadrant. The other legs are identified in sequence, anti-clockwise from leg A when viewed in plan; e.g. AC would indicate that the support conditions apply to legs 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

LOCATION OF PLAN 3RACING

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restrained. BUT Keyword used with FIXED to indicate that some degrees of freedom are to be released

or 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 kmx KMY kmy KMZ kmz

Contoh penulisan commands : SUPPORT COORD -2.7321 1.93 0.00 FIXED COORD 1.866 1.93 0.00 FIXED COORD 1.866 -1.93 0.00 FIXED COORD -2.7321 -1.93 0.00 FIXED END e. SECTION BLOCK Bagian ini mendefenisikan section properties yang digunakan. SECTIONS LIBR 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 the

data folder unless the name is prefixed with "P:" or "L:". "P:" indicates that the library is in 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 with pin-ended members. This is convenient for analysing as a space frame, with sufficient continuity across the joints to avoid mathematical instabilities due to coplanar nodes, but without 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 y

axis: X The section XX axis is aligned with the member y axis. Y The section YY axis is aligned with the member y axis.

Use of these keywords will allow you to correctly orient asymmetrical sections. For example, if an unequal angle is used in the face of the tower, orientation Y will result in the long leg of the angle being parallel to the face, whereas orientation X will result in the long leg being normal to the face of the tower. Note that the member y axis is not altered 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 than it may actually have.

BH Keyword. bh Effective width of bolt holes, in mm or inches, in the connected element, taking into

account any staggering of holes, FY Keyword. fy Yield stress of the section. It may be either a numerical value, in N/mm2 (MPa) or

Kips/in2, or, a single-character mnemonic indicating the yield strength to be taken from the 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 MStower section libraries. In UK libraries, these will normally be based on Grade 43 and Grade 50 steel, respectively.

Contoh sederhana : SECTIONS LIBR P:UK1 IFACT 0.1 1010 EA100X100X10 FY 245 909 EA90X90X9 FY 245 808 EA80X80X8 FY 245 707 EA70X70X7 FY 245 606 EA60X60X6 FY 245 505 EA50X50X5 FY 245 404 EA40X40X4 FY 245 END

17

Contoh-contoh TD file Contoh 1 TITL1 PROJECT : NSN-TELKOMSEL 3G TITL2 SITE : BKS131-TELUKPUCUNGMW-SST 42M UNITS 1 $ 1=metric, 4=US PROFILE FACES 4 WBASE 3.980 RLBASE 0.000 PANEL 1 HT 1.000 TW 1.300 FACE M LEG 707 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 505 TOP PANEL 1 HT 1.000 FACE K LEG 707 BR1 505 H1 505 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 505 TOP PANEL 2 HT 2.000 FACE XH1 LEG 707 BR1 505 H1 0 PLAN PL2A PB1 404 PB2 404 PB3 0 PB4 0 XIP PANEL 3 HT 2.000 FACE XH1 LEG 707 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP PANEL 4 HT 1.000 TW 1.300 FACE M LEG 707 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 505 TOP PANEL 4 HT 1.000 FACE K LEG 707 BR1 505 H1 0 PLAN PL2A PB1 404 PB2 404 PB3 0 PB4 0 TOP PANEL 5 HT 2.000 FACE XH1 LEG 707 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP PANEL 6 HT 2.000 FACE XH1 LEG 707 BR1 505 H1 0 PLAN PL2A PB1 404 PB2 404 PB3 0 PB4 0 XIP PANEL 7 HT 2.000 FACE XH1 LEG 707 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP PANEL 8 HT 2.000 FACE XH1 LEG 707 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP PANEL 9 HT 2.000 FACE XH1 LEG 707 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP PANEL 10 HT 3.000 FACE XH1 LEG 707 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP PANEL 11 HT 3.000 FACE XH1 LEG 808 BR1 606 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 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP

18

PANEL 13 HT 3.000 FACE XH1 LEG 808 BR1 606 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP PANEL 14 HT 1.448 FACE M LEG 808 BR1 606 H1 0 PANEL 14 HT 1.552 FACE K LEG 909 BR1 606 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 TOP PANEL 15 HT 3.000 FACE XH1 LEG 909 BR1 606 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP PANEL 16 HT 1.454 FACE M LEG 909 BR1 606 H1 0 PANEL 16 HT 1.546 FACE K LEG 1010 BR1 606 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 TOP PANEL 17 HT 3.000 FACE XH1 LEG 1010 BR1 707 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP END SECTIONS LIBR P:UK1 IFACT 0.1 1010 EA100X100X10 FY 245 909 EA90X90X9 FY 245 808 EA80X80X8 FY 245 707 EA70X70X7 FY 245 606 EA60X60X6 FY 245 505 EA50X50X5 FY 245 404 EA40X40X4 FY 245 END $ CONSTRUCTION BY : PT BUKAKA TEKNIK UTAMA END Contoh 2 TITL1 PROJECT : NSN-TELKOMSEL 3G TITL2 SITE : BOO070-CIGOMBONGCICURUG-SST 62M UNITS 1 $ 1=metric, 4=US PROFILE FACES 4 WBASE 5.540 RLBASE 0.000 PANEL 1 HT 1.125 TW 1.350 FACE X LEG 707 BR1 505 H1 0 PLAN PL1A PB1 606 PB2 505 PB3 505 TOP PANEL 1 HT 1.125 FACE X LEG 707 BR1 505 H1 0 PANEL 2 HT 1.125 FACE X LEG 707 BR1 505 H1 0 PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 TOP PANEL 2 HT 1.125 FACE X LEG 707 BR1 505 H1 0

19

PANEL 3 HT 1.125 FACE X LEG 707 BR1 505 H1 0 PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 TOP PANEL 3 HT 1.125 FACE X LEG 707 BR1 505 H1 0 PANEL 4 HT 1.125 FACE X LEG 707 BR1 505 H1 0 PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 TOP PANEL 4 HT 1.125 FACE X LEG 707 BR1 505 H1 0 PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 BTM PANEL 5 HT 2.000 TW 1.350 FACE XH1 LEG 756 BR1 606 H1 0 PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 XIP PANEL 6 HT 2.500 FACE XH1 LEG 756 BR1 606 H1 0 PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 XIP PANEL 7 HT 1.250 FACE M LEG 756 BR1 606 H1 0 PANEL 7 HT 1.250 FACE K LEG 808 BR1 606 H1 0 PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 TOP PANEL 8 HT 2.500 FACE XH1 LEG 808 BR1 606 H1 0 PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 XIP PANEL 9 HT 1.250 FACE M LEG 808 BR1 606 H1 0 PANEL 9 HT 1.250 FACE K LEG 909 BR1 606 H1 0 PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 TOP PANEL 10 HT 3.000 FACE K1 LEG 909 BR1 606 H1 0 R1 505 R2 505 PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 TOP PANEL 11 HT 3.000 FACE K1 LEG 909 BR1 606 H1 0 R1 505 R2 505 PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 TOP PANEL 12 HT 3.000 FACE K1 LEG 1010 BR1 756 H1 0 R1 505 R2 505 PLAN PL2A PB1 756 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 505 PLAN PL3S PB1 756 PB2 505 PB3 505 PB4 505 PB5 505 TOP PANEL 14 HT 4.000 FACE K2 LEG 1010 BR1 756 H1 0 R1 505 R2 505 R3 505 R4 505 PLAN PL3S PB1 756 PB2 606 PB3 505 PB4 505 PB5 505 TOP PANEL 15 HT 4.000 FACE K2 LEG 1212 BR1 756 H1 0 R1 505 R2 505 R3 505 R4 505 PLAN PL3S PB1 756 PB2 606 PB3 505 PB4 505 PB5 505 TOP PANEL 16 HT 5.00 FACE 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

20

FACE 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 18 HT 5.00 FACE KM NTR 1 ND 2 LEG 1312 BR1 1010 H1 0 R1 505 R2 505 R3 505 R4 505 R5 505 PLAN PL3S PB1 1010 PB2 756 PB3 505 PB4 505 PB5 606 TOP PANEL 19 HT 5.00 FACE KM NTR 1 ND 2 LEG 1312 BR1 1010 H1 0 R1 505 R2 505 R3 505 R4 505 R5 505 PLAN PL3S PB1 1010 PB2 756 PB3 505 PB4 505 PB5 606 TOP END SECTIONS LIBR P:UK1 IFACT 0.1 1312 EA130X130X12 FY 245 1212 EA120X120X12 FY 245 1010 EA100X100X10 FY 245 909 EA90X90X9 FY 245 808 EA80X80X8 FY 245 756 EA75X75X6 FY 245 707 EA70X70X7 FY 245 606 EA60X60X6 FY 245 505 EA50X50X5 FY 245 END END Contoh 3 TITL1 PROJECT : NSN-TELKOMSEL 3G TITL2 SITE : CMS002-STOPANGANDARANMW-SST 72M UNITS 1 $ 1=metric, 4=US COMPONENT P20 STOPANGANDARANMW.UDP P21 STOPANGANDARANMW.UDP END PROFILE FACES 4 WBASE 6.820 RLBASE 0.000 PANEL 1 HT 1.000 TW 2.010 FACE M LEG 707 BR1 505 H1 0 PLAN PL1A PB1 505 PB2 505 PB3 505 TOP PANEL 1 HT 1.000 FACE K LEG 707 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 TOP PANEL 2 HT 2.500 FACE XH1 LEG 707 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP PANEL 3 HT 2.500 FACE XH1 LEG 707 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP PANEL 4 HT 2.500 FACE XH1 LEG 707 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP

21

PANEL 5 HT 1.250 FACE M LEG 707 BR1 505 H1 0 PANEL 5 HT 1.250 TW 2.010 FACE K LEG 808 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 TOP PANEL 6 HT 2.500 FACE XH1 LEG 808 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP PANEL 7 HT 2.500 FACE XH1 LEG 808 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP PANEL 8 HT 2.500 FACE XH1 LEG 808 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP PANEL 9 HT 2.500 FACE XH1 LEG 808 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP PANEL 10 HT 2.500 FACE XH1 LEG 808 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP PANEL 11 HT 2.500 FACE XH1 LEG 808 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP PANEL 12 HT 4.000 FACE K1 LEG 909 BR1 606 H1 0 R1 404 R2 404 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 TOP HIP HS ND 3 HP1 0 HP2 404 HP3 0 PANEL 13 HT 4.000 FACE K1 LEG 909 BR1 606 H1 0 R1 404 R2 404 PLAN PL3S PB1 505 PB2 505 PB3 404 PB4 404 PB5 0 TOP HIP HS ND 3 HP1 0 HP2 404 HP3 0 PANEL 14 HT 4.000 FACE K1 LEG 1010 BR1 707 H1 0 R1 404 R2 404 PLAN PL3S PB1 505 PB2 505 PB3 404 PB4 404 PB5 0 TOP HIP HS ND 3 HP1 0 HP2 404 HP3 0 PANEL 15 HT 4.000 FACE K1 LEG 1010 BR1 707 H1 0 R1 404 R2 404 PLAN PL3S PB1 505 PB2 505 PB3 404 PB4 404 PB5 0 TOP HIP HS ND 3 HP1 0 HP2 404 HP3 0 PANEL 16 HT 4.000 FACE K1 LEG 1212 BR1 707 H1 0 R1 505 R2 404 PLAN PL3S PB1 505 PB2 505 PB3 404 PB4 404 PB5 0 TOP HIP HS ND 3 HP1 0 HP2 404 HP3 0 PANEL 17 HT 5.000 FACE K2 LEG 1212 BR1 707 H1 0 R1 505 R2 505 R3 505 R4 404 PLAN PL3S PB1 505 PB2 505 PB3 404 PB4 404 PB5 0 TOP HIP HS ND 4 HP1 0 HP2 505 HP3 505 HP4 0 PANEL 18 HT 5.000 FACE K2 LEG 1212 BR1 707 H1 0 R1 505 R2 404 R3 404 R4 404 PLAN PL3S PB1 606 PB2 505 PB3 404 PB4 404 PB5 0 TOP HIP HS ND 4 HP1 0 HP2 404 HP3 404 HP4 0 PANEL 19 HT 5.000 FACE K2 LEG 1212 BR1 707 H1 0 R1 505 R2 505 R3 505 R4 404

22

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 PANEL 20 HT 5.000 FACE @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 PANEL 21 HT 5.000 FACE @P21 $ 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 SECTIONS LIBR P:UK1 IFACT 0.1 1515 EA150X150X15 FY 245 1312 EA120X120X12 FY 245 1212 EA120X120X12 FY 245 1010 EA100X100X10 FY 245 909 EA90X90X9 FY 245 808 EA80X80X8 FY 245 707 EA70X70X7 FY 245 606 EA60X60X6 FY 245 505 EA50X50X5 FY 245 404 EA40X40X4 FY 245 1560 STA150X15+60X6 FY 245 1360 STA130X12+60X6 FY 245 1260 STA120X12+60X6 FY 245 1060 STA100X10+60X6 FY 245 9060 STA90X9+60X6 FY 245 8060 STA80X8+60X6 FY 245 END END $ CONSTRUCTION BY : PT IPMS $ MAIN CONTRACTOR : NOKIA $ CONTRACTOR : INTI (INDUSTRI TELEKOMUNIKASI INDONESIA) Contoh 4 TITL1 PROJECT : NSN-TELKOMSEL 3G TITL2 SITE : CMS021-CIKEMBULANMW-SST 72M 3LEG UNITS 1 $ 1=metric, 4=US PROFILE FACES 3 WBASE 5.700 RLBASE 0.000 PANEL 1 HT 2.000 TW 1.500 FACE VL LEG 90 BR1 45 H1 45 PANEL 2 HT 5.000 TW 1.500 FACE 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

23

FACE DM SPACE 1.25 1.25 1.25 1.25 LEG 115 BR1 60 H1 60 LEFT PANEL 5 HT 5.000 FACE DM SPACE 1.25 1.25 1.25 1.25 LEG 140 BR1 60 H1 60 LEFT PANEL 6 HT 2.500 FACE M LEG 140 BR1 60 H1 0 PLAN PT1 PB1 60 TOP PANEL 6 HT 2.500 FACE K LEG 140 BR1 60 H1 0 PLAN PT2 PB1 45 PB2 45 TOP PANEL 7 HT 5.000 FACE XH1 LEG 140 BR1 60 H1 0 PLAN PT2 PB1 45 PB2 45 XIP PANEL 8 HT 5.000 FACE XH1 LEG 165 BR1 60 H1 0 PLAN PT2 PB1 45 PB2 45 XIP PANEL 9 HT 5.000 FACE XH1 LEG 165 BR1 60 H1 0 PLAN PT2 PB1 45 PB2 45 XIP PANEL 10 HT 5.000 FACE XH1 LEG 220 BR1 60 H1 0 PLAN PT2 PB1 45 PB2 45 XIP PANEL 11 HT 5.000 FACE XH1 LEG 220 BR1 60 H1 0 PLAN PT2 PB1 50 PB2 50 XIP PANEL 12 HT 5.000 FACE XH1 LEG 270 BR1 60 H1 0 PLAN PT2 PB1 50 PB2 50 XIP PANEL 13 HT 5.000 FACE XH1 LEG 270 BR1 75 H1 0 PLAN PT2 PB1 50 PB2 50 XIP PANEL 14 HT 5.000 FACE XH1 LEG 320 BR1 75 H1 0 PLAN PT2 PB1 60 PB2 60 XIP PANEL 15 HT 5.000 FACE XH1 LEG 320 BR1 75 H1 0 PLAN PT2 PB1 75 PB2 75 XIP END SECTIONS LIBR P:UK1 IFACT 0.1 45 CHS42.7X3.2 FY 235 50 CHS48.6X3.2 FY 235 60 CHS60.5X3.2 FY 235 75 CHS76.3X3.2 FY 235 90 CHS89.1X3.6 FY 235 115 CHS114.3X3.2 FY 235 140 CHS139.8X4.5 FY 235 165 CHS165.2X6.5 FY 235 220 CHS216.3X6.8 FY 235 270 CHS267.4x6.8 FY 235 320 CHS318.5X6.0 FY 235 606 EA60X60X6 FY 245 END

24

4. TOWER LOADING Pada 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 jam dimulai dari sb X+. Langkah langkah untuk membuat tower loading file (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 angin

diukur dari sb X axis.

Select OK - muncul layar Load Combination Factors

H MStower - MStowerl]I File View Tower Member Check Structure Analyse Results Reports

|gS|h| Build Tower liC JiLoad Tower Make Tower Loading File-10|| Analyse

Gust Factor

Build/Load/Analyse

Edit Tower Loading FileProcess Ancillary DB FileProcess Tower Loading File.F

Loading Parameters_

?jxCodeC BS 8100 Part 1C BS 8100 Part 4C AS 3995T MER

25

DL min : kombinasi beban mati kondisi tarik / tension DL max : kombinasi beban mati kondisi tekan / compress Wind 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 $ PARAMETERS ANGN 90.0 CODE EIA222 ICE 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 HERE OVERLAP 1 END $VELOCITY $ ZF 0.0 VF 1.0 $ ZF 50 VF 1.8 $END LOADS CASE 100 Weight of tower plus ancillaries DL $ TODO - any additional NDLDs go here 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

Load Combinations Factors

DL min: |1 KDL max: |1.2 CancelWind load: 11

26

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 1.200 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 1.200 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 1.200 COMBIN 220 1.000 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 1.200 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 1.200 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 1.200 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 1.200 COMBIN 300 1.000 CASE 760 TENSION: wind at 270 to X axis COMBIN 100 1.000 COMBIN 320 1.000

27

CASE 780 COMPRES: wind at 270 to X axis COMBIN 100 1.200 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 1.200 COMBIN 340 1.000 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 $END END Ket : ANGN : sudut arah utara (azimuth utara) tower ke sb X axis berlawanan arah jarum

jam. Satuan : degree. CODE : peraturan yang digunakan, EIA222 = peraturan EIA/TIA-222-F ICE : 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 menggunakan

kecepatan angin 120 km/hour (fastest mile). Untuk review existing tower kecepatan angin yang digunakan untuk analisis tergantung pada jarak tower dari tepi laut/pantai, 5km = 100 km/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 utama

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

28

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

- ANGN : sudut yang dibentuk oleh sb X axis dengan arah utara tower (N), berlawanan arah jarum jam

- ANG : sudut yang dibentuk antara arah muka antenna dengan arah utara tower. 0 degree dihitung dari arah Utara tower (N), searah jarum jam.

LINEAR ANCILLARY Linear ancillary berbentuk beban garis dengan menghitung luasannya per meter panjang. Nantinya akan dimasukkan kedalam bentuk lin library file. Beban-beban yang termasuk kedalam kategori Linear ancillary antara lain : tangga, jalur kabel dan kabel antenna. Contoh perhitungan untuk beban tangga (ladder) + jalur kabel (cable tray) :

RB 16

Ladder and Tray (Ladtray 50 cm)

Front :

Main Member L50x50x5 = 2pcs * lm * 0.05m = 0,100 m2Step Ladder RB 016mm = 3.33pcs * 0.016m * 0.4m*0.6 = 0.013 m2Step Feeder FB 50x5 = 2pcs * 0.05m * 0.4m = 0.040 m2Cage Ver. FB 38x4 = (lpcs*lm*0.038m) + (2pcs*lm*0.004m) = 0.046 rn2Cage Hor. FB 38x4 = (lpcs*0.038m*0.6m )*0.6 = 0.014 m2

Af = 0.

212 m2

Side :Main Member L50x50x5 = 4pcs * lm * 0.05m = 0.200 m2Cage Ver. FB 38x4 = (2pcs* lm*0.038m) + (lpcs*lm*0.004m) = 0,080 m2Cage Hor. FB 38x4 = ( 2pcs*0.038m*0.3m )*0.6 + (2pcs*0.038m*0.35m = 0,040 mJ

As = 0.

320 m2

Weiqth :Main Member L50x50x5 = 4pcs * 1m * 3.75kg/m = 15,000 kgStep Ladder RB 019mm = 3.33pcs*0.4m*2.23kg/m = 2.973 kgStep Feeder FB 50x5 = 2pcs*0.5m* 1.96kg/m = 1,960 kgCage Ver. FB 38x4 = 3pcs*lm*1.19kg/m = 3.57 kgCage Hor. FB 38x4 = 2pcs* (0.09+0.35+0.47)m* 1.19kg/m = 2,166 kg

W = 25.669 kg

29

Contoh perhitungan untuk jalur kabel (cable tray) :

Contoh perhitungan untuk kabel / feeder :

Linear Library : lin name coeff mass af asf aice shape

kg/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.

TRAY (width 40 cm)

Front:

Main Member L50x50x5 = 2pcs * lm * 0.05m = 0.100 m1Step Feeder FB38x4 = 2pcs * 0,038m * 0.3m

_

0.023 rn2Af = 0.123 m'

- 0.050 m2

= 0.0003 m1

As = 0.050 mJ

7.500 kg

0.904 kg

W = 8.404 kg

380 (FB.38x4)*1-[

i-

*00-

1

Side:

Main Member L50x50x5 = lpcs * lm * 0.05m5tep Feeder FB 38x4 = 2pcs * 0.004m * 0.038m

Weigth:

Main Member L50x50x5 = 2pcs*lm*3.75kg/mStep Feeder FB 38x4 = 2pcs*0.38m*1.19kg/m

1.

ON LADTRAY

El. 0.00 - 38.00 (EXISTING)

Front :

Cable 7/8"Cable 11/4"

26.16 mm x

39.37 mm x

7.

5

3.

5

1000 mm =

1000 mm ='

196,200

137,795

mm

mm;

Side :

Cable 11/4"

333,995 mmAf = " 0.334 m2/m,

39.37 mm x 1000 mm = 196,850 mm

Weiqth :Cable 7/8"Cable 11/4"

As 0.197 m/m"

'

0.491 kg/m *12 pes

*

0,938 kq/m *6 pi

5.892 kg

5.

6

30

LARGE ANCILLARY Format penulisannya adalah sbb :

LARGE LIB libr name 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 in

the data folder unless the name is prefixed with "P:" or "L:". "P:" indicates that the library 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 or

ft. 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 not

given, 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 of

the 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, the

program will allocate the forces from the ancillary to leg nodes closest to the level of the ancillary. The forces of the ancillary will be transferred into the tower by a statically equivalent set of forces on the listed nodes.

31

5. OUTPUT running select Tower > Build/Load/Analyse

Keluaran dari analisis MStower yg diperlukan adalah sebagai berikut :

1. members ratio < 1 select Member Check > EIA-222-F

H EHSTifCJrta 'vi Ti;ivmi Kirln Owd-- HurtUM Anyi! PhilAi F:

ej

k,

inj 195 pht i*iJi.btal, .*J srdfs

l=Lsl ill-

lal xi

rJ5lJ

Hi = r :-itr ati ronuabincT c-tn-rk/fJot-: "FDUHaUPRKAIMM EtflSfllHfc

Sh-s-c n-pubi i; ?. Ivng-tti;Long sst rrTwbe-r i 210*. lengthCAJSE 100 3CNBR WBIVSH.7 OtfllYCAifE 200 FACE WIMLi CASE 210 FACE BIHL" 15CAJE 220 FACE WXN> SOCASE 230 FACE inuti 135CASE 240 FACE NIHP 190CASE 250 FACE *ZNI zzaCASE ZbO FACE NOTO Z7DAE 270 FACE UIU% 315CMC 400 E'L 1- WtHP 0, CGHEttECAM 110 DL * KHP 15, OTHPP.CAKE 130 DL * HTH& 90, KMPfcCAKE 130 DL .f- WIHfr 133, iCNFCAflH 410 DL 4- NIU& 1ED, ClNPCAJE 450 E>L f WIH> 5

, CONE-

CAV5E 160 DL 4- UIW> [70.

CCHFCASE 170 DL 4- UXM> 315 r cdmpCAKE 600 DL 4- HTJJfr 0, 1EM0IOCASE 610 DL f WIH& *3, FEN3ItAE SO E>!> 4- HI UN 9D, KHSICUE 620 E-L .f- WINf 13S, TCH-TCA=*E 10 DL * IIW> ISO. TEH-TCASE 50 DL 4- 2"?

.

TEHCASE tbO DL + Nihil* 1~D, TEHiCASE 670 DL 4- 4tLWt

,315, "JEHi!CASE aco E>li *. VIME 0

, TO m/

CAJ0E a 10 DL + flXHP 4S, 70 mCASE 920 DL 4- 90, 70 KHCA3E 950 E>L f WINL- 135, TO KCA.SE 940 DL + uxwr 180i TO kCASE 950 DL 4- wrwfr SES, to kCASE 3 60 DL f- an Z7D| 70 KCASE 370 DL 4- Wlklfr 115, 70 V.a he or 1 o

,

u c ni ng ) a Itnd o t rcpon

\4l4W\mit, Xtawl/.

sw >.

u|Li J Jj

urennmsmr

1 |-k " .Vt M..1 h*Ainl-A H - jA"In c|u| (_: 1 j.t. .

Rt' K. .

x- ?

32

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 tower select 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.

JLBlRvpoil on? Al rP L-ig;"

' FaBctueai

P hk-i irort !:P f*4ir4&'-

mjl: Ji rife IV :-*

0 pcl en .IP AlnflemfcaHi~~ Died Tt!

Plan br*crmW Hp t5 KJz.

-hT -1 :n..-

'.

>'+..

QSCEr- Wc ?-

n f t , ,n . :

i-dirvi-stri"!! .

H

ESE: Tte

r ~ HA F ,kl~f Sju'l f j r 1 T1 e.K *wTHD6L+W1BDL +W1C(M. *WHD|H. +> HDPC + WHOcc 41 vieIlLrWMQDL+WHQDL +VW1Pt+WIBK -VWjOL t whoDL +WH)CM. +VHO

.

+\

_

ijx]

a.

nOMPFt55!DW4?- CfiUPflESfiflN90 C0UmESUNIS. COMPRESSIONIflJL COMPRESSION

COMPRESSION2*1 MMFfiESSlflN3li UOwFflEi"ilflN0

.

TBtaONft TENSION TENSIONlii ItMSHM1hJ ift-ri-itinEfo IfuSM*Z7D. IFH.IOHJI5.11

I Ftrn r 4

Ltrt

Pi if#.

kfrtii

UnliU

33

3. ancillary rotations (twist : puntiran, putaran ancillary terhadap sumbu vertikal Z, sway :

goyangan, putaran ancillary terhadap sumbu horizontal X dan Y). syarat twist & sway < 0.5

select Member Check > 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

H Mqrnww-r -1 fth iHni iPRMAriw r>nqrn--n i1 h k

-

vj y.i

tt|W| f L.KatI-a ."hvl: f

t: :::= L L J 1 J.f

Dj-t?. .AS .. ..

AirF -n m

V- M.W--1

H

_

Lb

A=:ErtTLd7i

if Ti iiir .

Fjesdt o-tf .Ar: lcrr 1

Y

theta: 300 phi: 30

it j-,rU

_

a]

dTll C * W.

*>KD 31ft nOMPRES-slOfJ 3bttl LA [H. *wmdo rettjjpj

fiia CA DL T,fllC 45 TENSION&j> LA (M. +VNO

.

TEuaiOHEM CA w

.

+WW0 135.

1EN5QNHV CA H -WHO 19

.

liHvWHe!4 CA ft. +WfC 1*5 It HiBM

fcftJJ LA DL t W hli 2?a itwiuNm Li CH- -

WNO m liHSijHwo CA IN. +WKJ D

.

70 KMfH QraWSIBiff CA H +WM? ** TOFJ4+! OPERAS

CA k WHD Mi TuTUH DFCftiia;o CA Ol +WH0 IS TflrtMrttOfiEFfcm CA CH- WHj lift JOAOPfRfiFJl CA IN. VICES FUHHOPfRi

CA is +WW S7TW. 7B KHffl OTEfl*era CA trL *WHD 315 7QH3M/HflPTEfti-

i

L"!"

ICWatjiyft |

ItmI

UapLrt. I

nB-rarnrsT:I P" Ytew Tr*r ft

HBEramEHBUllarbw Check Hrudtir? AnflJ-nto K*pO If T-f V?V K>tt HHo

ss wi iHnl I o> e>l +1 *|*!*ilc.iTOMtil5l -1 ! 1.

J.

i

StxKhmm Drta | LMdnj J R-kuRe iljfc [r.iru |r NadelaUeIT" Merto Ijtfc-r mm

r MMIIlMF~"

QwrupisHe

fij | | Mit |an | m I

34

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.

: Lvi--,i-.j-.a. ' y*. rvw-l

r Luring i*+fP? DitfiJKIfMrtsF" (mnF*

Hwctamt EWflCiivil Iflflhft

" | Nra 1

Ewstflpflr OnCrawih J

QK | firiil HHfl i_

:

!f-., f] I Imim i-nii CE5MT JJjsi

TW" Tilhi_

I IdTri tH

.

71%. rnMF-F:E-!UGM -1bCij la Ck.. *WftD D TEHSJQP4 -

rilfilCi CA In. r"ftic 45 TEm&iDn

LA Dl+WUCSC, tension5TI Ci ol +who 135. ifhskjh6W CA Pt+WVfDlffcHNSNHHi A DLtWttB&Si IfHildMbiJj CA DL +W1MQ 270 fffNSUN674 I" i (h_ +WH0 115 ItuClON

Pi**'

CoHtilri,CiW |klWl I

U95 L(j.

Ml) c i CM. +WWD 0. in KH.-H llFTRi'l011 CA DL+WW**,mFJ*H OPERASfitt CA fC *WMD M" TOrk OPERA*BjCl CA DL-WKliaa ?0KM/H flPEFHm c a (h. - who imi. #o kv ot RtFFJl Ci W

.

+W1HD za ?fl fcWrti OPE RiWJ C A is +WH3 271?. 713 PWffl QPf faare ca jh TtiKhHflPiM

H 1;rn".# r -1 FTH IMTil IPRMATIW rXRTIWI 11 ~l "1 V JKJ M..1 "4LI __! 'J -_ . jjj"j... -. i

.

'

Y*t * .*

[H_ >. V/.s

5Cs*C

Sl A* ...

v%> : n i> a. .

R : -ax? ." k

. ,

~

"i p h |i. .H-

-

"l 1 -t-rrH."..

X? -Y "A fe ,VtT li il jT

-< il

t,

I : f J-WJU-T-J-VJI-", LrtlLi net_

9 r

35

rs

21 a

Cjrcml

Othwfl*

-

36

6. CONTOH KASUS REVIEW TOWER EXISTING A. 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 3G TITL2 SITE : BKS173-PDUNGUPRMAIMW-SST 42M UNITS 1 $ 1=metric, 4=US PROFILE FACES 4 WBASE 3.980 RLBASE 0.000 PANEL 1 HT 1.000 TW 1.300 FACE M LEG 707 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 TOP PANEL 1 HT 1.000 FACE K LEG 707 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 TOP PANEL 2 HT 1.000 FACE M LEG 707 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 TOP PANEL 2 HT 1.000 FACE K LEG 707 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 TOP PANEL 3 HT 2.000 FACE XH1 LEG 707 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP PANEL 4 HT 1.000 TW 1.300 FACE M LEG 707 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 TOP PANEL 4 HT 1.000 FACE K LEG 707 BR1 505 H1 0 PLAN PL2A PB1 404 PB2 404 PB3 0 PB4 0 TOP PANEL 5 HT 2.000 FACE XH1 LEG 707 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP PANEL 6 HT 2.000 FACE XH1 LEG 707 BR1 505 H1 0 PLAN PL2A PB1 404 PB2 404 PB3 0 PB4 0 XIP PANEL 7 HT 2.000 FACE XH1 LEG 707 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP PANEL 8 HT 0.962 FACE M LEG 707 BR1 505 H1 0 PANEL 8 HT 1.038

37

FACE K LEG 808 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 TOP PANEL 9 HT 2.000 FACE XH1 LEG 808 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP PANEL 10 HT 3.000 FACE XH1 LEG 808 BR1 505 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP PANEL 11 HT 3.000 FACE XH1 LEG 808 BR1 606 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 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP PANEL 13 HT 3.000 FACE XH1 LEG 909 BR1 606 H1 0 PLAN PL2A PB1 505 PB2 505 PB3 0 PB4 0 XIP PANEL 14 HT 3.000 FACE XH1 LEG 909 BR1 606 H1 0 PLAN PL2A PB1 505 PB2 606 PB3 0 PB4 0 XIP PANEL 15 HT 3.000 FACE XH1 LEG 909 BR1 606 H1 0 PLAN PL2A PB1 505 PB2 606 PB3 0 PB4 0 XIP PANEL 16 HT 1.455 FACE M LEG 909 BR1 606 H1 0 PANEL 16 HT 1.545 FACE K LEG 1010 BR1 606 H1 0 PLAN PL2A PB1 505 PB2 707 PB3 0 PB4 0 TOP PANEL 17 HT 3.000 FACE XH1 LEG 1010 BR1 707 H1 0 PLAN PL2A PB1 505 PB2 707 PB3 0 PB4 0 XIP END SECTIONS LIBR P:UK1 IFACT 0.1 1010 EA100X100X10 FY 245 909 EA90X90X9 FY 245 808 EA80X80X8 FY 245 707 EA70X70X7 FY 245 606 EA60X60X6 FY 245 505 EA50X50X5 FY 245 404 EA40X40X4 FY 245 END $ CONSTRUCTION BY : PT CITRAMAS JAYA TEKNIK MANDIRI END

A2. tower loading file (TWR)

PARAMETERS ANGN 90 CODE EIA222 ICE RO 0.0 RW 0.0 PSF-V 1.00 PSF-M 1.00 VB 27.78 $ WIND 100KPH OVERLAP 1 END LOADS CASE 100 TOWER WEIGHT ONLY DL

38

CASE 200 FACE WIND 0 WL ANGLE 0 NOICE CASE 210 FACE WIND 45 WL ANGLE 45 NOICE CASE 220 FACE WIND 90 WL ANGLE 90 NOICE CASE 230 FACE WIND 135 WL ANGLE 135 NOICE CASE 240 FACE WIND 180 WL ANGLE 180 NOICE CASE 250 FACE WIND 225 WL ANGLE 225 NOICE CASE 260 FACE WIND 270 WL ANGLE 270 NOICE CASE 270 FACE WIND 315 WL ANGLE 315 NOICE CASE 400 DL + WIND 0, COMPRESSION COMBIN 100 1.20 COMBIN 200 1.0 CASE 410 DL + WIND 45, COMPRESSION COMBIN 100 1.20 COMBIN 210 1.0 CASE 420 DL + WIND 90, COMPRESSION COMBIN 100 1.20 COMBIN 220 1.0 CASE 430 DL + WIND 135, COMPRESSION COMBIN 100 1.20 COMBIN 230 1.0 CASE 440 DL + WIND 180, COMPRESSION COMBIN 100 1.20 COMBIN 240 1.0 CASE 450 DL + WIND 225, COMPRESSION COMBIN 100 1.20 COMBIN 250 1.0 CASE 460 DL + WIND 270, COMPRESSION COMBIN 100 1.20 COMBIN 260 1.0 CASE 470 DL + WIND 315, COMPRESSION COMBIN 100 1.20 COMBIN 270 1.0 CASE 600 DL + WIND 0, TENSION COMBIN 100 1.0 COMBIN 200 1.0 CASE 610 DL + WIND 45, TENSION COMBIN 100 1.0 COMBIN 210 1.0 CASE 620 DL + WIND 90, TENSION COMBIN 100 1.0 COMBIN 220 1.0 CASE 630 DL + WIND 135, TENSION COMBIN 100 1.0 COMBIN 230 1.0 CASE 640 DL + WIND 180, TENSION COMBIN 100 1.0 COMBIN 240 1.0

39

CASE 650 DL + WIND 225, TENSION COMBIN 100 1.0 COMBIN 250 1.0 CASE 660 DL + WIND 270, TENSION COMBIN 100 1.0 COMBIN 260 1.0 CASE 670 DL + WIND 315, TENSION COMBIN 100 1.0 COMBIN 270 1.0 CASE 800 DL + WIND 0, 70 KM/H OPERASIONAL REQ. COMBIN 100 1.20 COMBIN 200 0.49 CASE 810 DL + WIND 45, 70 KM/H OPERASIONAL REQ. COMBIN 100 1.20 COMBIN 210 0.49 CASE 820 DL + WIND 90, 70 KM/H OPERASIONAL REQ. COMBIN 100 1.20 COMBIN 220 0.49 CASE 830 DL + WIND 135, 70 KM/H OPERASIONAL REQ. COMBIN 100 1.20 COMBIN 230 0.49 CASE 840 DL + WIND 180, 70 KM/H OPERASIONAL REQ. COMBIN 100 1.20 COMBIN 240 0.49 CASE 850 DL + WIND 225, 70 KM/H OPERASIONAL REQ. COMBIN 100 1.20 COMBIN 250 0.49 CASE 860 DL + WIND 270, 70 KM/H OPERASIONAL REQ. COMBIN 100 1.20 COMBIN 260 0.49 CASE 870 DL + WIND 315, 70 KM/H OPERASIONAL REQ. COMBIN 100 1.20 COMBIN 270 0.49 END ANCILLARIES LINEAR LIB P:LIN_NEW $ feeder for GSM/sectoral antenna LADTRAY XB 0.00 YB 0.00 ZB 0.00 XT 0.00 YT 0.00 ZT 41.00 LIB LADTRAY50 ANG 0 FACT 1 FEEDER1 XB 0.00 YB 0.00 ZB 0.00 XT 0.00 YT 0.00 ZT 34.00 LIB FEED-BKS173 ANG 180 FACT 1 FEEDER2 XB 0.00 YB 0.00 ZB 34.00 XT 0.00 YT 0.00 ZT 38.00 LIB FEED2-BKS173 ANG 180 FACT 1 COAX_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 ANTENNA 1-MW0.3 XA 1.00 YA -1.00 ZA 30.00 LIB SH1PR-1 ANG 140 AMASS 30 $ SECTORAL ANTENNA 1-K741989 XA 0.85 YA 0.85 ZA 34.00 LIB K741989 ANG 45 AMASS 30 2-K741989 XA 0.85 YA -0.85 ZA 34.00 LIB K741989 ANG 140 AMASS 30 3-K741989 XA -0.85 YA -0.85 ZA 34.00 LIB K741989 ANG 270 AMASS 30 4-K739666 XA 0.80 YA 0.80 ZA 38.00 LIB K739666 ANG 45 AMASS 30 5-K739666 XA 0.80 YA -0.80 ZA 38.00 LIB K739666 ANG 140 AMASS 30 6-K739666 XA -0.80 YA -0.80 ZA 38.00 LIB K739666 ANG 270 AMASS 30 $ REST PLATFORM PF1 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

40

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 .155 1.302 $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), node

displacement. A.4 contoh reporting : lampiran 6A.4

41

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 3G TITL2 SITE : IND014-PEKANDANGANMW-SST 72M UNITS 1 $ 1=metric, 4=US COMPONENT P18 PEKANDANGANMW.UDP P20 PEKANDANGANMW.UDP P21 PEKANDANGANMW.UDP P22 PEKANDANGANMW.UDP P23 PEKANDANGANMW.UDP P24 PEKANDANGANMW.UDP P25 PEKANDANGANMW.UDP END PROFILE FACES 4 WBASE 6.720 RLBASE 0.000 PANEL 1 HT 1.250 TW 1.350 FACE X LEG 808 BR1 606 H1 0 PLAN PL1A PB1 606 PB2 505 PB3 505 TOP PANEL 2 HT 1.250 FACE X LEG 808 BR1 606 H1 0 PANEL 3 HT 1.250 FACE X LEG 808 BR1 606 H1 0 PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 TOP PANEL 4 HT 1.250 FACE X LEG 808 BR1 606 H1 0 PANEL 5 HT 1.250 FACE X LEG 808 BR1 606 H1 0 PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 TOP PANEL 6 HT 1.250 FACE X LEG 808 BR1 606 H1 0 PANEL 7 HT 1.250 FACE X LEG 808 BR1 606 H1 0 PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 TOP PANEL 8 HT 1.250 FACE X LEG 808 BR1 606 H1 0 PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 BTM PANEL 9 HT 2.000 TW 1.350 FACE XH1 LEG 808 BR1 606 H1 0 PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 XIP PANEL 10 HT 2.000 FACE XH1 LEG 808 BR1 606 H1 0 PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 XIP

42

PANEL 11 HT 2.000 FACE XH1 LEG 808 BR1 606 H1 0 PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 XIP PANEL 12 HT 2.500 FACE XH1 LEG 808 BR1 606 H1 0 PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 XIP PANEL 13 HT 2.500 FACE XH1 LEG 909 BR1 606 H1 0 PLAN PL2A PB1 606 PB2 505 PB3 505 PB4 0 XIP PANEL 14 HT 3.000 FACE K1 LEG 909 BR1 606 H1 0 R1 505 R2 505 PLAN PL3S PB1 606 PB2 505 PB3 505 PB4 505 PB5 0 TOP PANEL 15 HT 3.000 FACE K1 LEG 1010 BR1 756 H1 0 R1 505 R2 505 PLAN PL3S PB1 606 PB2 505 PB3 505 PB4 505 PB5 0 TOP PANEL 16 HT 3.000 FACE K1 LEG 1010 BR1 756 H1 0 R1 505 R2 505 PLAN PL3S PB1 606 PB2 505 PB3 505 PB4 505 PB5 0 TOP PANEL 17 HT 4.000 FACE K2A LEG 1010 BR1 756 H1 0 R1 505 R2 505 R3 505 R4 505 PLAN PL3S PB1 606 PB2 505 PB3 505 PB4 505 PB5 505 TOP PANEL 18 HT 4.000 FACE @P18 $ 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 4.000 FACE K2A LEG 1212 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 20 HT 5.000 FACE @P20 $ 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 PANEL 21 HT 5.000 FACE @P21 $ 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 PANEL 22 HT 5.000 FACE @P22 $ 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 PANEL 24 HT 5.000 FACE @P24 $ 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 PANEL 25 HT 5.000 FACE @P25 $ 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

43

LIBR P:UK1 IFACT 0.1 1515 EA150X150X15 FY 245 1212 EA120X120X12 FY 245 1010 EA100X100X10 FY 245 909 EA90X90X9 FY 245 808 EA80X80X8 FY 245 756 EA75X75X6 FY 245 707 EA70X70X7 FY 245 606 EA60X60X6 FY 245 505 EA50X50X5 FY 245 404 EA40X40X4 FY 245 END $ CONSTRUCTION BY : PT BUKAKA TEKNIK UTAMA END B.2 Tower Loading (TWR file) PARAMETERS ANGN 275 CODE EIA222 ICE RO 0.0 RW 0.0 PSF-V 1.00 PSF-M 1.00 VB 27.78 $ WIND 100KPH OVERLAP 1 END LOADS CASE 100 TOWER WEIGHT ONLY DL CASE 200 FACE WIND 0 WL ANGLE 0 NOICE CASE 210 FACE WIND 45 WL ANGLE 45 NOICE CASE 220 FACE WIND 90 WL ANGLE 90 NOICE CASE 230 FACE WIND 135 WL ANGLE 135 NOICE CASE 240 FACE WIND 180 WL ANGLE 180 NOICE CASE 250 FACE WIND 225 WL ANGLE 225 NOICE CASE 260 FACE WIND 270 WL ANGLE 270 NOICE CASE 270 FACE WIND 315 WL ANGLE 315 NOICE CASE 400 DL + WIND 0, COMPRESSION COMBIN 100 1.20 COMBIN 200 1.0 CASE 410 DL + WIND 45, COMPRESSION COMBIN 100 1.20 COMBIN 210 1.0 CASE 420 DL + WIND 90, COMPRESSION COMBIN 100 1.20 COMBIN 220 1.0 CASE 430 DL + WIND 135, COMPRESSION COMBIN 100 1.20 COMBIN 230 1.0

44

CASE 440 DL + WIND 180, COMPRESSION COMBIN 100 1.20 COMBIN 240 1.0 CASE 450 DL + WIND 225, COMPRESSION COMBIN 100 1.20 COMBIN 250 1.0 CASE 460 DL + WIND 270, COMPRESSION COMBIN 100 1.20 COMBIN 260 1.0 CASE 470 DL + WIND 315, COMPRESSION COMBIN 100 1.20 COMBIN 270 1.0 CASE 600 DL + WIND 0, TENSION COMBIN 100 1.0 COMBIN 200 1.0 CASE 610 DL + WIND 45, TENSION COMBIN 100 1.0 COMBIN 210 1.0 CASE 620 DL + WIND 90, TENSION COMBIN 100 1.0 COMBIN 220 1.0 CASE 630 DL + WIND 135, TENSION COMBIN 100 1.0 COMBIN 230 1.0 CASE 640 DL + WIND 180, TENSION COMBIN 100 1.0 COMBIN 240 1.0 CASE 650 DL + WIND 225, TENSION COMBIN 100 1.0 COMBIN 250 1.0 CASE 660 DL + WIND 270, TENSION COMBIN 100 1.0 COMBIN 260 1.0 CASE 670 DL + WIND 315, TENSION COMBIN 100 1.0 COMBIN 270 1.0 CASE 800 DL + WIND 0, 70 KM/H OPERASIONAL REQ. COMBIN 100 1.20 COMBIN 200 0.49 CASE 810 DL + WIND 45, 70 KM/H OPERASIONAL REQ. COMBIN 100 1.20 COMBIN 210 0.49 CASE 820 DL + WIND 90, 70 KM/H OPERASIONAL REQ. COMBIN 100 1.20 COMBIN 220 0.49 CASE 830 DL + WIND 135, 70 KM/H OPERASIONAL REQ. COMBIN 100 1.20 COMBIN 230 0.49 CASE 840 DL + WIND 180, 70 KM/H OPERASIONAL REQ. COMBIN 100 1.20 COMBIN 240 0.49 CASE 850 DL + WIND 225, 70 KM/H OPERASIONAL REQ. COMBIN 100 1.20 COMBIN 250 0.49 CASE 860 DL + WIND 270, 70 KM/H OPERASIONAL REQ. COMBIN 100 1.20 COMBIN 260 0.49 CASE 870 DL + WIND 315, 70 KM/H OPERASIONAL REQ.

45

COMBIN 100 1.20 COMBIN 270 0.49 END ANCILLARIES LINEAR LIB P:LIN_NEW $ feeder for GSM/sectoral antenna LADTRAY XB 0.00 YB 0.00 ZB 0.00 XT 0.00 YT 0.00 ZT 71.00 LIB LADTRAY40 ANG 95 FACT 1 FEEDER1 XB 0.00 YB 0.00 ZB 0.00 XT 0.00 YT 0.00 ZT 40.00 LIB FEED-IND014 ANG 275 FACT

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

FACT 1 COAX_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 1 COAX_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 1 FEEDER3 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 ANTENNA 1-MW0.6 XA -2.30 YA -2.30 ZA 31.50 LIB SH1PR-2 ANG 10 AMASS 90 2-MW0.6 XA 1.70 YA 1.70 ZA 44.00 LIB SH1PR-2 ANG 220 AMASS 90 $ SECTORAL ANTENNA 1-TDJ809017D XA -1.85 YA 1.85 ZA 40.00 LIB TDJ-809017D ANG 120 AMASS 90 2-TDJ809017D XA -1.85 YA -1.85 ZA 40.00 LIB TDJ-809017D ANG 30 AMASS 90 3-TDJ809017D XA 1.85 YA 1.85 ZA 40.00 LIB TDJ-809017D ANG 230 AMASS 90 4-K741989 XA -1.80 YA 1.80 ZA 42.00 LIB K741989 ANG 210 AMASS 90 5-K741989 XA -1.80 YA -1.80 ZA 42.00 LIB K741989 ANG 30 AMASS 90 6-K741989 XA 1.80 YA -1.80 ZA 42.00 LIB K741989 ANG 320 AMASS 90 7-CELLITE XA -1.00 YA 0.90 ZA 70.75 LIB AP909014 ANG 160 AMASS 90 8-CELLITE XA -0.80 YA 1.00 ZA 70.75 LIB AP909014 ANG 160 AMASS 90 9-CELLITE XA -0.90 YA -0.80 ZA 70.75 LIB AP909014 ANG 30 AMASS 90 10-CELLITE XA -0.80 YA -1.00 ZA 70.75 LIB AP909014 ANG 30 AMASS 90 11-CELLITE XA 1.00 YA -0.80 ZA 70.75 LIB AP909014 ANG 280 AMASS 90 12-CELLITE XA 0.80 YA -1.00 ZA 70.75 LIB AP909014 ANG 280 AMASS 90 $ REST PLATFORM PF1 XA 0 YA 0 ZA 15.00 LIB PLATF4 ANG 275 AMASS 25 PF2 XA 0 YA 0 ZA 34.00 LIB PLATF4 ANG 275 AMASS 25 END END $ LIBRARY $ K739666 KATH2G 2.58 22 0.67596 0.29928 0 0 0 0 1 1 1 14 0.116 0.262 2.58 $ : K739666

type 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 $ : Tongyu

TDJ-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) on

tray2

46

$ 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), node

displacement. B.4 contoh reporting : lampiran 6B.4 C. Contoh 3, Tower 3 Legs ketinggian 72 M (SST 72M 3 Leg) Data2 survey yang diperlukan :



baseplate PxLxt .

47

lihat data survey pada lampiran 6C. (site CMS021-CIKEMBULANMW-SST 72M) C.1 Tower Data File (TD file) ; geometry struktur TITL1 PROJECT : NSN-TELKOMSEL 3G TITL2 SITE : CMS021-CIKEMBULANMW-SST 72M 3LEG UNITS 1 $ 1=metric, 4=US PROFILE FACES 3 WBASE 5.700 RLBASE 0.000 PANEL 1 HT 2.000 TW 1.500 FACE VL LEG 90 BR1 45 H1 45 PANEL 2 HT 5.000 TW 1.500 FACE 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 FACE DM SPACE 1.25 1.25 1.25 1.25 LEG 115 BR1 60 H1 60 LEFT PANEL 5 HT 5.000 FACE DM SPACE 1.25 1.25 1.25 1.25 LEG 140 BR1 60 H1 60 LEFT PANEL 6 HT 2.500 FACE M LEG 140 BR1 60 H1 0 PLAN PT1 PB1 60 TOP PANEL 6 HT 2.500 FACE K LEG 140 BR1 60 H1 0 PLAN PT2 PB1 45 PB2 45 TOP PANEL 7 HT 5.000 FACE XH1 LEG 140 BR1 60 H1 0 PLAN PT2 PB1 45 PB2 45 XIP PANEL 8 HT 5.000 FACE XH1 LEG 165 BR1 60 H1 0 PLAN PT2 PB1 45 PB2 45 XIP PANEL 9 HT 5.000 FACE XH1 LEG 165 BR1 60 H1 0 PLAN PT2 PB1 45 PB2 45 XIP PANEL 10 HT 5.000 FACE XH1 LEG 220 BR1 60 H1 0 PLAN PT2 PB1 45 PB2 45 XIP PANEL 11 HT 5.000 FACE XH1 LEG 220 BR1 60 H1 0 PLAN PT2 PB1 50 PB2 50 XIP PANEL 12 HT 5.000 FACE XH1 LEG 270 BR1 60 H1 0 PLAN PT2 PB1 50 PB2 50 XIP PANEL 13 HT 5.000 FACE XH1 LEG 270 BR1 75 H1 0 PLAN PT2 PB1 50 PB2 50 XIP PANEL 14 HT 5.000 FACE XH1 LEG 320 BR1 75 H1 0 PLAN PT2 PB1 60 PB2 60 XIP PANEL 15 HT 5.000 FACE XH1 LEG 320 BR1 75 H1 0 PLAN PT2 PB1 75 PB2 75 XIP END

48

SECTIONS LIBR P:UK1 IFACT 0.1 45 CHS42.7X3.2 FY 235 50 CHS48.6X3.2 FY 235 60 CHS60.5X3.2 FY 235 75 CHS76.3X3.2 FY 235 90 CHS89.1X3.6 FY 235 115 CHS114.3X3.2 FY 235 140 CHS139.8X4.5 FY 235 165 CHS165.2X6.5 FY 235 220 CHS216.3X6.8 FY 235 270 CHS267.4x6.8 FY 235 320 CHS318.5X6.0 FY 235 606 EA60X60X6 FY 245 END END C.2 Tower Loading (TWR file) PARAMETERS ANGN 275 CODE EIA222 VB 33.33 OVERLAP 0 END LOADS CASE 100 TOWER WEIGHT ONLY DL CASE 200 FACE WIND 0 WL ANGLE 0 NOICE CASE 210 FACE WIND 30 WL ANGLE 30 NOICE CASE 220 FACE WIND 60 WL ANGLE 60 NOICE CASE 230 FACE WIND 90 WL ANGLE 90 NOICE CASE 240 FACE WIND 120 WL ANGLE 120 NOICE CASE 250 FACE WIND 150 WL ANGLE 150 NOICE CASE 260 FACE WIND 180 WL ANGLE 180 NOICE CASE 270 FACE WIND 210 WL ANGLE 210 NOICE CASE 280 FACE WIND 240 WL ANGLE 240 NOICE CASE 290 FACE WIND 270 WL ANGLE 270 NOICE CASE 300 FACE WIND 300 WL ANGLE 300 NOICE CASE 310 FACE WIND 330 WL ANGLE 330 NOICE $----------------------------------------- CASE 500 DL + WIND 0, 120 KM/H BASIC WIND COMBIN 100 1.0 COMBIN 200 1.0

49

CASE 510 DL + WIND 30, 120 KM/H BASIC WIND COMBIN 100 1.0 COMBIN 210 1.0 CASE 520 DL + WIND 60, 120 KM/H BASIC WIND COMBIN 100 1.0 COMBIN 220 1.0 CASE 530 DL + WIND 90, 120 KM/H BASIC WIND COMBIN 100 1.0 COMBIN 230 1.0 CASE 540 DL + WIND 120, 120 KM/H BASIC WIND COMBIN 100 1.0 COMBIN 240 1.0 CASE 550 DL + WIND 150, 120 KM/H BASIC WIND COMBIN 100 1.0 COMBIN 250 1.0 CASE 560 DL + WIND 180, 120 KM/H BASIC WIND COMBIN 100 1.0 COMBIN 260 1.0 CASE 570 DL + WIND 210, 120 KM/H BASIC WIND COMBIN 100 1.0 COMBIN 270 1.0 CASE 580 DL + WIND 240, 120 KM/H BASIC WIND COMBIN 100 1.0 COMBIN 280 1.0 CASE 590 DL + WIND 270, 120 KM/H BASIC WIND COMBIN 100 1.0 COMBIN 290 1.0 CASE 600 DL + WIND 300, 120 KM/H BASIC WIND COMBIN 100 1.0 COMBIN 300 1.0 CASE 610 DL + WIND 330, 120 KM/H BASIC WIND COMBIN 100 1.0 COMBIN 310 1.0 $------------------------------------------- CASE 700 DL + WIND 0, 84 KM/H OPERASIONAL REQ. COMBIN 100 1.0 COMBIN 200 0.49 CASE 710 DL + WIND 30, 84 KM/H OPERASIONAL REQ. COMBIN 100 1.0 COMBIN 210 0.49 CASE 720 DL + WIND 60, 84 KM/H OPERASIONAL REQ. COMBIN 100 1.0 COMBIN 220 0.49 CASE 730 DL + WIND 90, 84 KM/H OPERASIONAL REQ. COMBIN 100 1.0 COMBIN 230 0.49 CASE 740 DL + WIND 120, 84 KM/H OPERASIONAL REQ. COMBIN 100 1.0 COMBIN 240 0.49 CASE 750 DL + WIND 150, 84 KM/H OPERASIONAL REQ. COMBIN 100 1.0 COMBIN 250 0.49 CASE 760 DL + WIND 180, 84 KM/H OPERASIONAL REQ. COMBIN 100 1.0 COMBIN 260 0.49 CASE 770 DL + WIND 210, 84 KM/H OPERASIONAL REQ. COMBIN 100 1.0

50

COMBIN 270 0.49 CASE 780 DL + WIND 240, 84 KM/H OPERASIONAL REQ. COMBIN 100 1.0 COMBIN 280 0.49 CASE 790 DL + WIND 270, 84 KM/H OPERASIONAL REQ. COMBIN 100 1.0 COMBIN 290 0.49 CASE 800 DL + WIND 300, 84 KM/H OPERASIONAL REQ. COMBIN 100 1.0 COMBIN 300 0.49 CASE 810 DL + WIND 330, 84 KM/H OPERASIONAL REQ. COMBIN 100 1.0 COMBIN 310 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 95 FEEDER1 XB 0.00 YB 0.00 ZB 0.00 XT 0.00 YT 0.00 ZT 40.00 LIB STK400-CMS021 ANG 275 FEEDER2 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 ANTENNA 1-MW0.6 XA -1.50 YA 0.00 ZA 56.50 LIB SH1PR-2 ANG 60 AMASS 30 2-MW0.6 XA 0.80 YA 1.30 ZA 55.40 LIB SH1PR-2 ANG 250 AMASS 30 $ SECTORAL ANTENNA 1-K741989 XA -2.00 YA -0.10 ZA 40.00 LIB K741989 ANG 60 AMASS 30 2-K742352 XA -2.00 YA 0.10 ZA 40.00 LIB K742352 ANG 160 AMASS 30 3-K742352 XA 0.90 YA 1.70 ZA 40.00 LIB K742352 ANG 170 AMASS 30 4-K741989 XA 1.10 YA 1.70 ZA 40.00 LIB K741989 ANG 230 AMASS 30 5-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 30 7-K739650 XA -1.05 YA 0.00 ZA 67.50 LIB K739650 ANG 10 AMASS 30 8-K739650 XA 0.60 YA 0.90 ZA 67.50 LIB K739650 ANG 220 AMASS 30 9-K739650 XA 0.60 YA -0.90 ZA 67.50 LIB K739650 ANG 350 AMASS 30 $ REST PLATFORM PF1 XA 0 YA 0 ZA 7.60 LIB PLATF4 ANG 275 AMASS 25 PF2 XA 0 YA 0 ZA 22.60 LIB PLATF4 ANG 275 AMASS 25 PF3 XA 0 YA 0 ZA 37.60 LIB PLATF4 ANG 275 AMASS 25 PF4 XA 0 YA 0 ZA 55.00 LIB PLATF4 ANG 275 AMASS 25 END END $ 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

51

$ STK400-CMS021 NONE 5.760 0.064 0.095 0 0 $FOR El. 0 - 50 (PROPOSE) ON NEW TRAY END C.3 Output (members ratio, support reaction, ancillary rotation (twist & sway), node

displacement. C.4 contoh reporting : lampiran 6C.4

modul mstower

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