35.

0 m

(2) AAU
(3)
RRU
Camouflage
PLATFORM
6565c 6000x3500
RRU 35 - 29
32
29 33.65
34
34.443
DESIGNED APPURTENANCE LOADING
TYPE ELEVATION TYPE ELEVATION
6.1000

1.1000
(2) 6565c 35 - 33.65 (3) RRU 35 - 34
650

733

5.1
18
1

(2) 6565c 35 - 33.65 (3) RRU 35 - 34

(2) 6565c 35 - 33.65 (3) RRU 35 - 34
(2) 6565c 35 - 33.65 RRU 35 - 34
(2) AAU 35 - 34.443 Camouflage 6000x3500 35 - 29
(2) AAU 35 - 34.443 PLATFORM 32
(2) AAU 35 - 34.443 PLATFORM 29
28.9 m

MATERIAL STRENGTH
GRADE Fy Fu GRADE Fy Fu
S 355 355000 kPa 490000 kPa
EN10027

TOWER DESIGN NOTES

1. Tower designed for Exposure C to the TIA-222-H Standard.
2. Tower designed for a 202 kph basic wind in accordance with the TIA-222-H Standard.
11.5000

1.6500

3. Deflections are based upon a 110 kph wind.

1022

12.1

4. Tower Risk Category II.

708
18
2

5. Topographic Category 1 with Crest Height of 0.0000 m

6. Weld together tower sections have flange connections.
7. Connections use galvanized A325 bolts, nuts and locking devices. Installation per
TIA/EIA-222 and AISC Specifications.
8. Tower members are "hot dipped" galvanized in accordance with ASTM A123 and
ASTM A153 Standards.
9. Welds are fabricated with ER-70S-6 electrodes.
10. TOWER RATING: 99.3%
S 355 EN10027

18.5 m
11.5000

2.0000

1298

19.0
967
18
3

8.7 m
10.6500

1228

1540

28.6

ALL REACTIONS
18
4

ARE FACTORED

AXIAL
104 kN

SHEAR MOMENT
138 kN 3578 kN-m
0.0 m
64.8

TORQUE 1 kN-m
Socket Length (m)

REACTIONS - 202 kph WIND

Number of Sides

Thickness (mm)

Top Dia (mm)

Bot Dia (mm)

Weight (kN)
Length (m)
Section

Grade

Job:
Project:
MP35m
Client: Drawn by: App'd:
ETISALAT-UAE
Code: Date: Scale:
Phone: TIA-222-H 04/13/23 NTS
Path: Dwg No.
FAX: D:\___________________WORK\____________________________UAE\_____TAWASOL\#020190011\PT35.00M-TAWASOL\TNX\LAMP POLE 35m - SHROUD.eri
E-1
 TIA-222-H - 202 kph Exposure C
Leg Capacity Leg Compression (kN)
10000 5000 <- Minimum -0 Maximum -> -5000 -10000
35.0000 35.0000

28.9000 28.9000
Elevation (m)

18.5000 18.5000

8.6500 8.6500

0.0000 0.0000

10000 5000 <- Minimum -0 Maximum -> -5000 -10000

Job:
Project:
MP35m
Client: Drawn by: App'd:
ETISALAT-UAE
Code: Date: Scale:
Phone: TIA-222-H 04/13/23 NTS
Path: Dwg No.
FAX: D:\___________________WORK\____________________________UAE\_____TAWASOL\#020190011\PT35.00M-TAWASOL\TNX\LAMP POLE 35m - SHROUD.eri
E-3
 TIA-222-H - Service - 110 kph Maximum Values

Deflection (mm) Tilt (deg) Twist (deg)

0 500 0 0.5 1 1.5 0 0.05 0.1
35.0000 35.0000

28.9000 28.9000
Elevation (m)

18.5000 18.5000

8.6500 8.6500

0.0000 0.0000

0 500 0 0.5 1 1.5 0 0.05 0.1

Job:
Project:
MP35m
Client: Drawn by: App'd:
ETISALAT-UAE
Code: Date: Scale:
Phone: TIA-222-H 04/13/23 NTS
Path: Dwg No.
FAX: D:\___________________WORK\____________________________UAE\_____TAWASOL\#020190011\PT35.00M-TAWASOL\TNX\LAMP POLE 35m - SHROUD.eri
E-5
 1780 mm

1524 mm
50 mm
1200 mm

1660 mm

FOUNDATION NOTES
1. Plate thickness is 30 mm.
2. Plate grade is S 355 EN10027.
3. Anchor bolt grade is A572-50.
4. f'c is 32000 kPa.

Job:
Project:
MP35m
Client: Drawn by: App'd:
ETISALAT-UAE
Code: Date: Scale:
Phone: TIA-222-H 04/13/23 NTS
Path: Dwg No.
FAX: D:\___________________WORK\____________________________UAE\_____TAWASOL\#020190011\PT35.00M-TAWASOL\TNX\LAMP POLE 35m - SHROUD.eri
F-1
 Job Page
tnxTower 1 of 13
Project Date
MP35m 20:34:14 04/13/23
Client Designed by
Phone: ETISALAT-UAE
FAX:

Tower Input Data

The tower is a monopole.

This tower is designed using the TIA-222-H standard.
The following design criteria apply:
Tower base elevation above sea level: 0.0000 m.
Basic wind speed of 202 kph.
Risk Category II.
Exposure Category C.
Simplified Topographic Factor Procedure for wind speed-up calculations is used.
Topographic Category: 1.
Crest Height: 0.0000 m.
Deflections calculated using a wind speed of 110 kph.
Weld together tower sections have flange connections..
Connections use galvanized A325 bolts, nuts and locking devices. Installation per TIA/EIA-222 and AISC
Specifications..
Tower members are ''hot dipped'' galvanized in accordance with ASTM A123 and ASTM A153 Standards..
Welds are fabricated with ER-70S-6 electrodes..
A non-linear (P-delta) analysis was used.
Pressures are calculated at each section.
Stress ratio used in pole design is 1.
Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered.

Options
Consider Moments - Legs √ Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules
Consider Moments - Horizontals Assume Legs Pinned √ Calculate Redundant Bracing Forces
Consider Moments - Diagonals √ Assume Rigid Index Plate Ignore Redundant Members in FEA
Use Moment Magnification √ Use Clear Spans For Wind Area SR Leg Bolts Resist Compression
√ Use Code Stress Ratios √ Use Clear Spans For KL/r √ All Leg Panels Have Same Allowable
√ Use Code Safety Factors - Guys √ Retension Guys To Initial Tension Offset Girt At Foundation
Escalate Ice Bypass Mast Stability Checks Consider Feed Line Torque
Always Use Max Kz √ Use Azimuth Dish Coefficients Include Angle Block Shear Check
Use Special Wind Profile √ Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption
√ Include Bolts In Member Capacity √ Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption
√ Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles
√ Secondary Horizontal Braces Leg Sort Capacity Reports By Component Include Shear-Torsion Interaction
Use Diamond Inner Bracing (4 Sided) √ Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow
SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets
SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs Pole Without Linear Attachments
Pole With Shroud Or No Appurtenances
Outside and Inside Corner Radii Are
Known

Tapered Pole Section Geometry

Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade
Length Length of Diameter Diameter Thickness Radius
m m m Sides mm mm mm mm
 Job Page
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Project Date
MP35m 20:34:14 04/13/23
Client Designed by
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FAX:

Section Elevation Section Splice Number Top Bottom Wall Bend Pole Grade
Length Length of Diameter Diameter Thickness Radius
m m m Sides mm mm mm mm
L1 35.0000-28.900 6.1000 1.1000 18 650 733 5 20 S 355 EN10027
0 (355000 kPa)
L2 28.9000-18.500 11.5000 1.6500 18 708 1022 5 20 S 355 EN10027
0 (355000 kPa)
L3 18.5000-8.6500 11.5000 2.0000 18 967 1298 6 24 S 355 EN10027
(355000 kPa)
L4 8.6500-0.0000 10.6500 18 1228 1540 8 32 S 355 EN10027
(355000 kPa)

Tapered Pole Properties

Section Tip Dia. Area I r C I/C J It/Q w w/t
mm mm2 mm4 mm mm mm3 mm4 mm2 mm
L1 659 10236 538013931 229 330 1629358
107673579 5119 106 21.12
4
744 11553 773585846 258 372 2077499 154818959 5778 120 24.042
6
L2 749 11157 696692468 250 360 1936975 139430166 5580 116 23.163
1
1037 16140 210900318 361 519 4062212 -214748364 8071 171 34.214
6 8
L3 1029 18300 213501744 341 491 4346429 -214748364 9152 160 26.604
0 8
1317 24605 -214748364 459 659 7869457 1.03848e+0 12305 218 36.315
8 10
L4 1306 30989 -214748364 433 624 9344507 1.16704e+0 15497 202 25.265
8 10
1563 38901 1.15348e+0 544 782 14744370 2.30848e+0 19454 257 32.12
10 10

Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle Double Angle
Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt Stitch Bolt
(per face) Ar Spacing Spacing Spacing
Diagonals Horizontals Redundants
m m2 mm mm mm mm
L1 1 1 1
35.0000-28.90
00
L2 1 1 1
28.9000-18.50
00
L3 1 1 1
18.5000-8.650
0
L4 1 1 1
8.6500-0.0000

Monopole Base Plate Data

Base Plate Data
Base plate is square
Base plate is grouted
 Job Page
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Project Date
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Client Designed by
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FAX:

Base Plate Data

Anchor bolt grade A572-50
Anchor bolt size 36 mm
Number of bolts 32
Embedment length 1200 mm
f'c 32000 kPa
Grout space 50 mm
Base plate grade S 355 EN10027
Base plate thickness 30 mm
Bolt circle diameter 1660 mm
Outer diameter 1780 mm
Inner diameter 1524 mm
Base plate type Stiffened Plate
Bolts per stiffener 1
Stiffener thickness 10 mm
Stiffener height 300 mm

Feed Line/Linear Appurtenances - Entered As Area

Description Face Allow Exclude Component Placement Total CAAA Weight
or Shield From Type Number
Leg Torque m m2/m Nlm
Calculation
LDF4-50A (1/2 A No Yes Inside Pole 32.0000 - 4 No Ice 0.0000 2.19
FOAM) 1.0000
LDF4-50A (1/2 A No Yes Inside Pole 31.0000 - 4 No Ice 0.0000 2.19
FOAM) 1.0000
LDF4-50A (1/2 A No Yes Inside Pole 32.0000 - 100 No Ice 0.0000 2.19
FOAM) 1.0000
LDF4-50A (1/2 A No Yes Inside Pole 32.0000 - 44 No Ice 0.0000 2.19
FOAM) 1.0000

Feed Line/Linear Appurtenances Section Areas

Tower Tower Face AR AF CAAA CAAA Weight
Section Elevation In Face Out Face
2 2
m m m m2 m2 kN
L1 35.0000-28.9000 A 0.000 0.000 0.000 0.000 1.02
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.00
D 0.000 0.000 0.000 0.000 0.00
L2 28.9000-18.5000 A 0.000 0.000 0.000 0.000 3.46
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.00
D 0.000 0.000 0.000 0.000 0.00
L3 18.5000-8.6500 A 0.000 0.000 0.000 0.000 3.28
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.00
D 0.000 0.000 0.000 0.000 0.00
L4 8.6500-0.0000 A 0.000 0.000 0.000 0.000 2.55
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.00
D 0.000 0.000 0.000 0.000 0.00
 Job Page
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Project Date
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Client Designed by
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FAX:

Feed Line/Linear Appurtenances Section Areas - With Ice

Tower Tower Face Ice AR AF CAAA CAAA Weight
Section Elevation or Thickness In Face Out Face
m Leg mm m2 m2 m2 m2 kN
L1 35.0000-28.9000 A 21.380 0.000 0.000 0.000 0.000 1.02
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.00
D 0.000 0.000 0.000 0.000 0.00
L2 28.9000-18.5000 A 20.735 0.000 0.000 0.000 0.000 3.46
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.00
D 0.000 0.000 0.000 0.000 0.00
L3 18.5000-8.6500 A 19.614 0.000 0.000 0.000 0.000 3.28
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.00
D 0.000 0.000 0.000 0.000 0.00
L4 8.6500-0.0000 A 17.455 0.000 0.000 0.000 0.000 2.55
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.00
D 0.000 0.000 0.000 0.000 0.00

User Defined Loads

Description Elevation Offset Azimuth Weight Fx Fz Wind Force CAAC
From Angle
Centroid
m m ° kN kN kN kN m2
PLATFORM 32.0000 0.0000 0.0000 No Ice 1.00 0.00 0.00 0.00 0.0000
Service 1.00 0.00 0.00 0.00 0.0000
PLATFORM 29.0000 0.0000 0.0000 No Ice 1.00 0.00 0.00 0.00 0.0000
Service 1.00 0.00 0.00 0.00 0.0000

Discrete Tower Loads

Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight
or Type Horz Adjustment Front Side
Leg Lateral
Vert
m ° m m2 m2 kN
m
m
(2) 6565c A From Face 0.6000 0.0000 35.0000 - No Ice 1.0287 0.6172 0.25
0.0000 33.6500
0.0000
(2) 6565c B From Face 0.6000 0.0000 35.0000 - No Ice 1.0287 0.6172 0.25
0.0000 33.6500
0.0000
(2) 6565c C From Face 0.6000 0.0000 35.0000 - No Ice 1.0287 0.6172 0.25
0.0000 33.6500
0.0000
(2) 6565c D From Face 0.6000 0.0000 35.0000 - No Ice 1.0287 0.6172 0.25
0.0000 33.6500
0.0000
 Job Page
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Project Date
MP35m 20:34:14 04/13/23
Client Designed by
Phone: ETISALAT-UAE
FAX:

Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight

or Type Horz Adjustment Front Side
Leg Lateral
Vert
m ° m m2 m2 kN
m
m
(2) AAU A From Face 0.6000 0.0000 35.0000 - No Ice 0.6727 0.4002 0.95
0.0000 34.4430
0.0000
(2) AAU B From Face 0.6000 0.0000 35.0000 - No Ice 0.6727 0.4002 0.95
0.0000 34.4430
0.0000
(2) AAU C From Face 0.6000 0.0000 35.0000 - No Ice 0.6727 0.4002 0.95
0.0000 34.4430
0.0000
(3) RRU A From Face 0.6000 0.0000 35.0000 - No Ice 0.2611 0.0882 0.13
0.0000 34.0000
0.0000
(3) RRU B From Face 0.6000 0.0000 35.0000 - No Ice 0.2611 0.0882 0.13
0.0000 34.0000
0.0000
(3) RRU C From Face 0.6000 0.0000 35.0000 - No Ice 0.2611 0.0882 0.13
0.0000 34.0000
0.0000
RRU D From Face 0.6000 0.0000 35.0000 - No Ice 0.2611 0.0882 0.13
0.0000 34.0000
0.0000
Camouflage 6000x3500 D None 0.0000 35.0000 - No Ice 25.2000 25.2000 0.50
29.0000

Tower Pressures - No Ice

GH = 1.100

Section z KZ qz AG F AF AR Aleg Leg CAAA CAAA

Elevation a % In Out
c Face Face
m m kgsm m2 e m2 m2 m2 m2 m2
L1 31.8890 1.278 239.0 4.279 A 0.000 4.279 4.279 100.00 0.000 0.000
35.0000-28.90 2 B 0.000 4.279 100.00 0.000 0.000
00 C 0.000 4.279 100.00 0.000 0.000
D 0.000 4.279 100.00 0.000 0.000
L2 23.4801 1.198 223.7 9.286 A 0.000 9.286 9.286 100.00 0.000 0.000
28.9000-18.50 6 B 0.000 9.286 100.00 0.000 0.000
00 C 0.000 9.286 100.00 0.000 0.000
D 0.000 9.286 100.00 0.000 0.000
L3 13.4686 1.066 198.5 11.555 A 0.000 11.555 11.555 100.00 0.000 0.000
18.5000-8.650 0 B 0.000 11.555 100.00 0.000 0.000
0 C 0.000 11.555 100.00 0.000 0.000
D 0.000 11.555 100.00 0.000 0.000
L4 4.1959 0.85 159.0 12.404 A 0.000 12.404 12.404 100.00 0.000 0.000
8.6500-0.0000 1 B 0.000 12.404 100.00 0.000 0.000
C 0.000 12.404 100.00 0.000 0.000
D 0.000 12.404 100.00 0.000 0.000
 Job Page
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Project Date
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Client Designed by
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Tower Pressure - Service

GH = 1.100

Section z KZ qz AG F AF AR Aleg Leg CAAA CAAA

Elevation a % In Out
c Face Face
m m kgsm m2 e m2 m2 m2 m2 m2
L1 31.8890 1.278 63.42 4.279 A 0.000 4.279 4.279 100.00 0.000 0.000
35.0000-28.90 B 0.000 4.279 100.00 0.000 0.000
00 C 0.000 4.279 100.00 0.000 0.000
D 0.000 4.279 100.00 0.000 0.000
L2 23.4801 1.198 59.37 9.286 A 0.000 9.286 9.286 100.00 0.000 0.000
28.9000-18.50 B 0.000 9.286 100.00 0.000 0.000
00 C 0.000 9.286 100.00 0.000 0.000
D 0.000 9.286 100.00 0.000 0.000
L3 13.4686 1.066 52.67 11.555 A 0.000 11.555 11.555 100.00 0.000 0.000
18.5000-8.650 B 0.000 11.555 100.00 0.000 0.000
0 C 0.000 11.555 100.00 0.000 0.000
D 0.000 11.555 100.00 0.000 0.000
L4 4.1959 0.85 42.19 12.404 A 0.000 12.404 12.404 100.00 0.000 0.000
8.6500-0.0000 B 0.000 12.404 100.00 0.000 0.000
C 0.000 12.404 100.00 0.000 0.000
D 0.000 12.404 100.00 0.000 0.000

Tower Forces - No Ice - Wind Normal To Face

Section Add Self F e CF qz DF DR AE F w Ctrl.
Elevation Weight Weight a Face
c kgsm
m kN kN e m2 kN Nlm
L1 1.02 5.12 A 1 0.73 239.0 1 1 4.279 8.05 1320.20 D
35.0000-28.90 B 1 0.73 2 1 1 4.279
00 C 1 0.73 1 1 4.279
D 1 0.73 1 1 4.279
L2 3.46 12.08 A 1 0.73 223.7 1 1 9.286 16.36 1573.22 D
28.9000-18.50 B 1 0.73 6 1 1 9.286
00 C 1 0.73 1 1 9.286
D 1 0.73 1 1 9.286
L3 3.28 18.99 A 1 0.73 198.5 1 1 11.555 18.06 1833.81 D
18.5000-8.650 B 1 0.73 0 1 1 11.555
0 C 1 0.73 1 1 11.555
D 1 0.73 1 1 11.555
L4 2.55 28.65 A 1 0.73 159.0 1 1 12.404 15.53 1795.65 D
8.6500-0.0000 B 1 0.73 1 1 1 12.404
C 1 0.73 1 1 12.404
D 1 0.73 1 1 12.404
Sum Weight: 10.31 64.83 OTM 949 kN-m 58.01

Tower Forces - No Ice - Wind 45 To Face

 Job Page
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Project Date
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Section Add Self F e CF qz DF DR AE F w Ctrl.

Elevation Weight Weight a Face
c kgsm
m kN kN e m2 kN Nlm
L1 1.02 5.12 A 1 0.73 239.0 1 1 4.279 8.05 1320.20 D
35.0000-28.90 B 1 0.73 2 1 1 4.279
00 C 1 0.73 1 1 4.279
D 1 0.73 1 1 4.279
L2 3.46 12.08 A 1 0.73 223.7 1 1 9.286 16.36 1573.22 D
28.9000-18.50 B 1 0.73 6 1 1 9.286
00 C 1 0.73 1 1 9.286
D 1 0.73 1 1 9.286
L3 3.28 18.99 A 1 0.73 198.5 1 1 11.555 18.06 1833.81 D
18.5000-8.650 B 1 0.73 0 1 1 11.555
0 C 1 0.73 1 1 11.555
D 1 0.73 1 1 11.555
L4 2.55 28.65 A 1 0.73 159.0 1 1 12.404 15.53 1795.65 D
8.6500-0.0000 B 1 0.73 1 1 1 12.404
C 1 0.73 1 1 12.404
D 1 0.73 1 1 12.404
Sum Weight: 10.31 64.83 OTM 949 kN-m 58.01

Tower Forces - Service - Wind Normal To Face

Section Add Self F e CF qz DF DR AE F w Ctrl.
Elevation Weight Weight a Face
c kgsm
m kN kN e m2 kN Nlm
L1 1.02 5.12 A 1 0.73 63.42 1 1 4.279 2.14 350.28 D
35.0000-28.90 B 1 0.73 1 1 4.279
00 C 1 0.73 1 1 4.279
D 1 0.73 1 1 4.279
L2 3.46 12.08 A 1 0.73 59.37 1 1 9.286 4.34 417.41 D
28.9000-18.50 B 1 0.73 1 1 9.286
00 C 1 0.73 1 1 9.286
D 1 0.73 1 1 9.286
L3 3.28 18.99 A 1 0.73 52.67 1 1 11.555 4.79 486.55 D
18.5000-8.650 B 1 0.73 1 1 11.555
0 C 1 0.73 1 1 11.555
D 1 0.73 1 1 11.555
L4 2.55 28.65 A 1 0.73 42.19 1 1 12.404 4.12 476.43 D
8.6500-0.0000 B 1 0.73 1 1 12.404
C 1 0.73 1 1 12.404
D 1 0.73 1 1 12.404
Sum Weight: 10.31 64.83 OTM 252 kN-m 15.39

Tower Forces - Service - Wind 45 To Face

Section Add Self F e CF qz DF DR AE F w Ctrl.
Elevation Weight Weight a Face
c kgsm
m kN kN e m2 kN Nlm
L1 1.02 5.12 A 1 0.73 63.42 1 1 4.279 2.14 350.28 D
 Job Page
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Project Date
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Client Designed by
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Section Add Self F e CF qz DF DR AE F w Ctrl.

Elevation Weight Weight a Face
c kgsm
m kN kN e m2 kN Nlm
35.0000-28.90 B 1 0.73 1 1 4.279
00 C 1 0.73 1 1 4.279
D 1 0.73 1 1 4.279
L2 3.46 12.08 A 1 0.73 59.37 1 1 9.286 4.34 417.41 D
28.9000-18.50 B 1 0.73 1 1 9.286
00 C 1 0.73 1 1 9.286
D 1 0.73 1 1 9.286
L3 3.28 18.99 A 1 0.73 52.67 1 1 11.555 4.79 486.55 D
18.5000-8.650 B 1 0.73 1 1 11.555
0 C 1 0.73 1 1 11.555
D 1 0.73 1 1 11.555
L4 2.55 28.65 A 1 0.73 42.19 1 1 12.404 4.12 476.43 D
8.6500-0.0000 B 1 0.73 1 1 12.404
C 1 0.73 1 1 12.404
D 1 0.73 1 1 12.404
Sum Weight: 10.31 64.83 OTM 252 kN-m 15.39

Force Totals
Load Vertical Sum of Sum of Sum of Sum of Sum of Torques
Case Forces Forces Forces Overturning Overturning
X Z Moments, Mx Moments, Mz
kN kN kN kN-m kN-m kN-m
Leg Weight 64.83
Bracing Weight 0.00
Total Member Self-Weight 64.83 -2 0
Total Weight 86.64 -2 0
Wind 0 deg - No Ice 0.00 -136.84 -3508 0 0
Wind 45 deg - No Ice 97.47 -96.76 -2481 -2504 -1
Wind 90 deg - No Ice 137.85 0.00 -2 -3541 -1
Total Weight 86.64 -2 0
Wind 0 deg - Service 0.00 -36.31 -932 0 0
Wind 45 deg - Service 25.86 -25.67 -660 -664 0
Wind 90 deg - Service 36.57 0.00 -2 -939 0

Load Combinations
Comb. Description
No.
1 Dead Only
2 1.2 Dead+1.0 Wind 0 deg - No Ice
3 0.9 Dead+1.0 Wind 0 deg - No Ice
4 1.2 Dead+1.0 Wind 45 deg - No Ice
5 0.9 Dead+1.0 Wind 45 deg - No Ice
6 1.2 Dead+1.0 Wind 90 deg - No Ice
7 0.9 Dead+1.0 Wind 90 deg - No Ice
8 Dead+Wind 0 deg - Service
9 Dead+Wind 45 deg - Service
10 Dead+Wind 90 deg - Service
 Job Page
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Project Date
MP35m 20:34:14 04/13/23
Client Designed by
Phone: ETISALAT-UAE
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Maximum Member Forces

Section Elevation Component Condition Gov. Axial Major Axis Minor Axis
No. m Type Load Moment Moment
Comb. kN kN-m kN-m
L1 35 - 28.9 Pole Max Tension 2 0.00 0 0
Max. Compression 1 -15.40 0 2
Max. Mx 6 -13.55 -222 2
Max. My 2 -13.67 0 219
Max. Vy 6 76.57 -222 2
Max. Vx 2 -75.55 0 219
Max. Torque 7 1
L2 28.9 - 18.5 Pole Max Tension 1 0.00 0 0
Max. Compression 2 -32.75 0 1139
Max. Mx 6 -32.67 -1151 2
Max. My 2 -32.75 0 1139
Max. Vy 6 102.77 -1151 2
Max. Vx 2 -101.74 0 1139
Max. Torque 7 1
L3 18.5 - 8.65 Pole Max Tension 1 0.00 0 0
Max. Compression 2 -59.28 0 2184
Max. Mx 6 -59.25 -2207 2
Max. My 2 -59.28 0 2184
Max. Vy 6 119.49 -2207 2
Max. Vx 2 -118.47 0 2184
Max. Torque 7 1
L4 8.65 - 0 Pole Max Tension 1 0.00 0 0
Max. Compression 2 -103.92 0 3545
Max. Mx 6 -103.92 -3578 2
Max. My 2 -103.92 0 3545
Max. Vy 6 137.88 -3578 2
Max. Vx 2 -136.87 0 3545
Max. Torque 7 1

Maximum Reactions
Location Condition Gov. Vertical Horizontal, X Horizontal, Z
Load kN kN kN
Comb.
Pole Max. Vert 4 103.97 -97.47 96.76
Max. Hx 8 86.64 0.00 36.31
Max. Hz 3 77.98 0.00 136.83
Max. Mx 2 3545 0.00 136.83
Max. Mz 6 3578 -137.84 0.00
Max. Torsion 7 1 -137.84 0.00
Min. Vert 3 77.98 0.00 136.83
Min. Hx 7 77.98 -137.84 0.00
Min. Hz 1 86.64 0.00 -0.00
Min. Mx 7 2 -137.84 0.00
Min. Mz 1 0 0.00 -0.00
Min. Torsion 1 0 0.00 -0.00

Tower Mast Reaction Summary

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Project Date
MP35m 20:34:14 04/13/23
Client Designed by
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Load Vertical Shearx Shearz Overturning Overturning Torque

Combination Moment, Mx Moment, Mz
kN kN kN kN-m kN-m kN-m
Dead Only 86.64 0.00 0.00 -2 0 0
1.2 Dead+1.0 Wind 0 deg - No 103.97 0.00 -136.83 -3545 0 0
Ice
0.9 Dead+1.0 Wind 0 deg - No 77.98 0.00 -136.83 -3534 0 0
Ice
1.2 Dead+1.0 Wind 45 deg - No 103.97 97.47 -96.76 -2507 -2530 -1
Ice
0.9 Dead+1.0 Wind 45 deg - No 77.98 97.47 -96.76 -2500 -2523 -1
Ice
1.2 Dead+1.0 Wind 90 deg - No 103.97 137.84 -0.00 -2 -3578 -1
Ice
0.9 Dead+1.0 Wind 90 deg - No 77.98 137.84 -0.00 -2 -3568 -1
Ice
Dead+Wind 0 deg - Service 86.64 0.00 -36.31 -941 0 0
Dead+Wind 45 deg - Service 86.64 25.86 -25.67 -666 -670 0
Dead+Wind 90 deg - Service 86.64 36.57 0.00 -2 -948 0

Solution Summary
Sum of Applied Forces Sum of Reactions
Load PX PY PZ PX PY PZ % Error
Comb. kN kN kN kN kN kN
1 0.00 -86.64 0.00 0.00 86.64 -0.00 0.000%
2 0.00 -103.97 -136.84 0.00 103.97 136.83 0.005%
3 0.00 -77.98 -136.84 0.00 77.98 136.83 0.004%
4 97.47 -103.97 -96.76 -97.47 103.97 96.76 0.000%
5 97.47 -77.98 -96.76 -97.47 77.98 96.76 0.000%
6 137.85 -103.97 0.00 -137.84 103.97 0.00 0.001%
7 137.85 -77.98 0.00 -137.84 77.98 0.00 0.001%
8 0.00 -86.64 -36.31 0.00 86.64 36.31 0.002%
9 25.86 -86.64 -25.67 -25.86 86.64 25.67 0.002%
10 36.57 -86.64 0.00 -36.57 86.64 -0.00 0.002%

Non-Linear Convergence Results

Load Converged? Number Displacement Force
Combination of Cycles Tolerance Tolerance
1 Yes 6 0.00000001 0.00000001
2 Yes 10 0.00005557 0.00014022
3 Yes 10 0.00000001 0.00011200
4 Yes 13 0.00000001 0.00010744
5 Yes 13 0.00000001 0.00007909
6 Yes 11 0.00000001 0.00007567
7 Yes 11 0.00000001 0.00005814
8 Yes 10 0.00000001 0.00007075
9 Yes 10 0.00000001 0.00010885
10 Yes 10 0.00000001 0.00007444

Maximum Tower Deflections - Service Wind

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Project Date
MP35m 20:34:14 04/13/23
Client Designed by
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Section Elevation Horz. Gov. Tilt Twist

No. Deflection Load
m mm Comb. ° °
L1 35 - 28.9 324.71 10 1.0279 0.0000
L2 30 - 18.5 236.26 10 0.9804 0.0000
L3 20.15 - 8.65 96.54 10 0.5960 0.0000
L4 10.65 - 0 24.54 10 0.2530 0.0000

Critical Deflections and Radius of Curvature - Service Wind

Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
m Comb. mm ° ° m
35.0000 (2) 6565c 10 324.71 1.0279 0.0020 7091
34.7215 (2) AAU 10 319.68 1.0266 0.0020 7091
34.5000 (3) RRU 10 315.68 1.0257 0.0019 7091
34.4430 (2) AAU 10 314.65 1.0254 0.0019 7091
34.3250 (2) 6565c 10 312.52 1.0249 0.0019 7091
34.0000 (3) RRU 10 306.65 1.0233 0.0018 7091
33.6500 (2) 6565c 10 300.35 1.0215 0.0018 7091
33.0000 Camouflage 6000x3500 10 288.69 1.0175 0.0017 5404
32.0000 PLATFORM 10 270.91 1.0095 0.0015 3602
31.0000 Camouflage 6000x3500 10 253.40 0.9976 0.0014 2707
29.0000 Camouflage 6000x3500 10 219.56 0.9569 0.0011 2033

Maximum Tower Deflections - Design Wind

Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
m mm Comb. ° °
L1 35 - 28.9 1224.99 6 3.8751 0.0000
L2 30 - 18.5 891.39 6 3.6999 0.0000
L3 20.15 - 8.65 364.33 6 2.2496 0.0000
L4 10.65 - 0 92.61 6 0.9550 0.0000

Critical Deflections and Radius of Curvature - Design Wind

Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
m Comb. mm ° ° m
35.0000 (2) 6565c 6 1224.99 3.8751 0.0076 1921
34.7215 (2) AAU 6 1206.01 3.8711 0.0074 1921
34.5000 (3) RRU 6 1190.92 3.8679 0.0073 1921
34.4430 (2) AAU 6 1187.04 3.8670 0.0072 1921
34.3250 (2) 6565c 6 1179.01 3.8652 0.0071 1921
34.0000 (3) RRU 6 1156.90 3.8600 0.0070 1921
33.6500 (2) 6565c 6 1133.13 3.8538 0.0067 1921
33.0000 Camouflage 6000x3500 6 1089.15 3.8399 0.0064 1464
32.0000 PLATFORM 6 1022.08 3.8098 0.0058 976
31.0000 Camouflage 6000x3500 6 956.05 3.7648 0.0052 733
 Job Page
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Project Date
MP35m 20:34:14 04/13/23
Client Designed by
Phone: ETISALAT-UAE
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Elevation Appurtenance Gov. Deflection Tilt Twist Radius of

Load Curvature
m Comb. mm ° ° m
29.0000 Camouflage 6000x3500 6 828.42 3.6115 0.0043 549

Base Plate Design Data

Plate Number Anchor Bolt Actual Actual Actual Actual Controlling Ratio
Thickness of Anchor Size Allowable Allowable Allowable Allowable Condition
Bolts Ratio Ratio Ratio Ratio
Bolt Bolt Plate Stiffener
Tension Compression Stress Stress
mm mm kN kN kPa kPa
30 32 36 266.22 272.64 189767 56645 Bolt T 0.99
268.22 445.25 319500 319500
0.99 0.61 0.59 0.18

Compression Checks

Pole Design Data

Section Elevation Size L Lu Kl/r A Pu φPn Ratio
No. Pu
m m m mm2 kN kN φPn
L1 35 - 28.9 (1) TP733x650x5 6.1000 34.9999 138.3 11316 -13.55 921.90 0.015
L2 28.9 - 18.5 (2) TP1022x708x5 11.5000 34.9999 101.4 15425 -32.67 2271.08 0.014
L3 18.5 - 8.65 (3) TP1298x967x6 11.5000 34.9999 79.9 23508 -59.25 4617.52 0.013
L4 8.65 - 0 (4) TP1540x1228x8 10.6500 34.9999 64.4 38901 -103.92 9099.10 0.011

Pole Bending Design Data

Section Elevation Size Mux φMnx Ratio Muy φMny Ratio
No. Mux Muy
m kN-m kN-m φMnx kN-m kN-m φMny
L1 35 - 28.9 (1) TP733x650x5 222 743 0.298 0 743 0.000
L2 28.9 - 18.5 (2) TP1022x708x5 1151 1209 0.952 0 1209 0.000
L3 18.5 - 8.65 (3) TP1298x967x6 2207 2268 0.973 0 2268 0.000
L4 8.65 - 0 (4) TP1540x1228x8 3578 4845 0.738 0 4845 0.000

Pole Shear Design Data

Section Elevation Size Actual φVn Ratio Actual φTn Ratio
No. Vu Vu Tu Tu
m kN kN φVn kN-m kN-m φTn
 Job Page
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Project Date
MP35m 20:34:14 04/13/23
Client Designed by
Phone: ETISALAT-UAE
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Section Elevation Size Actual φVn Ratio Actual φTn Ratio

No. Vu Vu Tu Tu
m kN kN φVn kN-m kN-m φTn
L1 35 - 28.9 (1) TP733x650x5 76.57 1084.62 0.071 1 813 0.001
L2 28.9 - 18.5 (2) TP1022x708x5 102.77 1478.48 0.070 1 1510 0.001
L3 18.5 - 8.65 (3) TP1298x967x6 119.49 2253.28 0.053 1 2923 0.000
L4 8.65 - 0 (4) TP1540x1228x8 137.88 3728.62 0.037 1 6003 0.000

Pole Interaction Design Data

Section Elevation Ratio Ratio Ratio Ratio Ratio Comb. Allow. Criteria
No. Pu Mux Muy Vu Tu Stress Stress
m φPn φMnx φMny φVn φTn Ratio Ratio
L1 35 - 28.9 (1) 0.015 0.298 0.000 0.071 0.001 0.318 1.000
4.8.2

L2 28.9 - 18.5 (2) 0.014 0.952 0.000 0.070 0.001 0.971 1.000
4.8.2

L3 18.5 - 8.65 (3) 0.013 0.973 0.000 0.053 0.000 0.989 1.000
4.8.2

L4 8.65 - 0 (4) 0.011 0.738 0.000 0.037 0.000 0.751 1.000

4.8.2

Section Capacity Table

Section Elevation Component Size Critical P øPallow % Pass
No. m Type Element kN kN Capacity Fail
L1 35 - 28.9 Pole TP733x650x5 1 -13.55 921.90 31.8 Pass
L2 28.9 - 18.5 Pole TP1022x708x5 2 -32.67 2271.08 97.1 Pass
L3 18.5 - 8.65 Pole TP1298x967x6 3 -59.25 4617.52 98.9 Pass
L4 8.65 - 0 Pole TP1540x1228x8 4 -103.92 9099.10 75.1 Pass
Summary
Pole (L3) 98.9 Pass
Base Plate 99.3 Pass
RATING = 99.3 Pass

Program Version 8.0.7.4 - 3/8/2021

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