AIRCRAFT-FACTORY ETISALAT

Engineering Consultant Group

CALCULATION NOTE

TOWER 21.00m
 PROJECT: VALIDATION OF TOWER 21.00 m
CALCULATION
NOTE DATE: 21-12-2023 PREPARED BY: ENG:Qassem Elhosiny
Engineering Consultant Group CHECKED BY: Dr:Saied.Ismail APPROVED BY: Dr:Saied.Ismail

TABLE OF CONTENT
CHAPTER TITLE
--- COVER PAGE
--- TABLE OF CONTENT
1 INTRODUCTION
2 DESIGN CRITERIA
3 MATERIALS
4 CONCLUSION

APPENDIX
Appendix (1) Drawings
Appendix (2) Structural analysis of the tower
Appendix (3) check of tower anchors
 PROJECT: VALIDATION OF TOWER 21.00 m
CALCULATION
NOTE DATE: 21-12-2023 PREPARED BY: ENG:Qassem Elhosiny
Engineering Consultant Group CHECKED BY: Dr:Saied.Ismail APPROVED BY: Dr:Saied.Ismail

1. INTRODUCTION
• SMI has been assigned by AIRCRAFT to review shop drawing for
new tower 21.00m and check safety to carry required loads.

2. DESIGN CRITERIA

o Wind loads
• Basic Design Wind Speed 140 km/hr
• Operation Wind Speed 110 km/hr
• Site Exposure Category C
• Structure Class II
• Topographic Category 1
• Building Height 21.00 m

o Tower characteristics
• Tower Type 3‐Leg Latticed Tower
• Tower Height 21.00m
• Base Face Width 1.65m
• Top Face Width 0.90m
• No. of panels 7
• Panel Height 3.00 m
• Tower anchors 6M20 for each leg st.37 length equal=800mm minimum embedded
length equal 650mm

3. MATERIALS:

STEEL SECTIONS ST-37

Yield Strength 240 mp𝑎
Ultimate Strength 360 mp𝑎
CONNECTION BOLTS Gr.8.8
Yield Strength 640 mp𝑎
Ultimate Strength 800mp𝑎
TOWER ANCHORS ST.37
Yield Strength 240 mp𝑎
Ultimate Strength 360 mp𝑎
 PROJECT: VALIDATION OF TOWER 21.00 m
CALCULATION
NOTE DATE: 21-12-2023 PREPARED BY: ENG:Qassem Elhosiny
Engineering Consultant Group CHECKED BY: Dr:Saied.Ismail APPROVED BY: Dr:Saied.Ismail

4. CONCLUSION

o SCOPE OF PROJECT IS DESIGNNING A COMMUNICATION TOWER TO CARRY

• 3 x GSM ANTENNA (2700x590x219) at top of tower

• 9 x RRU (636x383x169) behind top antennas (Ka=.60m)
• 2 x MW60cm at top -5.00m
• 1 x GSM ANTENNA (2700x590x219) at top –4.00m
• 3 x RRU (636x383x169) behind second level antenna (Ka=.60m)
• 12 x feeder with diameter 7/8” (3 for each antenna from base of tower to
bottom of the antennas 6 number per row)

o Maximum tower deformation under wind speed 110km/hr.

Max. Tilt (o) Max. Twist (o) Tilt and Twist Limits (o)

0.3743 0.1133 1

o Maximum Tower Reactions/leg:

Axial (Compression) (t) Axial (Tension) (t) Shear (t)

33.3 30.40 2.00

o Maximum Tower Rate:

• Tower rate is 92.80% (SAFE)
• Tower anchors rate 89.00% (SAFE)
 PROJECT: VALIDATION OF TOWER 21.00 m
CALCULATION
NOTE DATE: 21-12-2023 PREPARED BY: ENG:Qassem Elhosiny
Engineering Consultant Group CHECKED BY: Dr:Saied.Ismail APPROVED BY: Dr:Saied.Ismail

Appendix (1)
Drawings
 AIRCRAFT FACTORY

Structural Calculations
For
21.0m Stub Tower
 21.0m Stub Tower
Structure Calculation

TABLE OF CONTENTS

1. INTRODUCTION .............................................................................................. 3

2. TOWER DESIGN CRITERIA ............................................................................. 3

2.1. MAST CHARACTERISTICS ............................................................................... 3

2.2. DESIGN LOADS............................................................................................... 3

2.3. MATERIALS ................................................................................................... 4

2.3.1. TOWER .......................................................................................................... 4

2.3.2. BOLTS............................................................................................................ 4

2.4. DESIGN STANDARDS ...................................................................................... 4

2.5. SLENDERNESS RATIO LIMITS ......................................................................... 4

2.6. USED SOFTWARE .......................................................................................... 5

3. RESULTS SUMMARY ...................................................................................... 5

2
 21.0m Stub Tower
Structure Calculation

1. Introduction

This report is submitted to represent detailed analysis and structural calculation of Stub tower.
The Tower is designed based on TIA-222-G standards. Based on the structural calculations submitted herein
and shown

2. Tower Design Criteria

2.1. Mast Characteristics

Tower Characteristics & Wind Loads Characteristics

Tower Type 3-Leg Latticed Tower
Mast Height 21.0m

Base Face Width 1.65m

Top Face Width 0.9 m

Basic Design Wind Speed (3 Second Gust) 140 km/hr
operational Wind Speed (3 Second Gust) 110 km/hr
Site Exposure Category C
Structure Class II
Topographic Category 1
MAX. TILT @ 110 km/hr +/- 0.5 ̊
Building Height 21.0m

2.2. Design Loads

The tower was designed to support the following: -

The tower was designed to support the following:

 3 GSM antenna (2700 x 590 x 219 mm) at top.
 1 GSM antenna (2700 x 590 x 219 mm) at top-4
 3 RRU (636 x 383 x 169 mm) per sector back of each antenna.
 2 MW Dish (60 cm diameter) @ Top-5.0m
 12 Feeders (7/8)

3
 21.0m Stub Tower
Structure Calculation

2.3. Materials
2.3.1. Tower
The tower members to be BS EN 10025 Grade S235J0 with the following mechanical properties:

Min. yield strength Min tensile strength

Material 2 2
N/mm N/mm
S235J0 235 340

2.3.2. Bolts

All bolts shall confirm to ASTM A325 or DIN 267 Grd. 8.8 or equiv. With the following
mechanical properties:
 Min. yield strength in N/mm2 = 640 (DIN Grd 8.8)
 Min tensile strength in N/mm2 = 800 (DIN Grd 8.8)

2.4. Design standards

- ANSI/TIA-222-G
- AISC LRFD
- ASCE 7-05

2.5. Slenderness Ratio Limits

The maximum allowable slenderness ratio (L/r) for various types of members shall not exceed the following
values:
Main members (legs) 150
Bracing & main horizontals 200
Redundant 250
Tension only members 300

4
 21.0m Stub Tower
Structure Calculation

2.6. Used Software

RISATower software was used. RISATower is a specialized program that assists in the analysis and checking
of latticed steel communication and power transmission towers, guyed masts and steel monopoles.

3. Results Summary
The tower was modeled in RISATower as 3-leg latticed tower. The wind loads acting on the tower were
automatically generated using the program based on TIA-222-G. The tower components were designed based
on the same standards. Summary of the analysis and design of the mast are shown below. The maximum tower
rating was found to be 85.7%.
The tower deformation was calculated using RISATower software, summary of the tower deformations are
given in program output. Maximum tower deformations at operational wind speed of 110 km/hr. were found
to be 0.359 o.

5
 21.0m Stub Tower
Structure Calculation

APPENDIX :1

RISA Tower Output

 Job Page
RISATower RT Towers 1 of 24
Project Date
21.0m Stub Tower 10:24:01 12/14/23
Client Designed by
Etisalat EGY Ahmed Fathy

Tower Input Data

The main tower is a 3x free standing tower with an overall height of 42.0000 m above the ground line.
The base of the tower is set at an elevation of 21.0000 m above the ground line.
The face width of the tower is 0.9000 m at the top and 1.6500 m at the base.
There is a 3 sided latticed pole with a face width of 0.9000 m.
This tower is designed using the TIA-222-G standard.
The following design criteria apply:
Basic wind speed of 140 kph.
Structure Class II.
Exposure Category C.
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 latticed pole member design is 1.
Stress ratio used in tower member design is 1.
Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered.

Options
Consider Moments - Legs √ Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder
Consider Moments - Horizontals √ Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules
Consider Moments - Diagonals √ Assume Rigid Index Plate √ Calculate Redundant Bracing Forces
Use Moment Magnification √ Use Clear Spans For Wind Area Ignore Redundant Members in FEA
√ Use Code Stress Ratios √ Use Clear Spans For KL/r √ SR Leg Bolts Resist Compression
√ Use Code Safety Factors - Guys √ Retension Guys To Initial Tension √ All Leg Panels Have Same Allowable
Escalate Ice Bypass Mast Stability Checks Offset Girt At Foundation
Always Use Max Kz √ Use Azimuth Dish Coefficients √ Consider Feedline Torque
Use Special Wind Profile √ Project Wind Area of Appurt. √ Include Angle Block Shear Check
√ Include Bolts In Member Capacity √ Autocalc Torque Arm Areas Poles
√ Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction
√ Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow
Use Diamond Inner Bracing (4 Sided) √ Triangulate Diamond Inner Bracing Use Top Mounted Sockets
Add IBC .6D+W Combination
 Job Page
RISATower RT Towers 2 of 24
Project Date
21.0m Stub Tower 10:24:01 12/14/23
Client Designed by
Etisalat EGY Ahmed Fathy

Wind 180

Leg A

Wind 90

Fa
A

ce
ce
Fa

B
X
Leg C Z Leg B

Face C

Wind Normal

Triangular Tower

3 Sided Latticed Pole Section Geometry

Tower Tower Assembly Description Section Number Section
Section Elevation Database Width of Length
Sections
m m m
L1 42.0000-39.0000 0.9000 1 3.0000
L2 39.0000-36.0000 0.9000 1 3.0000
L3 36.0000-33.0000 0.9000 1 3.0000
L4 33.0000-30.0000 0.9000 1 3.0000

3 Sided Latticed Pole Section Geometry (cont’d)

Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt
Section Elevation Spacing Type K Brace Horizontals Offset Offset
End
m m Panels mm mm
L1 42.0000-39.0000 0.7500 K Brace Left No Yes 0 0
L2 39.0000-36.0000 0.7500 K Brace Left No No 0 0
L3 36.0000-33.0000 0.7500 K Brace Left No No 0 0
L4 33.0000-30.0000 0.7500 K Brace Left No No 0 0

3 Sided Latticed Pole Section Geometry (cont’d)

 Job Page
RISATower RT Towers 3 of 24
Project Date
21.0m Stub Tower 10:24:01 12/14/23
Client Designed by
Etisalat EGY Ahmed Fathy

Tower Leg Leg Leg Diagonal Diagonal Diagonal

Elevation Type Size Grade Type Size Grade
m
L1 Pipe PIPE 89X4 S235 Equal Angle L 50x4 S235
42.0000-39.0000 (235 MPa) (235 MPa)
L2 Pipe PIPE 89X4 S235 Equal Angle L 50x4 S235
39.0000-36.0000 (235 MPa) (235 MPa)
L3 Pipe PIPE 89X4 S235 Equal Angle L 50x4 S235
36.0000-33.0000 (235 MPa) (235 MPa)
L4 Pipe Pipe 114.3x4 S235 Equal Angle L 50x4 S235
33.0000-30.0000 (235 MPa) (235 MPa)

3 Sided Latticed Pole Section Geometry (cont’d)

Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt
Elevation Type Size Grade Type Size Grade
m
L1 Equal Angle L 50x4 S235 Equal Angle S235
42.0000-39.0000 (235 MPa) (235 MPa)
L2 Equal Angle L 50x4 S235 Equal Angle S235
39.0000-36.0000 (235 MPa) (235 MPa)
L3 Equal Angle L 50x4 S235 Equal Angle S235
36.0000-33.0000 (235 MPa) (235 MPa)
L4 Equal Angle L 50x4 S235 Equal Angle S235
33.0000-30.0000 (235 MPa) (235 MPa)

3 Sided Latticed Pole Section Geometry (cont’d)

Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle
Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt
(per face) Ar Spacing Spacing
Diagonals Horizontals
m m2 mm mm mm
L1 0.0000 0 S235 1 1 1 914 914
42.0000-39.00 (235 MPa)
00
L2 0.0000 0 S235 1 1 1 914 914
39.0000-36.00 (235 MPa)
00
L3 0.0000 0 S235 1 1 1 914 914
36.0000-33.00 (235 MPa)
00
L4 0.0000 0 S235 1 1 1 914 914
33.0000-30.00 (235 MPa)
00

3 Sided Latticed Pole Section Geometry (cont’d)

K Factors1
 Job Page
RISATower RT Towers 4 of 24
Project Date
21.0m Stub Tower 10:24:01 12/14/23
Client Designed by
Etisalat EGY Ahmed Fathy

Tower Calc Calc Legs X K Single Girts Horiz. Sec. Inner

Elevation K K Brace Brace Diags Horiz. Brace
Single Solid Diags Diags
Angles Rounds X X X X X X X
m Y Y Y Y Y Y Y
L1 Yes Yes 1 1 1 1 1 1 1 1
42.0000-39.00 1 1 1 1 1 1 1
00
L2 Yes Yes 1 1 1 1 1 1 1 1
39.0000-36.00 1 1 1 1 1 1 1
00
L3 Yes Yes 1 1 1 1 1 1 1 1
36.0000-33.00 1 1 1 1 1 1 1
00
L4 Yes Yes 1 1 1 1 1 1 1 1
33.0000-30.00 1 1 1 1 1 1 1
00
1
Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to
the overall length.

3 Sided Latticed Pole Section Geometry (cont’d)

Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Elevation
m
Net Width U Net Width U Net Width U Net U Net U Net U Net U
Deduct Deduct Deduct Width Width Width Width
mm mm mm Deduct Deduct Deduct Deduct
mm mm mm mm
L1 0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
42.0000-39.00
00
L2 0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
39.0000-36.00
00
L3 0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
36.0000-33.00
00
L4 0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
33.0000-30.00
00

3 Sided Latticed Pole Section Geometry (cont’d)

Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Elevation Connection
m Type
Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No.
mm mm mm mm mm mm mm
L1 Flange 16 6 12 1 12 1 0 0 16 0 12 0 16 1
42.0000-39.00 A325N A325N A325N A325X A325N A325N A325X
00
L2 Flange 16 6 12 1 12 1 0 0 16 0 12 0 16 1
39.0000-36.00 A325N A325N A325N A325X A325N A325N A325X
00
 Job Page
RISATower RT Towers 5 of 24
Project Date
21.0m Stub Tower 10:24:01 12/14/23
Client Designed by
Etisalat EGY Ahmed Fathy

Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Elevation Connection
m Type
Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No.
mm mm mm mm mm mm mm
L3 Flange 16 6 12 1 12 1 0 0 16 0 12 0 16 1
36.0000-33.00 A325N A325N A325N A325X A325N A325N A325X
00
L4 Flange 16 6 12 1 12 1 0 0 16 0 12 0 16 1
33.0000-30.00 A325N A325N A325N A325X A325N A325N A325X
00

Tower Section Geometry

Tower Tower Assembly Description Section Number Section
Section Elevation Database Width of Length
Sections
m m m
T1 30.0000-27.0000 0.9000 1 3.0000
T2 27.0000-24.0000 1.6500 1 3.0000
T3 24.0000-21.0000 1.6500 1 3.0000

Tower Section Geometry (cont’d)

Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt
Section Elevation Spacing Type K Brace Horizontals Offset Offset
End
m m Panels mm mm
T1 30.0000-27.0000 0.7500 K Brace Left No Yes 0 0
T2 27.0000-24.0000 1.5000 X Brace No Yes 0 0
T3 24.0000-21.0000 1.5000 X Brace No Yes 0 0

Tower Section Geometry (cont’d)

Tower Leg Leg Leg Diagonal Diagonal Diagonal
Elevation Type Size Grade Type Size Grade
m
T1 Pipe Pipe 114.3x4 S235 Equal Angle L 50x4 S235
30.0000-27.0000 (235 MPa) (235 MPa)
T2 Pipe Pipe 114.3x4 S235 Equal Angle L 50x4 S235
27.0000-24.0000 (235 MPa) (235 MPa)
T3 Pipe Pipe 114x5 S235 Equal Angle L 50x4 S235
24.0000-21.0000 (235 MPa) (235 MPa)

Tower Section Geometry (cont’d)

 Job Page
RISATower RT Towers 6 of 24
Project Date
21.0m Stub Tower 10:24:01 12/14/23
Client Designed by
Etisalat EGY Ahmed Fathy

Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt
Elevation Type Size Grade Type Size Grade
m
T1 Equal Angle L 50x4 S235 Equal Angle S235
30.0000-27.0000 (235 MPa) (235 MPa)
T2 Equal Angle L 50x4 S235 Equal Angle S235
27.0000-24.0000 (235 MPa) (235 MPa)
T3 Equal Angle L 50x4 S235 Equal Angle S235
24.0000-21.0000 (235 MPa) (235 MPa)

Tower Section Geometry (cont’d)

Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle
Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt
(per face) Ar Spacing Spacing
Diagonals Horizontals
m m2 mm mm mm
T1 0.0000 0 S235 1 1 1 914 914
30.0000-27.00 (235 MPa)
00
T2 0.0000 0 S235 1 1 1 914 914
27.0000-24.00 (235 MPa)
00
T3 0.0000 0 S235 1 1 1 914 914
24.0000-21.00 (235 MPa)
00

Tower Section Geometry (cont’d)

K Factors1
Tower Calc Calc Legs X K Single Girts Horiz. Sec. Inner
Elevation K K Brace Brace Diags Horiz. Brace
Single Solid Diags Diags
Angles Rounds X X X X X X X
m Y Y Y Y Y Y Y
T1 Yes Yes 1 1 1 1 1 1 1 1
30.0000-27.00 1 1 1 1 1 1 1
00
T2 Yes Yes 1 1 1 1 1 1 1 1
27.0000-24.00 1 1 1 1 1 1 1
00
T3 Yes Yes 1 1 1 1 1 1 1 1
24.0000-21.00 1 1 1 1 1 1 1
00
1
Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to
the overall length.

Tower Section Geometry (cont’d)

 Job Page
RISATower RT Towers 7 of 24
Project Date
21.0m Stub Tower 10:24:01 12/14/23
Client Designed by
Etisalat EGY Ahmed Fathy

Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Elevation
m
Net Width U Net Width U Net Width U Net U Net U Net U Net U
Deduct Deduct Deduct Width Width Width Width
mm mm mm Deduct Deduct Deduct Deduct
mm mm mm mm
T1 0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
30.0000-27.00
00
T2 0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
27.0000-24.00
00
T3 0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
24.0000-21.00
00

Tower Section Geometry (cont’d)

Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Elevation Connection
m Type
Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No.
mm mm mm mm mm mm mm
T1 Flange 16 6 12 1 12 1 16 0 16 0 12 0 16 0
30.0000-27.00 A325N A325N A325N A325N A325N A325N A325N
00
T2 Flange 16 6 12 1 12 1 16 0 16 0 12 0 16 0
27.0000-24.00 A325N A325N A325N A325N A325N A325N A325N
00
T3 Flange 20 6 12 1 12 1 16 0 16 0 12 0 16 0
24.0000-21.00 A325N A325N A325N A325N A325N A325N A325N
00

Feed Line/Linear Appurtenances - Entered As Round Or Flat

Description Face Allow Component Placement Face Lateral # # Clear Width or Perimeter Weight
or Shield Type Offset Offset Per Spacing Diameter
Leg m mm (Frac FW) Row mm mm mm Nlm
LDF5-50A A No Ar (CaAa) 40.0000 - 21.5000 -100 0 6 6 28 28 4.82
(7/8 FOAM)
LDF5-50A A No Ar (CaAa) 38.0000 - 21.5000 -150 0 6 6 28 28 4.82
(7/8 FOAM)

Feed Line/Linear Appurtenances Section Areas

Tower Tower Face AR AF CAAA CAAA Weight
Section Elevation In Face Out Face
m m2 m2 m2 m2 kN
L1 42.0000-39.0000 A 0.000 0.000 0.199 0.000 0.03
B 0.000 0.000 0.000 0.000 0.00
 Job Page
RISATower RT Towers 8 of 24
Project Date
21.0m Stub Tower 10:24:01 12/14/23
Client Designed by
Etisalat EGY Ahmed Fathy

Tower Tower Face AR AF CAAA CAAA Weight

Section Elevation In Face Out Face
m m2 m2 m2 m2 kN
C 0.000 0.000 0.000 0.000 0.00
L2 39.0000-36.0000 A 0.000 0.000 0.997 0.000 0.14
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.00
L3 36.0000-33.0000 A 0.000 0.000 1.196 0.000 0.17
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.00
L4 33.0000-30.0000 A 0.000 0.000 1.196 0.000 0.17
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.00
T1 30.0000-27.0000 A 0.000 0.000 1.196 0.000 0.17
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.00
T2 27.0000-24.0000 A 0.000 0.000 1.196 0.000 0.17
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.00
T3 24.0000-21.0000 A 0.000 0.000 0.997 0.000 0.14
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.00

Feed Line Center of Pressure

Section Elevation CPX CPZ CPX CPZ
Ice Ice
m mm mm mm mm
L1 42.0000-39.0000 -5 -3 -5 -3
L2 39.0000-36.0000 -14 -8 -14 -8
L3 36.0000-33.0000 -14 -8 -14 -8
L4 33.0000-30.0000 -13 -8 -13 -8
T1 30.0000-27.0000 -24 -14 -24 -14
T2 27.0000-24.0000 -33 -19 -33 -19
T3 24.0000-21.0000 -30 -17 -30 -17

Shielding Factor Ka
Tower Feed Line Description Feed Line Ka Ka
Section Record No. Segment Elev. No Ice Ice
L1 1 LDF5-50A (7/8 FOAM) 127.95 - 62.34 0.6000 0.6000
L2 1 LDF5-50A (7/8 FOAM) 118.11 - 62.34 0.6000 0.6000
L2 2 LDF5-50A (7/8 FOAM) 118.11 - 55.77 0.6000 0.6000
L3 1 LDF5-50A (7/8 FOAM) 108.27 - 62.34 0.6000 0.6000
L3 2 LDF5-50A (7/8 FOAM) 108.27 - 55.77 0.6000 0.6000
L4 1 LDF5-50A (7/8 FOAM) 98.43 - 62.34 0.6000 0.6000
L4 2 LDF5-50A (7/8 FOAM) 98.43 - 55.77 0.6000 0.6000
T1 1 LDF5-50A (7/8 FOAM) 88.58 - 62.34 0.6000 0.6000
T1 2 LDF5-50A (7/8 FOAM) 88.58 - 55.77 0.6000 0.6000
T2 1 LDF5-50A (7/8 FOAM) 78.74 - 62.34 0.6000 0.6000
T2 2 LDF5-50A (7/8 FOAM) 78.74 - 55.77 0.6000 0.6000
T3 1 LDF5-50A (7/8 FOAM) 68.90 - 62.34 0.6000 0.6000
T3 2 LDF5-50A (7/8 FOAM) 68.90 - 55.77 0.6000 0.6000
 Job Page
RISATower RT Towers 9 of 24
Project Date
21.0m Stub Tower 10:24:01 12/14/23
Client Designed by
Etisalat EGY Ahmed Fathy

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
ET GSM ( 2700x590x219) A From Leg 0.5000 0.0000 42.0000 - No Ice 2.2622 1.2529 1.00
0.0000 39.3000
0.0000
RRU 636xX383X169 A From Leg 0.2500 0.0000 41.5000 No Ice 0.3410 0.1505 0.23
0.0000
0.0000
RRU 636xX383X169 A From Leg 0.2500 0.0000 40.5000 No Ice 0.3410 0.1505 0.23
0.0000
0.0000
RRU 636xX383X169 A From Leg 0.2500 0.0000 39.5000 No Ice 0.3410 0.1505 0.23
0.0000
0.0000
ET GSM ( 2700x590x219) B From Leg 0.5000 0.0000 42.0000 - No Ice 2.2622 1.2529 1.00
0.0000 39.3000
0.0000
RRU 636xX383X169 B From Leg 0.2500 0.0000 41.5000 No Ice 0.3410 0.1505 0.23
0.0000
0.0000
RRU 636xX383X169 B From Leg 0.2500 0.0000 40.5000 No Ice 0.3410 0.1505 0.23
0.0000
0.0000
RRU 636xX383X169 B From Leg 0.2500 0.0000 39.5000 No Ice 0.3410 0.1505 0.23
0.0000
0.0000
ET GSM ( 2700x590x219) C From Leg 0.5000 0.0000 42.0000 - No Ice 2.2622 1.2529 1.00
0.0000 39.3000
0.0000
RRU 636xX383X169 C From Leg 0.2500 0.0000 41.5000 No Ice 0.3410 0.1505 0.23
0.0000
0.0000
RRU 636xX383X169 C From Leg 0.2500 0.0000 40.5000 No Ice 0.3410 0.1505 0.23
0.0000
0.0000
RRU 636xX383X169 C From Leg 0.2500 0.0000 39.5000 No Ice 0.3410 0.1505 0.23
0.0000
0.0000
ET GSM ( 2700x590x219) C From Leg 0.5000 0.0000 38.0000 - No Ice 2.2622 1.2529 1.00
0.0000 35.3000
0.0000
RRU 636xX383X169 C From Leg 0.2500 0.0000 37.5000 No Ice 0.3410 0.1505 0.23
0.0000
0.0000
RRU 636xX383X169 C From Leg 0.2500 0.0000 36.5000 No Ice 0.3410 0.1505 0.23
0.0000
0.0000
RRU 636xX383X169 C From Leg 0.2500 0.0000 35.5000 No Ice 0.3410 0.1505 0.23
0.0000
0.0000
 Job Page
RISATower RT Towers 10 of 24
Project Date
21.0m Stub Tower 10:24:01 12/14/23
Client Designed by
Etisalat EGY Ahmed Fathy

Dishes
Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight
or Type Type Horz Adjustment Beam Diameter Area
Leg Lateral Width
Vert
m ° ° m m m2 kN
HP2-102 A Paraboloid From 0.3000 0.0000 37.0000 0.6096 No Ice 0.2917 0.11
w/Shroud (HP) Leg 0.0000
0.0000
HP2-102 B Paraboloid From 0.3000 0.0000 37.0000 0.6096 No Ice 0.2917 0.11
w/Shroud (HP) Leg 0.0000
0.0000

Load Combinations
Comb. Description
No.
1 Dead Only
2 1.2 Dead+1.6 Wind 0 deg - No Ice
3 1.2D+1.6W (pattern 1) 0 deg - No Ice
4 1.2D+1.6W (pattern 2) 0 deg - No Ice
5 0.9 Dead+1.6 Wind 0 deg - No Ice
6 1.2 Dead+1.6 Wind 30 deg - No Ice
7 1.2D+1.6W (pattern 1) 30 deg - No Ice
8 1.2D+1.6W (pattern 2) 30 deg - No Ice
9 0.9 Dead+1.6 Wind 30 deg - No Ice
10 1.2 Dead+1.6 Wind 60 deg - No Ice
11 1.2D+1.6W (pattern 1) 60 deg - No Ice
12 1.2D+1.6W (pattern 2) 60 deg - No Ice
13 0.9 Dead+1.6 Wind 60 deg - No Ice
14 1.2 Dead+1.6 Wind 90 deg - No Ice
15 1.2D+1.6W (pattern 1) 90 deg - No Ice
16 1.2D+1.6W (pattern 2) 90 deg - No Ice
17 0.9 Dead+1.6 Wind 90 deg - No Ice
18 1.2 Dead+1.6 Wind 120 deg - No Ice
19 1.2D+1.6W (pattern 1) 120 deg - No Ice
20 1.2D+1.6W (pattern 2) 120 deg - No Ice
21 0.9 Dead+1.6 Wind 120 deg - No Ice
22 1.2 Dead+1.6 Wind 150 deg - No Ice
23 1.2D+1.6W (pattern 1) 150 deg - No Ice
24 1.2D+1.6W (pattern 2) 150 deg - No Ice
25 0.9 Dead+1.6 Wind 150 deg - No Ice
26 1.2 Dead+1.6 Wind 180 deg - No Ice
27 1.2D+1.6W (pattern 1) 180 deg - No Ice
28 1.2D+1.6W (pattern 2) 180 deg - No Ice
29 0.9 Dead+1.6 Wind 180 deg - No Ice
30 1.2 Dead+1.6 Wind 210 deg - No Ice
31 1.2D+1.6W (pattern 1) 210 deg - No Ice
32 1.2D+1.6W (pattern 2) 210 deg - No Ice
33 0.9 Dead+1.6 Wind 210 deg - No Ice
34 1.2 Dead+1.6 Wind 240 deg - No Ice
35 1.2D+1.6W (pattern 1) 240 deg - No Ice
36 1.2D+1.6W (pattern 2) 240 deg - No Ice
37 0.9 Dead+1.6 Wind 240 deg - No Ice
38 1.2 Dead+1.6 Wind 270 deg - No Ice
 Job Page
RISATower RT Towers 11 of 24
Project Date
21.0m Stub Tower 10:24:01 12/14/23
Client Designed by
Etisalat EGY Ahmed Fathy

Comb. Description
No.
39 1.2D+1.6W (pattern 1) 270 deg - No Ice
40 1.2D+1.6W (pattern 2) 270 deg - No Ice
41 0.9 Dead+1.6 Wind 270 deg - No Ice
42 1.2 Dead+1.6 Wind 300 deg - No Ice
43 1.2D+1.6W (pattern 1) 300 deg - No Ice
44 1.2D+1.6W (pattern 2) 300 deg - No Ice
45 0.9 Dead+1.6 Wind 300 deg - No Ice
46 1.2 Dead+1.6 Wind 330 deg - No Ice
47 1.2D+1.6W (pattern 1) 330 deg - No Ice
48 1.2D+1.6W (pattern 2) 330 deg - No Ice
49 0.9 Dead+1.6 Wind 330 deg - No Ice
50 Dead+Wind 0 deg - Service
51 Dead+Wind 30 deg - Service
52 Dead+Wind 60 deg - Service
53 Dead+Wind 90 deg - Service
54 Dead+Wind 120 deg - Service
55 Dead+Wind 150 deg - Service
56 Dead+Wind 180 deg - Service
57 Dead+Wind 210 deg - Service
58 Dead+Wind 240 deg - Service
59 Dead+Wind 270 deg - Service
60 Dead+Wind 300 deg - Service
61 Dead+Wind 330 deg - Service

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 42 - 39 Latticed Pole Leg Max Tension 45 14.50 0 0
Max. Compression 34 -18.41 0 0
Max. Mx 42 -1.68 0 0
Max. My 38 0.66 0 0
Max. Vy 42 1.24 0 0
Max. Vx 26 -1.08 0 0
Latticed Pole Max Tension 30 7.95 0 0
Diagonal
Max. Compression 6 -8.00 0 0
Max. Mx 38 5.93 0 0
Max. My 26 -0.73 0 0
Max. Vy 38 0.02 0 0
Max. Vx 26 -0.00 0 0
Latticed Pole Top Max Tension 26 0.30 0 0
Girt
Max. Compression 2 -0.30 0 0
Max. Mx 35 0.13 0 0
Max. My 46 0.22 0 0
Max. Vy 35 0.02 0 0
Max. Vx 46 -0.00 0 0
L2 39 - 36 Latticed Pole Leg Max Tension 45 59.60 0 0
Max. Compression 34 -66.78 0 0
Max. Mx 42 -31.82 0 0
Max. My 6 -52.49 0 0
Max. Vy 44 0.90 0 0
Max. Vx 2 -0.81 0 0
Latticed Pole Max Tension 30 13.28 0 0
Diagonal
Max. Compression 6 -13.31 0 0
Max. Mx 38 8.92 0 0
 Job Page
RISATower RT Towers 12 of 24
Project Date
21.0m Stub Tower 10:24:01 12/14/23
Client Designed by
Etisalat EGY Ahmed Fathy

Section Elevation Component Condition Gov. Axial Major Axis Minor Axis
No. m Type Load Moment Moment
Comb. kN kN-m kN-m
Max. My 26 -0.32 0 0
Max. Vy 38 0.02 0 0
Max. Vx 26 -0.00 0 0
Latticed Pole Top Max Tension 48 0.20 0 0
Girt
Max. Compression 25 -0.14 0 0
Max. Mx 34 -0.08 0 0
Max. My 46 0.11 0 0
Max. Vy 34 0.02 0 0
Max. Vx 46 -0.00 0 0
L3 36 - 33 Latticed Pole Leg Max Tension 45 124.86 0 0
Max. Compression 34 -136.65 0 0
Max. Mx 17 102.17 0 0
Max. My 33 102.45 0 0
Max. Vy 18 -0.63 0 0
Max. Vx 37 0.63 0 0
Latticed Pole Max Tension 30 17.46 0 0
Diagonal
Max. Compression 6 -17.62 0 0
Max. Mx 38 15.27 0 0
Max. My 26 -2.12 0 0
Max. Vy 38 0.02 0 0
Max. Vx 26 -0.00 0 0
Latticed Pole Top Max Tension 20 0.58 0 0
Girt
Max. Compression 45 -0.50 0 0
Max. Mx 35 0.02 0 0
Max. My 46 -0.12 0 0
Max. Vy 35 0.02 0 0
Max. Vx 46 -0.00 0 0
L4 33 - 30 Latticed Pole Leg Max Tension 13 202.23 0 0
Max. Compression 34 -215.45 1 -2
Max. Mx 18 -204.58 -2 0
Max. My 2 -201.50 0 2
Max. Vy 18 2.62 -2 0
Max. Vx 2 -2.30 0 2
Latticed Pole Max Tension 6 19.40 0 0
Diagonal
Max. Compression 30 -19.91 0 0
Max. Mx 38 17.29 0 0
Max. My 26 -2.62 0 0
Max. Vy 38 0.02 0 0
Max. Vx 26 -0.00 0 0
Latticed Pole Top Max Tension 28 0.99 0 0
Girt
Max. Compression 36 -0.91 0 0
Max. Mx 35 -0.47 0 0
Max. My 46 -0.14 0 0
Max. Vy 35 0.02 0 0
Max. Vx 46 -0.00 0 0
T1 30 - 27 Leg Max Tension 13 204.96 -2 0
Max. Compression 34 -218.43 0 0
Max. Mx 34 -218.29 2 -1
Max. My 26 -115.28 1 -1
Max. Vy 34 2.60 2 -1
Max. Vx 36 -1.25 2 -1
Diagonal Max Tension 48 17.64 0 0
Max. Compression 24 -17.88 0 0
Max. Mx 30 -7.68 0 0
Max. My 18 0.97 0 0
Max. Vy 30 0.03 0 0
 Job Page
RISATower RT Towers 13 of 24
Project Date
21.0m Stub Tower 10:24:01 12/14/23
Client Designed by
Etisalat EGY Ahmed Fathy

Section Elevation Component Condition Gov. Axial Major Axis Minor Axis
No. m Type Load Moment Moment
Comb. kN kN-m kN-m
Max. Vx 18 -0.00 0 0
Top Girt Max Tension 13 12.37 0 0
Max. Compression 34 -13.88 0 0
Max. Mx 35 3.64 0 0
Max. My 4 -13.09 0 0
Max. Vy 35 0.02 0 0
Max. Vx 4 -0.00 0 0
T2 27 - 24 Leg Max Tension 13 209.47 0 0
Max. Compression 34 -223.08 1 0
Max. Mx 34 -223.08 1 0
Max. My 2 -211.89 0 1
Max. Vy 34 -0.71 1 0
Max. Vx 2 -0.80 0 1
Diagonal Max Tension 6 12.90 0 0
Max. Compression 30 -13.43 0 0
Max. Mx 34 10.24 0 0
Max. My 46 -11.50 0 0
Max. Vy 34 -0.06 0 0
Max. Vx 46 -0.01 0 0
Top Girt Max Tension 40 7.44 0 0
Max. Compression 32 -6.72 0 0
Max. Mx 10 6.56 0 0
Max. Vy 10 0.03 0 0
Max. Vx 46 -0.00 0 0
T3 24 - 21 Leg Max Tension 13 272.62 0 0
Max. Compression 34 -287.94 0 0
Max. Mx 38 -2.00 1 0
Max. My 6 -12.75 -1 1
Max. Vy 38 -1.15 1 0
Max. Vx 6 -0.99 -1 1
Diagonal Max Tension 6 15.12 0 0
Max. Compression 30 -15.73 0 0
Max. Mx 34 11.87 0 0
Max. My 46 -13.59 0 0
Max. Vy 34 -0.06 0 0
Max. Vx 46 -0.01 0 0
Top Girt Max Tension 10 2.09 0 0
Max. Compression 37 -2.29 0 0
Max. Mx 10 2.09 0 0
Max. Vy 10 0.03 0 0

Maximum Reactions
Location Condition Gov. Vertical Horizontal, X Horizontal, Z
Load kN kN kN
Comb.
Leg C Max. Vert 34 308.05 16.18 -9.53
Max. Hx 34 308.05 16.18 -9.53
Max. Hz 9 -245.35 -12.53 9.65
Min. Vert 13 -291.71 -16.13 9.51
Min. Hx 13 -291.71 -16.13 9.51
Min. Hz 30 261.43 12.56 -9.68
Leg B Max. Vert 18 293.62 -15.97 -8.60
Max. Hx 45 -282.40 15.99 8.62
Max. Hz 45 -282.40 15.99 8.62
Min. Vert 45 -282.40 15.99 8.62
Min. Hx 18 293.62 -15.97 -8.60
 Job Page
RISATower RT Towers 14 of 24
Project Date
21.0m Stub Tower 10:24:01 12/14/23
Client Designed by
Etisalat EGY Ahmed Fathy

Location Condition Gov. Vertical Horizontal, X Horizontal, Z

Load kN kN kN
Comb.
Min. Hz 18 293.62 -15.97 -8.60
Leg A Max. Vert 2 293.89 -0.68 18.14
Max. Hx 41 -0.12 3.27 -0.30
Max. Hz 2 293.89 -0.68 18.14
Min. Vert 29 -282.20 0.67 -18.16
Min. Hx 10 156.34 -3.30 9.35
Min. Hz 29 -282.20 0.67 -18.16

Tower Mast Reaction Summary

Load Vertical Shearx Shearz Overturning Overturning Torque
Combination Moment, Mx Moment, Mz
kN kN kN kN-m kN-m kN-m
Dead Only 18.75 0.00 -0.00 1 1 0
1.2 Dead+1.6 Wind 0 deg - No 22.50 0.44 -32.42 -409 -5 -2
Ice
1.2D+1.6W (pattern 1) 0 deg - 22.50 0.26 -24.93 -277 -2 -1
No Ice
1.2D+1.6W (pattern 2) 0 deg - 22.50 0.44 -26.94 -378 -5 -2
No Ice
0.9 Dead+1.6 Wind 0 deg - No 16.87 0.44 -32.42 -409 -5 -2
Ice
1.2 Dead+1.6 Wind 30 deg - No 22.50 16.53 -27.40 -350 -212 -1
Ice
1.2D+1.6W (pattern 1) 30 deg - 22.50 12.51 -20.92 -236 -141 -1
No Ice
1.2D+1.6W (pattern 2) 30 deg - 22.50 13.94 -22.91 -324 -197 -1
No Ice
0.9 Dead+1.6 Wind 30 deg - No 16.87 16.53 -27.40 -350 -212 -1
Ice
1.2 Dead+1.6 Wind 60 deg - No 22.50 29.01 -16.75 -213 -368 0
Ice
1.2D+1.6W (pattern 1) 60 deg - 22.50 22.15 -12.79 -143 -247 0
No Ice
1.2D+1.6W (pattern 2) 60 deg - 22.50 24.26 -14.01 -197 -341 0
No Ice
0.9 Dead+1.6 Wind 60 deg - No 16.87 29.01 -16.75 -213 -368 0
Ice
1.2 Dead+1.6 Wind 90 deg - No 22.50 31.99 -0.61 -9 -409 0
Ice
1.2D+1.6W (pattern 1) 90 deg - 22.50 24.37 -0.37 -5 -275 0
No Ice
1.2D+1.6W (pattern 2) 90 deg - 22.50 26.81 -0.61 -9 -379 0
No Ice
0.9 Dead+1.6 Wind 90 deg - No 16.87 31.99 -0.61 -9 -409 0
Ice
1.2 Dead+1.6 Wind 120 deg - 22.50 28.30 15.83 200 -357 1
No Ice
1.2D+1.6W (pattern 1) 120 deg 22.50 21.72 12.24 136 -241 1
- No Ice
1.2D+1.6W (pattern 2) 120 deg 22.50 23.55 13.09 184 -329 1
- No Ice
0.9 Dead+1.6 Wind 120 deg - 16.87 28.30 15.83 199 -357 1
No Ice
1.2 Dead+1.6 Wind 150 deg - 22.50 15.47 26.86 343 -195 2
No Ice
1.2D+1.6W (pattern 1) 150 deg 22.50 11.87 20.60 232 -132 1
 Job Page
RISATower RT Towers 15 of 24
Project Date
21.0m Stub Tower 10:24:01 12/14/23
Client Designed by
Etisalat EGY Ahmed Fathy

Load Vertical Shearx Shearz Overturning Overturning Torque

Combination Moment, Mx Moment, Mz
kN kN kN kN-m kN-m kN-m
- No Ice
1.2D+1.6W (pattern 2) 150 deg 22.50 12.88 22.37 317 -180 2
- No Ice
0.9 Dead+1.6 Wind 150 deg - 16.87 15.47 26.86 343 -196 2
No Ice
1.2 Dead+1.6 Wind 180 deg - 22.50 -0.54 32.50 412 10 2
No Ice
1.2D+1.6W (pattern 1) 180 deg 22.50 -0.32 24.98 279 7 1
- No Ice
1.2D+1.6W (pattern 2) 180 deg 22.50 -0.54 27.02 380 10 2
- No Ice
0.9 Dead+1.6 Wind 180 deg - 16.87 -0.54 32.50 411 10 2
No Ice
1.2 Dead+1.6 Wind 210 deg - 22.50 -16.47 27.55 354 215 1
No Ice
1.2D+1.6W (pattern 1) 210 deg 22.50 -12.47 21.01 239 144 1
- No Ice
1.2D+1.6W (pattern 2) 210 deg 22.50 -13.88 23.06 328 200 1
- No Ice
0.9 Dead+1.6 Wind 210 deg - 16.87 -16.47 27.55 353 214 1
No Ice
1.2 Dead+1.6 Wind 240 deg - 22.50 -29.05 16.77 215 372 0
No Ice
1.2D+1.6W (pattern 1) 240 deg 22.50 -22.18 12.80 145 251 0
- No Ice
1.2D+1.6W (pattern 2) 240 deg 22.50 -24.30 14.03 199 345 0
- No Ice
0.9 Dead+1.6 Wind 240 deg - 16.87 -29.05 16.77 214 371 0
No Ice
1.2 Dead+1.6 Wind 270 deg - 22.50 -32.09 0.49 8 414 0
No Ice
1.2D+1.6W (pattern 1) 270 deg 22.50 -24.44 0.29 5 279 0
- No Ice
1.2D+1.6W (pattern 2) 270 deg 22.50 -26.91 0.49 8 384 0
- No Ice
0.9 Dead+1.6 Wind 270 deg - 16.87 -32.09 0.49 8 413 0
No Ice
1.2 Dead+1.6 Wind 300 deg - 22.50 -28.41 -15.78 -198 362 -1
No Ice
1.2D+1.6W (pattern 1) 300 deg 22.50 -21.79 -12.21 -134 245 -1
- No Ice
1.2D+1.6W (pattern 2) 300 deg 22.50 -23.67 -13.04 -182 335 -1
- No Ice
0.9 Dead+1.6 Wind 300 deg - 16.87 -28.41 -15.78 -198 361 -1
No Ice
1.2 Dead+1.6 Wind 330 deg - 22.50 -15.53 -26.83 -341 200 -2
No Ice
1.2D+1.6W (pattern 1) 330 deg 22.50 -11.91 -20.58 -230 136 -1
- No Ice
1.2D+1.6W (pattern 2) 330 deg 22.50 -12.93 -22.34 -315 185 -2
- No Ice
0.9 Dead+1.6 Wind 330 deg - 16.87 -15.53 -26.83 -341 199 -2
No Ice
Dead+Wind 0 deg - Service 18.75 0.17 -12.51 -157 -1 -1
Dead+Wind 30 deg - Service 18.75 6.38 -10.57 -135 -81 0
Dead+Wind 60 deg - Service 18.75 11.19 -6.46 -82 -141 0
Dead+Wind 90 deg - Service 18.75 12.34 -0.24 -3 -157 0
Dead+Wind 120 deg - Service 18.75 10.92 6.11 77 -137 1
Dead+Wind 150 deg - Service 18.75 5.97 10.36 133 -75 1
Dead+Wind 180 deg - Service 18.75 -0.21 12.54 159 5 1
Dead+Wind 210 deg - Service 18.75 -6.36 10.63 137 84 0
 Job Page
RISATower RT Towers 16 of 24
Project Date
21.0m Stub Tower 10:24:01 12/14/23
Client Designed by
Etisalat EGY Ahmed Fathy

Load Vertical Shearx Shearz Overturning Overturning Torque

Combination Moment, Mx Moment, Mz
kN kN kN kN-m kN-m kN-m
Dead+Wind 240 deg - Service 18.75 -11.21 6.47 83 144 0
Dead+Wind 270 deg - Service 18.75 -12.38 0.19 4 160 0
Dead+Wind 300 deg - Service 18.75 -10.96 -6.09 -76 140 -1
Dead+Wind 330 deg - Service 18.75 -5.99 -10.35 -131 78 -1

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 -18.75 0.00 -0.00 18.75 0.00 0.000%
2 0.44 -22.50 -32.42 -0.44 22.50 32.42 0.002%
3 0.26 -22.50 -24.93 -0.26 22.50 24.93 0.001%
4 0.44 -22.50 -26.94 -0.44 22.50 26.94 0.002%
5 0.44 -16.87 -32.42 -0.44 16.87 32.42 0.001%
6 16.53 -22.50 -27.40 -16.53 22.50 27.40 0.002%
7 12.51 -22.50 -20.93 -12.51 22.50 20.92 0.002%
8 13.94 -22.50 -22.91 -13.94 22.50 22.91 0.002%
9 16.53 -16.87 -27.40 -16.53 16.87 27.40 0.002%
10 29.01 -22.50 -16.75 -29.01 22.50 16.75 0.002%
11 22.15 -22.50 -12.79 -22.15 22.50 12.79 0.002%
12 24.27 -22.50 -14.01 -24.26 22.50 14.01 0.002%
13 29.01 -16.87 -16.75 -29.01 16.87 16.75 0.002%
14 31.99 -22.50 -0.61 -31.99 22.50 0.61 0.002%
15 24.37 -22.50 -0.37 -24.37 22.50 0.37 0.002%
16 26.81 -22.50 -0.61 -26.81 22.50 0.61 0.002%
17 31.99 -16.87 -0.61 -31.99 16.87 0.61 0.002%
18 28.30 -22.50 15.83 -28.30 22.50 -15.83 0.002%
19 21.72 -22.50 12.24 -21.72 22.50 -12.24 0.001%
20 23.55 -22.50 13.09 -23.55 22.50 -13.09 0.002%
21 28.30 -16.87 15.83 -28.30 16.87 -15.83 0.001%
22 15.47 -22.50 26.86 -15.47 22.50 -26.86 0.002%
23 11.87 -22.50 20.60 -11.87 22.50 -20.60 0.002%
24 12.88 -22.50 22.37 -12.88 22.50 -22.37 0.002%
25 15.47 -16.87 26.86 -15.47 16.87 -26.86 0.002%
26 -0.54 -22.50 32.50 0.54 22.50 -32.50 0.002%
27 -0.32 -22.50 24.98 0.32 22.50 -24.98 0.002%
28 -0.54 -22.50 27.02 0.54 22.50 -27.02 0.002%
29 -0.54 -16.87 32.50 0.54 16.87 -32.50 0.002%
30 -16.47 -22.50 27.55 16.47 22.50 -27.55 0.002%
31 -12.47 -22.50 21.02 12.47 22.50 -21.01 0.002%
32 -13.88 -22.50 23.06 13.88 22.50 -23.06 0.002%
33 -16.47 -16.87 27.55 16.47 16.87 -27.55 0.002%
34 -29.05 -22.50 16.77 29.05 22.50 -16.77 0.002%
35 -22.18 -22.50 12.80 22.18 22.50 -12.80 0.001%
36 -24.31 -22.50 14.03 24.30 22.50 -14.03 0.002%
37 -29.05 -16.87 16.77 29.05 16.87 -16.77 0.001%
38 -32.09 -22.50 0.49 32.09 22.50 -0.49 0.002%
39 -24.44 -22.50 0.29 24.44 22.50 -0.29 0.002%
40 -26.91 -22.50 0.49 26.91 22.50 -0.49 0.002%
41 -32.09 -16.87 0.49 32.09 16.87 -0.49 0.002%
42 -28.41 -22.50 -15.78 28.41 22.50 15.78 0.002%
43 -21.79 -22.50 -12.21 21.79 22.50 12.21 0.002%
44 -23.67 -22.50 -13.04 23.67 22.50 13.04 0.002%
45 -28.41 -16.87 -15.78 28.41 16.87 15.78 0.002%
46 -15.53 -22.50 -26.83 15.53 22.50 26.83 0.002%
47 -11.91 -22.50 -20.58 11.91 22.50 20.58 0.002%
48 -12.94 -22.50 -22.34 12.93 22.50 22.34 0.002%
 Job Page
RISATower RT Towers 17 of 24
Project Date
21.0m Stub Tower 10:24:01 12/14/23
Client Designed by
Etisalat EGY Ahmed Fathy

Sum of Applied Forces Sum of Reactions

Load PX PY PZ PX PY PZ % Error
Comb. kN kN kN kN kN kN
49 -15.53 -16.87 -26.83 15.53 16.87 26.83 0.002%
50 0.17 -18.75 -12.51 -0.17 18.75 12.51 0.001%
51 6.38 -18.75 -10.57 -6.38 18.75 10.57 0.001%
52 11.19 -18.75 -6.46 -11.19 18.75 6.46 0.001%
53 12.34 -18.75 -0.24 -12.34 18.75 0.24 0.001%
54 10.92 -18.75 6.11 -10.92 18.75 -6.11 0.001%
55 5.97 -18.75 10.36 -5.97 18.75 -10.36 0.001%
56 -0.21 -18.75 12.54 0.21 18.75 -12.54 0.001%
57 -6.36 -18.75 10.63 6.36 18.75 -10.63 0.001%
58 -11.21 -18.75 6.47 11.21 18.75 -6.47 0.001%
59 -12.38 -18.75 0.19 12.38 18.75 -0.19 0.001%
60 -10.96 -18.75 -6.09 10.96 18.75 6.09 0.001%
61 -5.99 -18.75 -10.35 5.99 18.75 10.35 0.001%

Non-Linear Convergence Results

Load Converged? Number Displacement Force
Combination of Cycles Tolerance Tolerance
1 Yes 8 0.00000001 0.00009548
2 Yes 10 0.00000001 0.00008142
3 Yes 10 0.00000001 0.00008347
4 Yes 10 0.00000001 0.00008199
5 Yes 10 0.00000001 0.00005868
6 Yes 10 0.00000001 0.00008915
7 Yes 10 0.00000001 0.00008837
8 Yes 10 0.00000001 0.00008931
9 Yes 10 0.00000001 0.00006636
10 Yes 10 0.00000001 0.00009616
11 Yes 10 0.00000001 0.00009294
12 Yes 10 0.00000001 0.00009598
13 Yes 10 0.00000001 0.00007315
14 Yes 10 0.00000001 0.00008948
15 Yes 10 0.00000001 0.00008851
16 Yes 10 0.00000001 0.00008962
17 Yes 10 0.00000001 0.00006673
18 Yes 10 0.00000001 0.00008132
19 Yes 10 0.00000001 0.00008339
20 Yes 10 0.00000001 0.00008190
21 Yes 10 0.00000001 0.00005860
22 Yes 10 0.00000001 0.00008918
23 Yes 10 0.00000001 0.00008861
24 Yes 10 0.00000001 0.00008934
25 Yes 10 0.00000001 0.00006625
26 Yes 10 0.00000001 0.00009615
27 Yes 10 0.00000001 0.00009312
28 Yes 10 0.00000001 0.00009596
29 Yes 10 0.00000001 0.00007306
30 Yes 10 0.00000001 0.00008861
31 Yes 10 0.00000001 0.00008810
32 Yes 10 0.00000001 0.00008875
33 Yes 10 0.00000001 0.00006587
34 Yes 10 0.00000001 0.00008075
35 Yes 10 0.00000001 0.00008307
36 Yes 10 0.00000001 0.00008130
37 Yes 10 0.00000001 0.00005809
38 Yes 10 0.00000001 0.00008826
 Job Page
RISATower RT Towers 18 of 24
Project Date
21.0m Stub Tower 10:24:01 12/14/23
Client Designed by
Etisalat EGY Ahmed Fathy

39 Yes 10 0.00000001 0.00008793

40 Yes 10 0.00000001 0.00008841
41 Yes 10 0.00000001 0.00006548
42 Yes 10 0.00000001 0.00009616
43 Yes 10 0.00000001 0.00009312
44 Yes 10 0.00000001 0.00009598
45 Yes 10 0.00000001 0.00007307
46 Yes 10 0.00000001 0.00008960
47 Yes 10 0.00000001 0.00008883
48 Yes 10 0.00000001 0.00008975
49 Yes 10 0.00000001 0.00006671
50 Yes 10 0.00000001 0.00007046
51 Yes 10 0.00000001 0.00007321
52 Yes 10 0.00000001 0.00007590
53 Yes 10 0.00000001 0.00007329
54 Yes 10 0.00000001 0.00007042
55 Yes 10 0.00000001 0.00007348
56 Yes 10 0.00000001 0.00007608
57 Yes 10 0.00000001 0.00007306
58 Yes 10 0.00000001 0.00007018
59 Yes 10 0.00000001 0.00007298
60 Yes 10 0.00000001 0.00007609
61 Yes 10 0.00000001 0.00007360

Maximum Tower Deflections - Service Wind

Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
m mm Comb. ° °
L1 42 - 39 78.97 58 0.3590 0.0624
L2 39 - 36 60.08 58 0.3549 0.0629
L3 36 - 33 41.72 58 0.3286 0.0586
L4 33 - 30 25.53 58 0.2642 0.0387
T1 30 - 27 13.18 58 0.1798 0.0192
T2 27 - 24 6.48 58 0.1054 0.0062
T3 24 - 21 1.89 58 0.0541 0.0031

Critical Deflections and Radius of Curvature - Service Wind

Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
m Comb. mm ° ° m
42.0000 ET GSM ( 2700x590x219) 58 78.97 0.3590 0.0624 78932
41.5000 RRU 636xX383X169 58 75.82 0.3589 0.0625 78932
40.6500 ET GSM ( 2700x590x219) 58 70.46 0.3584 0.0627 78932
40.5000 RRU 636xX383X169 58 69.51 0.3583 0.0627 78932
39.5000 RRU 636xX383X169 58 63.22 0.3565 0.0628 38909
39.3000 ET GSM ( 2700x590x219) 58 61.97 0.3559 0.0628 32360
38.0000 ET GSM ( 2700x590x219) 58 53.83 0.3497 0.0627 9716
37.5000 RRU 636xX383X169 58 50.74 0.3460 0.0623 7010
37.0000 HP2-102 58 47.69 0.3413 0.0616 5474
36.6500 ET GSM ( 2700x590x219) 58 45.57 0.3374 0.0608 4779
36.5000 RRU 636xX383X169 58 44.68 0.3355 0.0604 4545
35.5000 RRU 636xX383X169 58 38.83 0.3204 0.0562 3604
35.3000 ET GSM ( 2700x590x219) 58 37.70 0.3168 0.0550 3497
 Job Page
RISATower RT Towers 19 of 24
Project Date
21.0m Stub Tower 10:24:01 12/14/23
Client Designed by
Etisalat EGY Ahmed Fathy

Maximum Tower Deflections - Design Wind

Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
m mm Comb. ° °
L1 42 - 39 202.64 34 0.9194 0.1621
L2 39 - 36 154.28 34 0.9087 0.1625
L3 36 - 33 107.25 34 0.8416 0.1512
L4 33 - 30 65.71 34 0.6783 0.0992
T1 30 - 27 33.99 34 0.4625 0.0482
T2 27 - 24 16.72 34 0.2716 0.0161
T3 24 - 21 4.88 34 0.1394 0.0082

Critical Deflections and Radius of Curvature - Design Wind

Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
m Comb. mm ° ° m
42.0000 ET GSM ( 2700x590x219) 34 202.64 0.9194 0.1621 31012
41.5000 RRU 636xX383X169 34 194.57 0.9191 0.1622 31012
40.6500 ET GSM ( 2700x590x219) 34 180.85 0.9179 0.1624 31012
40.5000 RRU 636xX383X169 34 178.43 0.9176 0.1624 31012
39.5000 RRU 636xX383X169 34 162.31 0.9129 0.1625 15126
39.3000 ET GSM ( 2700x590x219) 34 159.10 0.9114 0.1626 12547
38.0000 ET GSM ( 2700x590x219) 34 138.27 0.8955 0.1620 3808
37.5000 RRU 636xX383X169 34 130.36 0.8859 0.1610 2760
37.0000 HP2-102 34 122.53 0.8739 0.1590 2161
36.6500 ET GSM ( 2700x590x219) 34 117.12 0.8639 0.1569 1888
36.5000 RRU 636xX383X169 34 114.82 0.8592 0.1558 1796
35.5000 RRU 636xX383X169 34 99.85 0.8208 0.1449 1425
35.3000 ET GSM ( 2700x590x219) 34 96.94 0.8117 0.1419 1382

Bolt Design Data

Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria
No. Type Grade Of Load per Load Load Ratio
m mm Bolts Bolt kN Allowable
kN
L1 42 Latticed Pole A325N 16 6 0.12 93.57 1 Bolt Tension
0.001
Leg
Latticed Pole A325N 12 1 8.00 31.33 1 Member Bearing
0.255
Diagonal
Latticed Pole A325N 12 1 0.30 24.06 1 Member Bearing
0.012
Top Girt
L2 39 Latticed Pole A325N 16 6 3.93 93.57 1 Bolt Tension
0.042
Leg
Latticed Pole A325N 12 1 13.31 31.33 1 Member Bearing
0.425
Diagonal
Latticed Pole A325N 12 1 0.20 24.06 1 Member Bearing
0.008
Top Girt
 Job Page
RISATower RT Towers 20 of 24
Project Date
21.0m Stub Tower 10:24:01 12/14/23
Client Designed by
Etisalat EGY Ahmed Fathy

Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria
No. Type Grade Of Load per Load Load Ratio
m mm Bolts Bolt kN Allowable
kN
L3 36 Latticed Pole A325N 16 6 12.50 93.57 1 Bolt Tension
0.134
Leg
Latticed Pole A325N 12 1 17.62 31.33 1 Member Bearing
0.562
Diagonal
Latticed Pole A325N 12 1 0.58 24.06 1 Member Bearing
0.024
Top Girt
L4 33 Latticed Pole A325N 16 6 23.86 93.57 1 Bolt Tension
0.255
Leg
Latticed Pole A325N 12 1 19.91 31.33 1 Member Bearing
0.635
Diagonal
Latticed Pole A325N 12 1 0.99 24.06 1 Member Bearing
0.041
Top Girt
T1 30 Leg A325N 16 6 34.16 93.57 1 Bolt Tension
0.365
Diagonal A325N 12 1 17.64 24.06 1 Member Bearing
0.733
Top Girt A325N 12 1 12.37 24.06 1 Member Bearing
0.514
T2 27 Leg A325N 16 6 30.38 93.57 1 Bolt Tension
0.325
Diagonal A325N 12 1 12.90 24.06 1 Member Bearing
0.536
Top Girt A325N 12 1 7.44 24.06 1 Member Bearing
0.309
T3 24 Leg A325N 20 6 40.13 146.21 1 Bolt Tension
0.274
Diagonal A325N 12 1 15.12 24.06 1 Member Bearing
0.628
Top Girt A325N 12 1 2.09 24.06 1 Member Bearing
0.087

Compression Checks

Leg Design Data (Compression)

Section Elevation Size L Lu Kl/r A Mast Pu Pn Ratio
No. Stability Pu
m m m mm2 Index kN kN Pn
L1 42 - 39 PIPE 89X4 3.0000 0.7500 49.9 1068 1.00 -18.41 199.59 0.092 1
K=2.00
L2 39 - 36 PIPE 89X4 3.0000 0.7500 49.9 1068 1.00 -66.78 199.59 0.335 1
K=2.00
L3 36 - 33 PIPE 89X4 3.0000 0.7500 49.9 1068 1.00 -136.65 199.59 0.685 1
K=2.00
L4 33 - 30 Pipe 114.3x4 3.0000 0.7500 38.4 1386 1.00 -215.45 272.34 0.791 1
K=2.00
T1 30 - 27 Pipe 114.3x4 3.0311 0.7578 38.8 1386 1.00 -218.43 271.92 0.803 1
K=2.00
T2 27 - 24 Pipe 114.3x4 3.0000 1.5000 38.4 1386 1.00 -223.08 272.34 0.819 1
K=1.00
T3 24 - 21 Pipe 114x5 3.0000 1.5000 38.9 1712 1.00 -287.94 335.84 0.857 1
K=1.00
 Job Page
RISATower RT Towers 21 of 24
Project Date
21.0m Stub Tower 10:24:01 12/14/23
Client Designed by
Etisalat EGY Ahmed Fathy

1
Pu / Pn controls

Diagonal Design Data (Compression)

Section Elevation Size L Lu Kl/r A Pu Pn Ratio
No. Pu
2
m m m mm kN kN Pn
L1 42 - 39 L 50x4 1.1715 0.9731 109.2 384 -8.00 44.81 0.179 1
K=1.11
L2 39 - 36 L 50x4 1.1715 0.9731 109.2 384 -13.31 44.81 0.297 1
K=1.11
L3 36 - 33 L 50x4 1.1715 0.9731 109.2 384 -17.62 44.81 0.393 1
K=1.11
L4 33 - 30 L 50x4 1.1715 0.9402 107.6 384 -19.91 45.62 0.436 1
K=1.13
T1 30 - 27 L 50x4 1.4003 1.2036 121.8 384 -16.36 38.78 0.422 1
K=1.00
T2 27 - 24 L 50x4 2.2299 1.0028 106.1 384 -13.43 46.34 0.290 1
K=1.05
T3 24 - 21 L 50x4 2.2299 1.0030 106.1 384 -15.73 46.33 0.339 1
K=1.05

1
Pu / Pn controls

Top Girt Design Data (Compression)

Section Elevation Size L Lu Kl/r A Pu Pn Ratio
No. Pu
m m m mm2 kN kN Pn
L1 42 - 39 L 50x4 0.9000 0.7411 97.5 384 -0.30 50.57 0.006 1
K=1.30
L2 39 - 36 L 50x4 0.9000 0.7411 97.5 384 -0.14 50.57 0.003 1
K=1.30
L3 36 - 33 L 50x4 0.9000 0.7411 97.5 384 -0.50 50.57 0.010 1
K=1.30
L4 33 - 30 L 50x4 0.9000 0.7411 97.5 384 -0.91 50.57 0.018 1
K=1.30
T1 30 - 27 L 50x4 0.9000 0.7159 96.2 384 -13.88 51.20 0.271 1
K=1.33
T2 27 - 24 L 50x4 1.6500 1.4658 148.3 384 -6.72 27.19 0.247 1
K=1.00
T3 24 - 21 L 50x4 1.6500 1.4658 148.3 384 -2.29 27.19 0.084 1
K=1.00

1
Pu / Pn controls

Tension Checks
 Job Page
RISATower RT Towers 22 of 24
Project Date
21.0m Stub Tower 10:24:01 12/14/23
Client Designed by
Etisalat EGY Ahmed Fathy

Leg Design Data (Tension)

Section Elevation Size L Lu Kl/r A Pu Pn Ratio
No. Pu
m m m mm2 kN kN Pn
L1 42 - 39 PIPE 89X4 3.0000 0.7500 24.9 1068 14.50 225.91 0.064 1

L2 39 - 36 PIPE 89X4 3.0000 0.7500 24.9 1068 59.60 225.91 0.264 1

L3 36 - 33 PIPE 89X4 3.0000 0.7500 24.9 1068 124.86 225.91 0.553 1

L4 33 - 30 Pipe 114.3x4 3.0000 0.7500 19.2 1386 202.23 293.15 0.690 1

T1 30 - 27 Pipe 114.3x4 3.0311 0.7578 19.4 1386 204.96 293.15 0.699 1

T2 27 - 24 Pipe 114.3x4 3.0000 1.5000 38.4 1386 209.47 293.15 0.715 1

T3 24 - 21 Pipe 114x5 3.0000 1.5000 38.9 1712 272.62 362.12 0.753 1

1
Pu / Pn controls

Diagonal Design Data (Tension)

Section Elevation Size L Lu Kl/r A Pu Pn Ratio
No. Pu
m m m mm2 kN kN Pn
L1 42 - 39 L 50x4 1.1715 0.9731 68.0 242 7.95 61.83 0.129 1

L2 39 - 36 L 50x4 1.1715 0.9731 68.0 242 13.28 61.83 0.215 1

L3 36 - 33 L 50x4 1.1715 0.9731 68.0 242 17.46 61.83 0.282 1

L4 33 - 30 L 50x4 1.1715 0.9402 65.9 242 19.40 61.83 0.314 1

T1 30 - 27 L 50x4 1.2462 1.0495 72.1 242 17.64 61.83 0.285 1

T2 27 - 24 L 50x4 2.2299 1.0028 66.8 242 12.90 61.83 0.209 1

T3 24 - 21 L 50x4 2.2299 1.0030 66.8 242 15.12 61.83 0.245 1

1
Pu / Pn controls

Top Girt Design Data (Tension)

 Job Page
RISATower RT Towers 23 of 24
Project Date
21.0m Stub Tower 10:24:01 12/14/23
Client Designed by
Etisalat EGY Ahmed Fathy

Section Elevation Size L Lu Kl/r A Pu Pn Ratio

No. Pu
m m m mm2 kN kN Pn
L1 42 - 39 L 50x4 0.9000 0.7411 52.2 242 0.30 61.83 0.005 1

L2 39 - 36 L 50x4 0.9000 0.7411 52.2 242 0.20 61.83 0.003 1

L3 36 - 33 L 50x4 0.9000 0.7411 52.2 242 0.58 61.83 0.009 1

L4 33 - 30 L 50x4 0.9000 0.7411 52.2 242 0.99 61.83 0.016 1

T1 30 - 27 L 50x4 0.9000 0.7159 50.6 242 12.37 61.83 0.200 1

T2 27 - 24 L 50x4 1.6500 1.4658 98.9 242 7.44 61.83 0.120 1

T3 24 - 21 L 50x4 1.6500 1.4658 98.9 242 2.09 61.83 0.034 1

1
Pu / Pn controls

Section Capacity Table

Section Elevation Component Size Critical P øPallow % Pass
No. m Type Element kN kN Capacity Fail
L1 42 - 39 Latticed Pole Leg PIPE 89X4 1 -18.41 199.59 9.2 Pass
Latticed Pole L 50x4 9 -8.00 44.81 17.9 Pass
Diagonal 25.5 (b)
Latticed Pole Top L 50x4 6 -0.30 50.57 0.6 Pass
Girt 1.2 (b)
L2 39 - 36 Latticed Pole Leg PIPE 89X4 19 -66.78 199.59 33.5 Pass
Latticed Pole L 50x4 27 -13.31 44.81 29.7 Pass
Diagonal 42.5 (b)
Latticed Pole Top L 50x4 24 0.20 61.83 0.3 Pass
Girt 0.8 (b)
L3 36 - 33 Latticed Pole Leg PIPE 89X4 37 -136.65 199.59 68.5 Pass
Latticed Pole L 50x4 45 -17.62 44.81 39.3 Pass
Diagonal 56.2 (b)
Latticed Pole Top L 50x4 40 -0.50 50.57 1.0 Pass
Girt 2.4 (b)
L4 33 - 30 Latticed Pole Leg Pipe 114.3x4 55 -215.45 272.34 79.1 Pass
Latticed Pole L 50x4 66 -19.91 45.62 43.6 Pass
Diagonal 63.5 (b)
Latticed Pole Top L 50x4 59 -0.91 50.57 1.8 Pass
Girt 4.1 (b)
T1 30 - 27 Leg Pipe 114.3x4 73 -218.43 271.92 80.3 Pass
Diagonal L 50x4 86 -16.36 38.78 42.2 Pass
73.3 (b)
Top Girt L 50x4 78 -13.88 51.20 27.1 Pass
51.4 (b)
T2 27 - 24 Leg Pipe 114.3x4 91 -223.08 272.34 81.9 Pass
Diagonal L 50x4 102 -13.43 46.34 29.0 Pass
53.6 (b)
Top Girt L 50x4 95 -6.72 27.19 24.7 Pass
30.9 (b)
T3 24 - 21 Leg Pipe 114x5 109 -287.94 335.84 85.7 Pass
Diagonal L 50x4 120 -15.73 46.33 33.9 Pass
62.8 (b)
 Job Page
RISATower RT Towers 24 of 24
Project Date
21.0m Stub Tower 10:24:01 12/14/23
Client Designed by
Etisalat EGY Ahmed Fathy

Section Elevation Component Size Critical P øPallow % Pass

No. m Type Element kN kN Capacity Fail
Top Girt L 50x4 113 -2.29 27.19 8.4 Pass
8.7 (b)
Summary
Latticed 79.1 Pass
Pole Leg
(L4)
Latticed 63.5 Pass
Pole
Diagonal
(L4)
Latticed 4.1 Pass
Pole Top
Girt (L4)
Leg (T3) 85.7 Pass
Diagonal 73.3 Pass
(T1)
Top Girt 51.4 Pass
(T1)
Bolt Checks 73.3 Pass
RATING = 85.7 Pass
 TIA-222-G - 140 kph Exposure C
Leg Capacity Leg Compression (kN)
500 <- Minimum 0 Maximum -> -500
42.0000 42.0000

39.0000 39.0000

36.0000 36.0000

33.0000 33.0000
Elevation (m)

30.0000 30.0000

27.0000 27.0000

24.0000 24.0000

21.0000 21.0000

500 <- Minimum 0 Maximum -> -500

Job:
RT Towers
Project: 21.0m Stub Tower
Client: Drawn by: App'd:
Etisalat EGY Ahmed Fathy
Code: Date: Scale:
Phone: TIA-222-G 12/14/23 NTS
Path: Dwg No.
FAX: E-3
 TIA-222-G - 140 kph Exposure C Maximum Values
Vx Vz Mx Mz

Global Mast Shear (kN) Global Mast Moment (kN-m)

0 50 0 500
42.0000 42.0000

39.0000 39.0000

36.0000 36.0000

33.0000 33.0000
Elevation (m)

30.0000 30.0000

27.0000 27.0000

24.0000 24.0000

21.0000 21.0000

0 50 0 500

Job:
RT Towers
Project: 21.0m Stub Tower
Client: Drawn by: App'd:
Etisalat EGY Ahmed Fathy
Code: Date: Scale:
Phone: TIA-222-G 12/14/23 NTS
Path: Dwg No.
FAX: E-4
 Feedline Distribution Chart
21.0000 - 42.0000
Round Flat App In Face App Out Face Truss Leg

42.0000
Face A Face B Face C 42.0000

40.0000 40.0000

39.0000 39.0000

38.0000 38.0000

36.0000 36.0000

33.0000 33.0000
Elevation (m)

(6) LDF5-50A (7/8 FOAM)

(6) LDF5-50A (7/8 FOAM)

30.0000 30.0000

27.0000 27.0000

24.0000 24.0000

21.5000 21.5000

21.0000 21.0000

Job:
RT Towers
Project: 21.0m Stub Tower
Client: Drawn by: App'd:
Etisalat EGY Ahmed Fathy
Code: Date: Scale:
Phone: TIA-222-G 12/14/23 NTS
Path: Dwg No.
FAX: E-7
 TIA-222-G - Service - 110 kph Maximum Values

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

0 50 100 0 0.5 0 0.05 0.1
42.0000 42.0000

39.0000 39.0000

36.0000 36.0000

33.0000 33.0000
Elevation (m)

30.0000 30.0000

27.0000 27.0000

24.0000 24.0000

21.0000 21.0000

0 50 100 0 0.5 0 0.05 0.1

Job:
RT Towers
Project: 21.0m Stub Tower
Client: Drawn by: App'd:
Etisalat EGY Ahmed Fathy
Code: Date: Scale:
Phone: TIA-222-G 12/14/23 NTS
Path: Dwg No.
FAX: E-5
 Stress Distribution Chart
21.0000 - 42.0000
> 100% 90%-100% 75%-90% 50%-75% < 50% Overstress

42.0000
Face A Face B Face C 42.0000

39.0000 39.0000

36.0000 36.0000

33.0000 33.0000
Elevation (m)

30.0000 30.0000

27.0000 27.0000

24.0000 24.0000

21.0000 21.0000

Job:
RT Towers
Project: 21.0m Stub Tower
Client: Drawn by: App'd:
Etisalat EGY Ahmed Fathy
Code: Date: Scale:
Phone: TIA-222-G 12/14/23 NTS
Path: Dwg No.
FAX: E-8
 42.0 m

ET GSM
HP2-102
RRU 636xX383X169
( 2700x590x219)
DESIGNED
42 - 35.3
41.5
40.5
39.5
38
37.5
37
36.5
35.5 39.3
APPURTENANCE LOADING
TYPE ELEVATION TYPE ELEVATION

1.2
L1

ET GSM ( 2700x590x219) 42 - 39.3 RRU 636xX383X169 39.5

ET GSM ( 2700x590x219) 42 - 39.3 RRU 636xX383X169 39.5
ET GSM ( 2700x590x219) 42 - 39.3 RRU 636xX383X169 39.5
RRU 636xX383X169 41.5 ET GSM ( 2700x590x219) 38 - 35.3
RRU 636xX383X169 41.5 RRU 636xX383X169 37.5
39.0 m
RRU 636xX383X169 41.5 HP2-102 37
RRU 636xX383X169 40.5 HP2-102 37
RRU 636xX383X169 40.5 RRU 636xX383X169 36.5
RRU 636xX383X169 40.5 RRU 636xX383X169 35.5
PIPE 89X4

MATERIAL STRENGTH
1.2
L2

GRADE Fy Fu GRADE Fy Fu
S235 235 MPa 340 MPa

TOWER DESIGN NOTES

16 @ 0.75

36.0 m
0.9

1. Tower designed for Exposure C to the TIA-222-G Standard.

2. Tower designed for a 140 kph basic wind in accordance with the TIA-222-G
Standard.
3. Deflections are based upon a 110 kph wind.
4. Tower Structure Class II.
5. Topographic Category 1 with Crest Height of 0.0000 m
1.2
L3

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.
33.0 m 9. Welds are fabricated with ER-70S-6 electrodes.
10. TOWER RATING: 85.7%
L 50x4

L 50x4
S235

S235

1.5
L4

30.0 m
Pipe 114.3x4

4 @ 0.75
0.9

1.6
T1

27.0 m
1.9
T2

ALL REACTIONS
ARE FACTORED
4 @ 1.5

24.0 m
1.65

MAX. CORNER REACTIONS AT BASE:

DOWN: 308 kN
UPLIFT: -292 kN
SHEAR: 19 kN
Pipe 114x5

AXIAL
2.1
T3

22 kN

SHEAR MOMENT
34 kN 429 kN-m
21.0 m
TORQUE 2 kN-m
10.8

REACTIONS - 140 kph WIND

Diagonal Grade

# Panels @ (m)
Face Width (m)

Weight (kN)
Leg Grade

Diagonals

Top Girts
Section

Legs

Job:
RT Towers
Project: 21.0m Stub Tower
Client: Drawn by: App'd:
Etisalat EGY Ahmed Fathy
Code: Date: Scale:
Phone: TIA-222-G 12/14/23 NTS
Path: Dwg No.
FAX: E-1
Project: 21.0m Stub Tower Base PL
Project no:
Author: AOI-ACF

Project data
Project name 21.0m Stub Tower Base PL
Project number
Author AOI-ACF
Description
Date 13-Dec-23
Design code AISC 360-16

Material
Steel S235JR
Concrete 4000 psi

1/9
Project: 21.0m Stub Tower Base PL
Project no:
Author: AOI-ACF

Project item BASE CONNECTION

Design
Name BASE CONNECTION
Description
Analysis Stress, strain/ simplified loading
Design code AISC - LRFD 2016

Beams and columns

β – Direction γ - Pitch α - Rotation Offset ex Offset ey Offset ez
Name Cross-section Forces in
[°] [°] [°] [mm] [mm] [mm]
M1 2 - CHS114.3,5 0.0 -90.0 0.0 0 0 0 Node

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Project: 21.0m Stub Tower Base PL
Project no:
Author: AOI-ACF

Cross-sections
Name Material
2 - CHS114.3,5 S235JR

3/9
Project: 21.0m Stub Tower Base PL
Project no:
Author: AOI-ACF

Anchors
Diameter fu Gross area
Name Bolt assembly
[mm] [MPa] [mm2]
20 ST 37 20 ST 37 20 340.0 314

Load effects (equilibrium not required)

N Vy Vz Mx My Mz
Name Member
[kN] [kN] [kN] [kNm] [kNm] [kNm]
LE1 M1 -308.0 19.0 0.0 0.0 0.0 0.0
LE2 M1 292.0 19.0 0.0 0.0 0.0 0.0

Foundation block
Item Value Unit
CB 1
Dimensions 500 x 500 mm
Depth 800 mm
Anchor 20 ST 37
Anchoring length 600 mm
Shear force transfer Anchors

Check

Summary
Name Value Check status
Analysis 100.0% OK
Plates 0.2 < 5.0% OK
Anchors 84.5 < 100% OK
Welds 62.7 < 100% OK
Concrete block 25.8 < 100% OK
Buckling Not calculated

Plates
Fy Thickness σEd εPl σcEd
Name Loads Check status
[MPa] [mm] [MPa] [%] [MPa]
M1 235.0 5.0 LE1 211.7 0.1 0.0 OK
BP1 235.0 16.0 LE2 171.3 0.0 0.0 OK
RIB1a 235.0 5.0 LE1 211.8 0.2 0.0 OK
RIB1b 235.0 5.0 LE1 211.8 0.1 0.0 OK
RIB1c 235.0 5.0 LE1 211.8 0.2 0.0 OK
RIB1d 235.0 5.0 LE1 211.8 0.2 0.0 OK
RIB1e 235.0 5.0 LE1 211.8 0.1 0.0 OK
RIB1f 235.0 5.0 LE1 211.9 0.2 0.0 OK

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 Project: 21.0m Stub Tower Base PL
Project no:
Author: AOI-ACF

Design data

fy εlim
Material
[MPa] [%]
S235JR 235.0 5.0

Symbol explanation
εPl Plastic strain
σcEd Contact stress
σEd Eq. stress
fy Yield strength
εlim Limit of plastic strain

Overall check, LE1

5/9
Project: 21.0m Stub Tower Base PL
Project no:
Author: AOI-ACF

Anchors
Nf V ϕNp ϕNsb Utt Uts Utts
Shape Item Loads Status
[kN] [kN] [kN] [kN] [%] [%] [%]
A1 LE2 48.1 2.8 140.7 120.3 82.5 8.6 74.2 OK
A2 LE2 48.4 3.0 140.7 120.3 82.9 9.2 75.1 OK
A3 LE2 49.0 3.4 140.7 120.3 84.0 10.3 77.0 OK
A4 LE2 49.2 3.5 140.7 120.3 84.5 10.9 78.0 OK
A5 LE2 48.9 3.4 140.7 120.3 83.9 10.4 77.0 OK
A6 LE2 48.4 3.0 140.7 120.3 83.0 9.3 75.2 OK

Design data

ϕNsa ϕVsa
Grade
[kN] [kN]
20 ST 37 - 1 58.3 32.5

Symbol explanation
Nf Tension force
V Resultant of shear forces Vy, Vz in bolt
ϕNp Pullout strength in tension – ACI 318-14 – 17.4.3
ϕNsb Concrete side-face blowout strength in tension – ACI 318-14 – 17.4.4
Utt Utilization in tension
Uts Utilization in shear
Utts Utilization in tension and shear
ϕNsa Steel strength of anchor in tension - ACI 318-14 – 17.4.1
ϕVsa Steel strength of anchor in shear - ACI 318-14 – 17.5.1

6/9
Project: 21.0m Stub Tower Base PL
Project no:
Author: AOI-ACF

Welds
Th Ls L Lc Fn ϕRn Ut
Item Edge Xu Loads Status
[mm] [mm] [mm] [mm] [kN] [kN] [%]
BP1 RIB1a E70xx ◢5.0◣ ◢7.1◣ 60 10 LE1 8.4 15.4 54.7 OK
E70xx ◢5.0◣ ◢7.1◣ 60 10 LE1 9.2 16.1 57.0 OK
M1-arc 6 RIB1a E70xx ◢5.0◣ ◢7.1◣ 100 10 LE2 6.8 13.9 48.5 OK
E70xx ◢5.0◣ ◢7.1◣ 100 10 LE1 6.4 11.6 54.8 OK
BP1 RIB1b E70xx ◢5.0◣ ◢7.1◣ 60 10 LE1 8.3 15.2 54.6 OK
E70xx ◢5.0◣ ◢7.1◣ 60 10 LE1 9.7 16.3 59.6 OK
M1-arc 17 RIB1b E70xx ◢5.0◣ ◢7.1◣ 100 10 LE1 6.5 14.1 46.2 OK
E70xx ◢5.0◣ ◢7.1◣ 100 10 LE1 7.2 11.6 61.9 OK
BP1 RIB1c E70xx ◢5.0◣ ◢7.1◣ 60 10 LE1 9.5 16.0 59.3 OK
E70xx ◢5.0◣ ◢7.1◣ 60 10 LE1 10.1 16.2 62.7 OK
M1-arc 27 RIB1c E70xx ◢5.0◣ ◢7.1◣ 100 10 LE1 7.2 14.0 51.2 OK
E70xx ◢5.0◣ ◢7.1◣ 100 10 LE1 7.1 14.1 50.5 OK
BP1 RIB1d E70xx ◢5.0◣ ◢7.1◣ 60 10 LE1 9.6 16.2 59.0 OK
E70xx ◢5.0◣ ◢7.1◣ 60 10 LE1 8.8 15.9 55.3 OK
M1-arc 38 RIB1d E70xx ◢5.0◣ ◢7.1◣ 100 10 LE1 7.0 14.0 49.7 OK
E70xx ◢5.0◣ ◢7.1◣ 100 10 LE1 7.0 14.0 50.3 OK
BP1 RIB1e E70xx ◢5.0◣ ◢7.1◣ 60 10 LE1 8.9 16.2 54.9 OK
E70xx ◢5.0◣ ◢7.1◣ 60 10 LE1 8.1 15.3 52.6 OK
M1-arc 49 RIB1e E70xx ◢5.0◣ ◢7.1◣ 100 10 LE1 6.6 14.0 46.7 OK
E70xx ◢5.0◣ ◢7.1◣ 100 10 LE1 6.5 13.9 47.0 OK
BP1 RIB1f E70xx ◢5.0◣ ◢7.1◣ 60 10 LE1 9.8 16.2 60.6 OK
E70xx ◢5.0◣ ◢7.1◣ 60 10 LE1 8.8 15.4 57.2 OK
M1-arc 59 RIB1f E70xx ◢5.0◣ ◢7.1◣ 100 10 LE1 7.0 11.6 60.8 OK
E70xx ◢5.0◣ ◢7.1◣ 100 10 LE2 6.8 14.0 48.4 OK

Symbol explanation
Th Throat thickness of weld
Ls Leg size of weld
L Length of weld
Lc Length of weld critical element
Fn Force in weld critical element
ϕRn Weld resistance AISC 360-16 J2.4
Ut Utilization

Concrete block
A1 A2 σ Ut
Item Loads Status
[mm2] [mm2] [MPa] [%]
CB 1 LE1 39207 196126 7.9 25.8 OK

7/9
 Project: 21.0m Stub Tower Base PL
Project no:
Author: AOI-ACF

Symbol explanation
A1 Loaded area
A2 Supporting area
σ Average stress in concrete
Ut Utilization

Buckling
Buckling analysis was not calculated.

Bill of material

Manufacturing operations
Plates Welds Length
Name Shape Nr. Bolts Nr.
[mm] [mm] [mm]

BP1 P16.0x11.2-0.5 (S235JR) 1 20 ST 37 6

RIB1 P5.0x60.0-100.0 (S235JR) 6 Double fillet: a = 5.0 960.0

Welds
Throat thickness Leg size Length
Type Material
[mm] [mm] [mm]
Double fillet E70xx 5.0 7.1 960.0

Anchors
Length Drill length
Name Count
[mm] [mm]
20 ST 37 616 600 6

Code settings
Item Value Unit Reference
Friction coefficient - concrete 0.40 - ACI 349 – B.6.1.4
Friction coefficient in slip-resistance 0.30 - AISC 360-16 J3.8
Limit plastic strain 0.05 -
Plastic
Weld stress evaluation
redistribution
Detailing No
Distance between bolts [d] 2.66 - AISC 360-16 – J3.3
Distance between bolts and edge [d] 1.25 - AISC 360-16 – J.3.4

8/9
Project: 21.0m Stub Tower Base PL
Project no:
Author: AOI-ACF

Item Value Unit Reference

Concrete breakout resistance check None
Base metal capacity check at weld fusion
No AISC 360-16: J2-2
face
Cracked concrete Yes ACI 318-14 – Chapter 17
Local deformation check No
Local deformation limit 0.03 - CIDECT DG 1, 3 - 1.1
Analysis with large deformations for hollow section
Geometrical nonlinearity (GMNA) Yes
joints

9/9
 21.0m Stub Tower
Structure Calculation

APPENDIX :2

Erection Drawings
 A B 2 A
1 B
1 2
+21000 +21000
+21000 +21000 +21000 +21000

+18000 +18000
+18000 +18000 +18000 +18000

+15000 +15000
+15000 +15000 +15000 +15000

F
F
+12000 +12000
+12000 +12000 +12000 +12000

+9000 +9000
+9000 +9000 +9000 +9000

G
G

+6000.00 +6000.00
+6000.00 +6000.00 +6000.00 +6000.00

+3000.00 +3000.00
+3000.00 +3000.00 +3000.00 +3000.00

B A +0.00 +0.00
+0.00 +0.00 +0.00 +0.00
F A B
G 2 1 1 2
F G REV DESCRIPTION DWN CHK DATE
1 1 G A B PROJECT: TOWER 21.00m
FACE (1) F NO: 500-103
CONTRACTOR: CLIENT:
FACE (2) FACE (3) ETISALAT

2 2 Aoi -Acf
B A
F G TITLE:
Tekla structures

3D
3D VIEW
DWG NO: 1 SCALE: 1:35 REV: A1
 T2 FLT6*250

6 D 22

2 M 12

2 M 12

16
4
50

50
0*
16

L5

T3
T3

L5
0*
4
2 M 12 2 M 12
2 M 12
6 D 22 T3 L50*4
6 D 22

2 M 12
T2 FLT6*250 T2 FLT6*250
20 40 1257 40 20

1650

TEMPLATE

REV DESCRIPTION DWN CHK DATE

PROJECT: TOWER 21.00m
NO: 500-103
CONTRACTOR: CLIENT:
ETISALAT
Aoi -Acf

TITLE:
Tekla structures

DETAIL OF ANCHOR BOLT Single Part Drawings

DWG NO: 9 SCALE: 1:25 REV: A3

 b5 L60*6

b3 ROD16
b7 ROD16

b2 L60*6
b1 UPN80
c1 CHS89*3....3000LG

b8 L60*6

b2 L60*6

b6 ROD16
b3 ROD16
b1 UPN80

c2 CHS114*4
b5 L60*6
b3 ROD16
b2 L60*6

b7 ROD16 b6 ROD16
250.. LG
b2 L60*6 b3 ROD16
250.. LG
b8 L60*6 REV DESCRIPTION DWN CHK DATE
b1 UPN80 PROJECT: Tekla Model
b1 UPN80 NO: 500-103
CONTRACTOR: CLIENT:
ETISALAT
Aoi -Acf

TITLE:
Tekla structures

3d Bracket Drawings

DWG NO: 1 SCALE: 1:12 REV: A3

 H1 L50*4

D1

50

16
4
0*

16
L5

50
0* 5
4 D1L

1650 DET A

A - A

C7/2 CHS114*5
C7/2 CHS114*5

6 M 20 6 M 20
A 1 M 12 1 M 12 A
D1 4
L5 5 0*
0*
4 D1L 1 M 12 1 M 12

255
185

116
D1
L5
0* 0 *4
4 L5 DETAIL A
D1

C7/2 CHS114*5

C7/2 CHS114*5
1 M 12

FACE (1)

C7/1 CHS114*5
C7/2 CHS114*5 1 M 12 1 M 12

C7/1 CHS114*5
1 M 12 1 M 12
PD255*69.5 x 16 FLT6*100 PD255*69.5 x 16 D1
FLT6*100
L5 *4
0* 0
D12
4 L5
L1 D1
L5
0* 4
UNP65
4
5 0* 1 M 12
D 1L

255
185
116
FLT6*50
DETAIL B
D4
L5 B 1 M 12 1 M 12 B
0*
4
C7/1 CHS114*5

C7/2 CHS114*5

6 M 20 6 M 20

FLT6*100 FLT6*100
FACE (3) DET B
3D VIEW
L1
L5
0*
4
4
5 0*
D 1L

50

16
REV DESCRIPTION DWN CHK DATE

16

50
FLT6*50 PROJECT: TOWER 21.00m
D4 NO: 500-103
L5
0* CONTRACTOR: CLIENT:
4 ETISALAT
Aoi -Acf
1650
D12
FLT6*100 FLT6*100
B - B TITLE:
Tekla structures

PL16*255 x 255 PL16*255 x 255 PANEL 1

FACE (2) DWG NO: 2 SCALE: 1:20 REV: A3
 H1 L50*4 DET B

D1
L5 0 *4
0* L5
4
D1

50

16
16

50
C6/2 CHS114.3*4

C6/2 CHS114.3*4
1650

6 M 16 6 M 16 B - B
D1 4 B 1 M 12 1 M 12
B
L5 5 0*
0*
4 D 1L H1 L50*4
1 M 12 1 M 12

D1 4
L5 5 0*
0*
1L

255
185
116
4 D

C6/2 CHS114.3*4
C6/2 CHS114.3*4
1 M 12

DETAIL B

FACE (1)

C6/2 CHS114.3*4

C6/1 CHS114.3*4

C6/1 CHS114.3*4
1 M 12 1 M 12
PD220*52 x 16 FLT6*100 FLT6*100 PD220*52 x 16
1 M 12 1 M 12

H1 L50*4
D12
L1 D1 0*4
L5 L5 L5
UNP65 0*
4
0* D1
*4 4
L 50
1 M 12
D1

FLT6*50

D4
L5
0*

255
185

116
4 1 M 12 1 M 12
C6/1 CHS114.3*4

A A
C6/2 CHS114.3*4

DETAIL A
FLT6*100

L1
FLT6*100
6 M 20 6 M 20
3D VIEW
L5
0*
4 4
FACE (3)
*
L 50
D1

FLT6*50
REV DESCRIPTION DWN CHK DATE
D4
50
PROJECT: TOWER 21.00m

16
L5
16

50
0* NO: 500-103
4
CONTRACTOR: CLIENT:
ETISALAT
D12 Aoi -Acf
FLT6*100 FLT6*100
DET A
1650 TITLE:
Tekla structures

PANEL 2
PD255*69.5 x 16 PD255*69.5 x 16
A - A
FACE (2)
DWG NO: 3 SCALE: 1:20 REV: A3
 H8 L50*4

D1 DET B
0L
50
*4

90
0
90

0
4
5 0*
9L
114.3*4

C5/2 CHS
D 900
C5/2 CHS

B - B

114.3*4
6 M 16 6 M 16
B 1 M 12 1 M 12 B
D8
L5 H8 L50*4
0*4

116
165
220

C5/2 CH
S114.3*4
D1
0L
1 M 12 50
*4

S
C5/2 CH

114.3*4
DETAIL B
*4 1 M 12
L50

C5/1 CHS114.3*4
D7 1 M 12

FACE (1) 0*
4
5
9L

114.3*4

C5/1 CHS
D

C5/2 CHS 1 M 12

PD220*52 x 16 PD220*52 x 16

114.3*4
FLT6*100 FLT6*100
1 M 12

H8 L50*4
D12 D8
L1 L5
L5 0*4
D1 0*
4
UNP65
2L
50
*4
1 M 12

FLT6*100
1 M 12
50 *4
D 7L
3D VIEW

255

185
116
* 4
L 50
114.3*4

D9 A A
C5/2 CHS

1 M 12

DETAIL A
C5/1 CHS

FLT6*100 6 M 16
6 M 16
114.3*4

L1
L5
0*4
FACE (3)
D1
1L
50*
4
REV DESCRIPTION DWN CHK DATE
FLT6*100
50
PROJECT: TOWER 21.00m

16
16

50
NO: 500-103
*4 CONTRACTOR: CLIENT:
L50
D7 ETISALAT
Aoi -Acf
D12
FLT6*100
DET A
1650 TITLE:
Tekla structures

PD220*52 x 16 PD220*52 x 16
A - A PANEL 3
FACE (2)
DWG NO: 4 SCALE: 1:20 REV: A3
 H2 L50*4
DET B

D2
L5
0*
4

90
0
90

0
4
5 0*
2L
C4/2 CHS114.3*4

C4/2 CHS114.3*4
900

D2 B - B
L5 6 M 16 6 M 16
0* B 1 M 12 1 M 12 B
4
H2 L50*4

D2

C4/2 CHS114.3*4
C4/2 CHS114.3*4
L5

165
220
* 4 1 M 12 0*
4

116
L 50
D2 1 M 12

C4/1 CHS114.3*4
1 M 12
DETAIL B
4
0*
FACE (1) 2L
5
C4/2 CHS114.3*4

C4/1 CHS114.3*4
1 M 12
PD220*52 x 16 1 M 12
FLT6*90 FLT6*90 PD220*52 x 16

D12
H2 L50*4 D2
L1 L5
L5 0*

165

116
4

220
0*
D5 4
UNP65
L5 1 M 12
0*
4
1 M 12
FLT6*90 DETAIL A
4
0*

4 D2
L 5
3D VIEW
*
L50
D2
C4/1 CHS114.3*4

C4/2 CHS114.3*4

A 1 M 12 A DET A

FLT6*90
L1 6 M 16 6 M 16
L5
0*
D5
4 FACE (3)
L5
0*

90
90
4

0
REV DESCRIPTION DWN CHK DATE
FLT6*90
PROJECT: TOWER 21.00m
NO: 500-103
4 CONTRACTOR: CLIENT:
0*
L5 ETISALAT
D2 Aoi -Acf
900
D12
FLT6*90
A - A
TITLE:
Tekla structures

PD220*52 x 16 PD220*52 x 16 PANEL 4

FACE (2)
DWG NO: 5 SCALE: 1:10 REV: A3
 H3 L50*4
DET B

D3
L5
0*
4

90
0
90

0
0 *4
L5
D3

C3/2 CHS89*4
C3/2 CHS89*4

900

D3 B - B
L5 6 M 16 6 M 16
0* B 1 M 12 1 M 12 B
4
H3 L50*4

C3/2 CHS89*4
C3/2 CHS89*4
D3
L5

190
140
0*

91
4
0* 1 M 12 4

C3/1 CHS89*4
5
D 3L
1 M 12

1 M 12 DETAIL B

4
0*
FACE (1) 3L
5
D

C3/1 CHS89*4
C3/2 CHS89*4

1 M 12
PD190*49.5 x 12 FLT6*90 FLT6*90 PD190*49.5 x 12
1 M 12

D12
H3 L50*4 D3
L1 L5
L5 0*
0* 4
4

165
220

91
UNP65 D6
L5
0* 1 M 12
4
FLT6*90
1 M 12
3D VIEW
*4
L 50 DETAIL A
D3
0 *4
L5 DET A
D3 A 1 M 12 A
C3/2 CHS89*4
C3/1 CHS89*4

FLT6*90
6 M 16 6 M 16
L1
L5
0*
4 FACE (3)
D6
L5

90
90
0*

0
4
REV DESCRIPTION DWN CHK DATE
FLT6*90
PROJECT: TOWER 21.00m
NO: 500-103
*4 CONTRACTOR: CLIENT:
L 50 ETISALAT
D3 Aoi -Acf
900
D12
FLT6*90
A - A
TITLE:
Tekla structures

PD220*64.5 x 16 PD220*64.5 x 16 PANEL 5

FACE (2) DWG NO: 6 SCALE: 1:10 REV: A3
 H3 L50*4
DET B

D3
L5
0*
4

90
0
90

0
4
5 0*
D 3L
C2/2 CHS89*4

C2/2 CHS89*4
900

D3 6 M 16 B - B
L5 6 M 16
0* B 1 M 12 1 M 12 B
4
H3 L50*4

C2/2 CHS89*4
C2/2 CHS89*4
D3
L5

190
140
1 M 12 0*

91
4
5 0* 4
3L

C2/1 CHS89*4
D
1 M 12
1 M 12 DETAIL B

0 *4
FACE (1) L5
D3
C2/2 CHS89*4

C2/1 CHS89*4
1 M 12
PD190*49.5 x 12 FLT6*90 FLT6*90 PD190*49.5 x 12
1 M 12

D12
H3 L50*4 D3
L1 L5
0*
L5 4
0*
UNP65 D6 4

140
190

91
L5 1 M 12
0*
4 1 M 12
FLT6*90
0 *4
DETAIL A
3D VIEW
L5
4 D3
50*
L
D3 A 1 M 12 A
C2/1 CHS89*4

DET A
C2/2 CHS89*4

FLT6*90
6 M 16 6 M 16
L1
L5
0*
4
FACE (3)
D6
L5

90
90
0*

0
4
REV DESCRIPTION DWN CHK DATE
FLT6*90
PROJECT: TOWER 21.00m
NO: 500-103
*4 CONTRACTOR: CLIENT:
L 50 ETISALAT
D3 Aoi -Acf
900
D12
FLT6*90
A - A
TITLE:
Tekla structures

PD190*49.5 x 12 PD190*49.5 x 12 PANEL 6

FACE (2)
DWG NO: 7 SCALE: 1:10 REV: A3
 H3 L50*4
DET B

D3
L5
0*
4

90
0
90

0
0 *4
L5
D3
C 1/2 CHS89*4

C 1/2 CHS89*4
900
D3 A19 D190
L5 6 M 16 6 M 16 B - B
0* B B
4 1 M 12 1 M 12

H3 L50*4

D3

C 1/2 CHS89*4
C 1/2 CHS89*4
L5
*4 1 M 12 0*

190
140
50

91
4
D 3L
1 M 12

C1/3 CHS89*4
1 M 12
DETAIL B
FACE (1) *4
0
L5
D3
C 1/2 CHS89*4

C1/3 CHS89*4
1 M 12
FLT6*90 FLT6*90 D190 x 6
PD190*49.5 x 12 PD190*49.5 x 12 1 M 12

D12
H3 L50*4 D3
L5
0*
D3 4
L5
0* 1 M 12

140
190

91
4
1 M 12

*4
UNP65
FLT6*90

D3
L5
0
DETAIL A 3D VIEW
4
5 0*
D 3L A 1 M 12 A
C 1/2 CHS89*4
C1/3 CHS89*4

DET A

FLT6*90
6 M 16 6 M 16
L1
L5
0*
4
FACE (3)
D6
L5
0*

90
90
4

0
REV DESCRIPTION DWN CHK DATE
FLT6*90 PROJECT: TOWER 21.00m
NO: 500-103
4 CONTRACTOR: CLIENT:
5 0*
L ETISALAT
D3
Aoi -Acf
900
D12
FLT6*90
PD190*49.5 x 12 PD190*49.5 x 12 A - A
TITLE:
Tekla structures

FACE (2) PANEL 7

DWG NO: 8 SCALE: 1:10 REV: A3
 PROJECT: VALIDATION OF TOWER 21.00 m
CALCULATION
NOTE DATE: 21-12-2023 PREPARED BY: ENG:Qassem Elhosiny
Engineering Consultant Group CHECKED BY: Dr:Saied.Ismail APPROVED BY: Dr:Saied.Ismail

Appendix (2)
Structural analysis of the tower
 42.0 m

Antenna
Dish
RRU(636x383x169)
60cm
(2700x590x219)mm 42 - 35.3
41.5
40.5
39.5
38
37.5
37
36.5
35.5 39.3
DESIGNED APPURTENANCE LOADING
TYPE ELEVATION TYPE ELEVATION

1.2
L1

Antenna (2700x590x219)mm 42 - 39.3 RRU(636x383x169) 39.5

Antenna (2700x590x219)mm 42 - 39.3 RRU(636x383x169) 39.5
Antenna (2700x590x219)mm 42 - 39.3 RRU(636x383x169) 39.5
RRU(636x383x169) 41.5 Antenna (2700x590x219)mm 38 - 35.3
RRU(636x383x169) 41.5 RRU(636x383x169) 37.5
39.0 m
RRU(636x383x169) 41.5 Dish 60cm 37
RRU(636x383x169) 40.5 Dish 60cm 37
RRU(636x383x169) 40.5 RRU(636x383x169) 36.5
RRU(636x383x169) 40.5 RRU(636x383x169) 35.5
PIPE 89X4

1.2

MATERIAL STRENGTH
L2

GRADE Fy Fu GRADE Fy Fu
S235 235 MPa 340 MPa
16 @ 0.75

36.0 m TOWER DESIGN NOTES

0.9

1. Tower designed for Exposure C to the TIA-222-G Standard.

2. Tower designed for a 140 kph basic wind in accordance with the TIA-222-G Standard.
3. Deflections are based upon a 110 kph wind.
4. Weld together tower sections have flange connections.
5. Connections use galvanized A325 bolts, nuts and locking devices. Installation per
1.2
L3

TIA/EIA-222 and AISC Specifications.

6. Tower members are "hot dipped" galvanized in accordance with ASTM A123 and
ASTM A153 Standards.
7. Welds are fabricated with ER-70S-6 electrodes.
8. TOWER RATING: 92.8%
33.0 m
SMI L50X4

L 50x4mm
S235

S235

1.5
L4

30.0 m
PIPE114.3x4

4 @ 0.75
0.9

1.6
T1

27.0 m
1.9
T2

MAX. CORNER REACTIONS AT BASE:

4 @ 1.5
1.65

24.0 m
DOWN: 333 kN
UPLIFT: -304 kN
SHEAR: 20 kN
PIPE114X5

AXIAL
2.1
T3

27 kN
MOMENT
463 kN-m
SHEAR
35 kN
21.0 m
10.8

TORQUE 3 kN-m
REACTIONS - 140 kph WIND
Diagonal Grade

# Panels @ (m)
Face Width (m)

Weight (kN)
Leg Grade

Diagonals

Top Girts
Section

Legs

Job:
SMI CONSULT VALIDATION
Project: TOWER 21.00m
40 EL ZAHRAA ST,EL DOKKI
Client:
GIZA AIRCRAFT FACTORY Drawn by: Eng.Mariham Ayed App'd:
Code: Date: Scale:
Consulting Engineer Phone: 02-33351527 TIA-222-G 12/21/23 NTS
Path: Dwg No.
FAX: 02-33351527 W:\DATA\SMI VALIDATION\Aircraft Factory VALIDATIONS\TOWER 21.00m\RISA\TOWER 21.00m.eri E-1
 TIA-222-G - Service - 110 kph Maximum Values

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

0 50 100 0 0.5 0 0.05 0.1 0.15
42.0000 42.0000

39.0000 39.0000

36.0000 36.0000

33.0000 33.0000
Elevation (m)

30.0000 30.0000

27.0000 27.0000

24.0000 24.0000

21.0000 21.0000

0 50 100 0 0.5 0 0.05 0.1 0.15

Job:
SMI CONSULT VALIDATION
Project: TOWER 21.00m
40 EL ZAHRAA ST,EL DOKKI
Client:
GIZA AIRCRAFT FACTORY Drawn by: Eng.Mariham Ayed App'd:
Code: Date: Scale:
Consulting Engineer Phone: 02-33351527 TIA-222-G 12/21/23 NTS
Path: Dwg No.
FAX: 02-33351527 W:\DATA\SMI VALIDATION\Aircraft Factory VALIDATIONS\TOWER 21.00m\RISA\TOWER 21.00m.eri E-5
 Job Page
RISATower VALIDATION 1 of 24
Project Date
SMI CONSULT
40 EL ZAHRAA ST,EL DOKKI TOWER 21.00m 00:31:34 12/21/23
GIZA Client Designed by
Phone: 02-33351527 AIRCRAFT FACTORY
FAX: 02-33351527 Eng.Mariham Ayed

Tower Input Data

The main tower is a 3x free standing tower with an overall height of 42.0000 m above the ground line.
The base of the tower is set at an elevation of 21.0000 m above the ground line.
The face width of the tower is 0.9000 m at the top and 1.6500 m at the base.
There is a 3 sided latticed pole with a face width of 0.9000 m.
This tower is designed using the TIA-222-G standard.
The following design criteria apply:
Basic wind speed of 140 kph.
Structure Class II.
Exposure Category C.
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 latticed pole member design is 1.
Stress ratio used in tower member design is 1.
Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered.

Options
Consider Moments - Legs √ Distribute Leg Loads As Uniform √ Treat Feedline Bundles As Cylinder
Consider Moments - Horizontals √ Assume Legs Pinned √ Use ASCE 10 X-Brace Ly Rules
Consider Moments - Diagonals √ Assume Rigid Index Plate Calculate Redundant Bracing Forces
Use Moment Magnification √ Use Clear Spans For Wind Area Ignore Redundant Members in FEA
√ Use Code Stress Ratios √ Use Clear Spans For KL/r √ SR Leg Bolts Resist Compression
√ Use Code Safety Factors - Guys √ Retension Guys To Initial Tension √ All Leg Panels Have Same Allowable
Escalate Ice √ Bypass Mast Stability Checks Offset Girt At Foundation
Always Use Max Kz √ Use Azimuth Dish Coefficients Consider Feedline Torque
Use Special Wind Profile √ Project Wind Area of Appurt. √ Include Angle Block Shear Check
√ Include Bolts In Member Capacity √ Autocalc Torque Arm Areas Poles
√ Leg Bolts Are At Top Of Section √ SR Members Have Cut Ends Include Shear-Torsion Interaction
Secondary Horizontal Braces Leg √ Sort Capacity Reports By Component Always Use Sub-Critical Flow
Use Diamond Inner Bracing (4 Sided) √ Triangulate Diamond Inner Bracing Use Top Mounted Sockets
Add IBC .6D+W Combination
 Job Page
RISATower VALIDATION 2 of 24
Project Date
SMI CONSULT
40 EL ZAHRAA ST,EL DOKKI TOWER 21.00m 00:31:34 12/21/23
GIZA Client Designed by
Phone: 02-33351527 AIRCRAFT FACTORY
FAX: 02-33351527 Eng.Mariham Ayed

Wind 180

Leg A

Wind 90

Fa
eA

c
eB
c
Fa
X
Leg C Z Leg B

Fac e C

Wind Norma l

Triangular To wer

3 Sided Latticed Pole Section Geometry

Tower Tower Assembly Description Section Number Section
Section Elevation Database Width of Length
Sections
m m m
L1 42.0000-39.0000 0.9000 1 3.0000
L2 39.0000-36.0000 0.9000 1 3.0000
L3 36.0000-33.0000 0.9000 1 3.0000
L4 33.0000-30.0000 0.9000 1 3.0000

3 Sided Latticed Pole Section Geometry (cont’d)

Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt
Section Elevation Spacing Type K Brace Horizontals Offset Offset
End
m m Panels mm mm
L1 42.0000-39.0000 0.7500 K Brace Left No No 0 0
L2 39.0000-36.0000 0.7500 K Brace Left No No 0 0
L3 36.0000-33.0000 0.7500 K Brace Left No No 0 0
L4 33.0000-30.0000 0.7500 K Brace Left No No 0 0

3 Sided Latticed Pole Section Geometry (cont’d)

 Job Page
RISATower VALIDATION 3 of 24
Project Date
SMI CONSULT
40 EL ZAHRAA ST,EL DOKKI TOWER 21.00m 00:31:34 12/21/23
GIZA Client Designed by
Phone: 02-33351527 AIRCRAFT FACTORY
FAX: 02-33351527 Eng.Mariham Ayed

Tower Leg Leg Leg Diagonal Diagonal Diagonal

Elevation Type Size Grade Type Size Grade
m
L1 Pipe PIPE 89X4 S235 Equal Angle SMI L50X4 S235
42.0000-39.0000 (235 MPa) (235 MPa)
L2 Pipe PIPE 89X4 S235 Equal Angle SMI L50X4 S235
39.0000-36.0000 (235 MPa) (235 MPa)
L3 Pipe PIPE 89X4 S235 Equal Angle SMI L50X4 S235
36.0000-33.0000 (235 MPa) (235 MPa)
L4 Pipe PIPE114.3x4 S235 Equal Angle SMI L50X4 S235
33.0000-30.0000 (235 MPa) (235 MPa)

3 Sided Latticed Pole Section Geometry (cont’d)

Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt
Elevation Type Size Grade Type Size Grade
m
L1 Equal Angle L 50x4mm S235 Solid Round A7-30
42.0000-39.0000 (235 MPa) (207 MPa)
L2 Equal Angle L 50x4mm S235 Solid Round A7-30
39.0000-36.0000 (235 MPa) (207 MPa)
L3 Equal Angle L 50x4mm S235 Solid Round A7-30
36.0000-33.0000 (235 MPa) (207 MPa)
L4 Equal Angle L 50x4mm S235 Solid Round A7-30
33.0000-30.0000 (235 MPa) (207 MPa)

3 Sided Latticed Pole Section Geometry (cont’d)

Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle
Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt
(per face) Ar Spacing Spacing
Diagonals Horizontals
m m2 mm mm mm
L1 0.0000 0 ST.37 1 1 1 914 914
42.0000-39.00 (240 MPa)
00
L2 0.0000 0 ST.37 1 1 1 914 914
39.0000-36.00 (240 MPa)
00
L3 0.0000 0 ST.37 1 1 1 914 914
36.0000-33.00 (240 MPa)
00
L4 0.0000 0 ST.37 1 1 1 914 914
33.0000-30.00 (240 MPa)
00

3 Sided Latticed Pole Section Geometry (cont’d)

K Factors1
 Job Page
RISATower VALIDATION 4 of 24
Project Date
SMI CONSULT
40 EL ZAHRAA ST,EL DOKKI TOWER 21.00m 00:31:34 12/21/23
GIZA Client Designed by
Phone: 02-33351527 AIRCRAFT FACTORY
FAX: 02-33351527 Eng.Mariham Ayed

Tower Calc Calc Legs X K Single Girts Horiz. Sec. Inner

Elevation K K Brace Brace Diags Horiz. Brace
Single Solid Diags Diags
Angles Rounds X X X X X X X
m Y Y Y Y Y Y Y
L1 Yes Yes 1 1 1 1 1 1 1 1
42.0000-39.00 1 1 1 1 1 1 1
00
L2 Yes Yes 1 1 1 1 1 1 1 1
39.0000-36.00 1 1 1 1 1 1 1
00
L3 Yes Yes 1 1 1 1 1 1 1 1
36.0000-33.00 1 1 1 1 1 1 1
00
L4 Yes Yes 1 1 1 1 1 1 1 1
33.0000-30.00 1 1 1 1 1 1 1
00
1
Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to
the overall length.

3 Sided Latticed Pole Section Geometry (cont’d)

Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Elevation
m
Net Width U Net Width U Net Width U Net U Net U Net U Net U
Deduct Deduct Deduct Width Width Width Width
mm mm mm Deduct Deduct Deduct Deduct
mm mm mm mm
L1 0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
42.0000-39.00
00
L2 0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
39.0000-36.00
00
L3 0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
36.0000-33.00
00
L4 0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
33.0000-30.00
00

3 Sided Latticed Pole Section Geometry (cont’d)

Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Elevation Connection
m Type
Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No.
mm mm mm mm mm mm mm
L1 Flange 16 6 12 1 12 1 0 0 16 0 0 0 16 0
42.0000-39.00 A325N A325N A325N A325N A325N A325N A325N
00
L2 Flange 16 6 12 1 12 1 0 0 16 0 0 0 16 0
39.0000-36.00 A325N A325N A325N A325N A325N A325N A325N
00
 Job Page
RISATower VALIDATION 5 of 24
Project Date
SMI CONSULT
40 EL ZAHRAA ST,EL DOKKI TOWER 21.00m 00:31:34 12/21/23
GIZA Client Designed by
Phone: 02-33351527 AIRCRAFT FACTORY
FAX: 02-33351527 Eng.Mariham Ayed

Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Elevation Connection
m Type
Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No.
mm mm mm mm mm mm mm
L3 Flange 16 6 12 1 12 1 0 0 16 0 0 0 16 0
36.0000-33.00 A325N A325N A325N A325N A325N A325N A325N
00
L4 Flange 16 6 12 1 12 1 0 0 16 0 0 0 16 0
33.0000-30.00 A325N A325N A325N A325N A325N A325N A325N
00

Tower Section Geometry

Tower Tower Assembly Description Section Number Section
Section Elevation Database Width of Length
Sections
m m m
T1 30.0000-27.0000 0.9000 1 3.0000
T2 27.0000-24.0000 1.6500 1 3.0000
T3 24.0000-21.0000 1.6500 1 3.0000

Tower Section Geometry (cont’d)

Tower Tower Diagonal Bracing Has Has Top Girt Bottom Girt
Section Elevation Spacing Type K Brace Horizontals Offset Offset
End
m m Panels mm mm
T1 30.0000-27.0000 0.7500 K Brace Left No No 0 0
T2 27.0000-24.0000 1.5000 X Brace No No 0 0
T3 24.0000-21.0000 1.5000 X Brace No No 0 0

Tower Section Geometry (cont’d)

Tower Leg Leg Leg Diagonal Diagonal Diagonal
Elevation Type Size Grade Type Size Grade
m
T1 Pipe PIPE114.3x4 S235 Equal Angle SMI L50X4 S235
30.0000-27.0000 (235 MPa) (235 MPa)
T2 Pipe PIPE114.3x4 S235 Equal Angle SMI L50X4 S235
27.0000-24.0000 (235 MPa) (235 MPa)
T3 Pipe PIPE114X5 S235 Equal Angle SMI L50X4 S235
24.0000-21.0000 (235 MPa) (235 MPa)

Tower Section Geometry (cont’d)

 Job Page
RISATower VALIDATION 6 of 24
Project Date
SMI CONSULT
40 EL ZAHRAA ST,EL DOKKI TOWER 21.00m 00:31:34 12/21/23
GIZA Client Designed by
Phone: 02-33351527 AIRCRAFT FACTORY
FAX: 02-33351527 Eng.Mariham Ayed

Tower Top Girt Top Girt Top Girt Bottom Girt Bottom Girt Bottom Girt
Elevation Type Size Grade Type Size Grade
m
T1 Equal Angle L 50x4mm S235 Solid Round A36
30.0000-27.0000 (235 MPa) (248 MPa)
T2 Equal Angle L 50x4mm S235 Solid Round A36
27.0000-24.0000 (235 MPa) (248 MPa)
T3 Equal Angle L 50x4mm S235 Solid Round A36
24.0000-21.0000 (235 MPa) (248 MPa)

Tower Section Geometry (cont’d)

Tower Gusset Gusset Gusset Grade Adjust. Factor Adjust. Weight Mult. Double Angle Double Angle
Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt
(per face) Ar Spacing Spacing
Diagonals Horizontals
m m2 mm mm mm
T1 0.0000 0 ST.37 1 1 1 914 914
30.0000-27.00 (240 MPa)
00
T2 0.0000 0 ST.37 1 1 1 914 914
27.0000-24.00 (240 MPa)
00
T3 0.0000 0 ST.37 1 1 1 914 914
24.0000-21.00 (240 MPa)
00

Tower Section Geometry (cont’d)

K Factors1
Tower Calc Calc Legs X K Single Girts Horiz. Sec. Inner
Elevation K K Brace Brace Diags Horiz. Brace
Single Solid Diags Diags
Angles Rounds X X X X X X X
m Y Y Y Y Y Y Y
T1 Yes Yes 1 1 1 1 1 1 1 1
30.0000-27.00 1 1 1 1 1 1 1
00
T2 Yes Yes 1 1 1 1 1 1 1 1
27.0000-24.00 1 1 1 1 1 1 1
00
T3 Yes Yes 1 1 1 1 1 1 1 1
24.0000-21.00 1 1 1 1 1 1 1
00
1
Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to
the overall length.

Tower Section Geometry (cont’d)

 Job Page
RISATower VALIDATION 7 of 24
Project Date
SMI CONSULT
40 EL ZAHRAA ST,EL DOKKI TOWER 21.00m 00:31:34 12/21/23
GIZA Client Designed by
Phone: 02-33351527 AIRCRAFT FACTORY
FAX: 02-33351527 Eng.Mariham Ayed

Tower Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Elevation
m
Net Width U Net Width U Net Width U Net U Net U Net U Net U
Deduct Deduct Deduct Width Width Width Width
mm mm mm Deduct Deduct Deduct Deduct
mm mm mm mm
T1 0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
30.0000-27.00
00
T2 0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
27.0000-24.00
00
T3 0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
24.0000-21.00
00

Tower Section Geometry (cont’d)

Tower Leg Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Elevation Connection
m Type
Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No. Bolt Size No.
mm mm mm mm mm mm mm
T1 Flange 16 6 12 1 12 1 0 0 16 0 0 0 16 0
30.0000-27.00 A325N A325N A325N A325X A325N A325X A325N
00
T2 Flange 16 6 12 1 12 1 0 0 16 0 0 0 16 0
27.0000-24.00 A325N A325N A325N A325X A325N A325X A325N
00
T3 Flange 20 6 12 1 12 1 0 0 16 0 0 0 16 0
24.0000-21.00 A325N A325N A325N A325X A325N A325X A325N
00

Feed Line/Linear Appurtenances - Entered As Round Or Flat

Description Face Allow Component Placement Total Number Clear Width or Perimeter Weight
or Shield Type Number Per Row Spacing Diameter
Leg m mm mm mm kNlm
LDF5-50A (7/8 FOAM) A No Ar (CaAa) 40.0000 - 21.5000 6 6 28 28 0.00
LDF5-50A (7/8 FOAM) A No Ar (CaAa) 38.0000 - 21.5000 6 6 28 28 0.00

Feed Line/Linear Appurtenances Section Areas

Tower Tower Face AR AF CAAA CAAA Weight
Section Elevation In Face Out Face
m m2 m2 m2 m2 kN
L1 42.0000-39.0000 A 0.000 0.000 0.199 0.000 0.03
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.00
L2 39.0000-36.0000 A 0.000 0.000 0.997 0.000 0.14
B 0.000 0.000 0.000 0.000 0.00
 Job Page
RISATower VALIDATION 8 of 24
Project Date
SMI CONSULT
40 EL ZAHRAA ST,EL DOKKI TOWER 21.00m 00:31:34 12/21/23
GIZA Client Designed by
Phone: 02-33351527 AIRCRAFT FACTORY
FAX: 02-33351527 Eng.Mariham Ayed

Tower Tower Face AR AF CAAA CAAA Weight

Section Elevation In Face Out Face
m m2 m2 m2 m2 kN
C 0.000 0.000 0.000 0.000 0.00
L3 36.0000-33.0000 A 0.000 0.000 1.196 0.000 0.17
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.00
L4 33.0000-30.0000 A 0.000 0.000 1.196 0.000 0.17
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.00
T1 30.0000-27.0000 A 0.000 0.000 1.196 0.000 0.17
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.00
T2 27.0000-24.0000 A 0.000 0.000 1.196 0.000 0.17
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.00
T3 24.0000-21.0000 A 0.000 0.000 0.997 0.000 0.14
B 0.000 0.000 0.000 0.000 0.00
C 0.000 0.000 0.000 0.000 0.00

Shielding Factor Ka
Tower Feed Line Description Feed Line Ka Ka
Section Record No. Segment Elev. No Ice Ice
L1 1 LDF5-50A (7/8 FOAM) 127.95 - 62.34 0.6000 0.6000
L2 1 LDF5-50A (7/8 FOAM) 118.11 - 62.34 0.6000 0.6000
L2 2 LDF5-50A (7/8 FOAM) 118.11 - 55.77 0.6000 0.6000
L3 1 LDF5-50A (7/8 FOAM) 108.27 - 62.34 0.6000 0.6000
L3 2 LDF5-50A (7/8 FOAM) 108.27 - 55.77 0.6000 0.6000
L4 1 LDF5-50A (7/8 FOAM) 98.43 - 62.34 0.6000 0.6000
L4 2 LDF5-50A (7/8 FOAM) 98.43 - 55.77 0.6000 0.6000
T1 1 LDF5-50A (7/8 FOAM) 88.58 - 62.34 0.6000 0.6000
T1 2 LDF5-50A (7/8 FOAM) 88.58 - 55.77 0.6000 0.6000
T2 1 LDF5-50A (7/8 FOAM) 78.74 - 62.34 0.6000 0.6000
T2 2 LDF5-50A (7/8 FOAM) 78.74 - 55.77 0.6000 0.6000
T3 1 LDF5-50A (7/8 FOAM) 68.90 - 62.34 0.6000 0.6000
T3 2 LDF5-50A (7/8 FOAM) 68.90 - 55.77 0.6000 0.6000

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
Antenna (2700x590x219)mm A From Leg 0.5000 0.0000 42.0000 - No Ice 2.2668 1.2986 1.07
0.5000 39.3000
0.0000
Antenna (2700x590x219)mm B From Leg 0.5000 0.0000 42.0000 - No Ice 2.2668 1.2986 1.07
0.5000 39.3000
0.0000
 Job Page
RISATower VALIDATION 9 of 24
Project Date
SMI CONSULT
40 EL ZAHRAA ST,EL DOKKI TOWER 21.00m 00:31:34 12/21/23
GIZA Client Designed by
Phone: 02-33351527 AIRCRAFT FACTORY
FAX: 02-33351527 Eng.Mariham Ayed

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
Antenna (2700x590x219)mm C From Leg 0.5000 0.0000 42.0000 - No Ice 2.2668 1.2986 1.07
0.5000 39.3000
0.0000
RRU(636x383x169) A From Leg 0.5000 0.0000 41.5000 No Ice 0.4264 0.2987 0.43
0.5000
0.0000
RRU(636x383x169) B From Leg 0.5000 0.0000 41.5000 No Ice 0.4264 0.2987 0.43
0.5000
0.0000
RRU(636x383x169) C From Leg 0.5000 0.0000 41.5000 No Ice 0.4264 0.2987 0.43
0.5000
0.0000
RRU(636x383x169) A From Leg 0.5000 0.0000 40.5000 No Ice 0.4264 0.2987 0.43
0.5000
0.0000
RRU(636x383x169) B From Leg 0.5000 0.0000 40.5000 No Ice 0.4264 0.2987 0.43
0.5000
0.0000
RRU(636x383x169) C From Leg 0.5000 0.0000 40.5000 No Ice 0.4264 0.2987 0.43
0.5000
0.0000
RRU(636x383x169) A From Leg 0.5000 0.0000 39.5000 No Ice 0.4264 0.2987 0.43
0.5000
0.0000
RRU(636x383x169) B From Leg 0.5000 0.0000 39.5000 No Ice 0.4264 0.2987 0.43
0.5000
0.0000
RRU(636x383x169) C From Leg 0.5000 0.0000 39.5000 No Ice 0.4264 0.2987 0.43
0.5000
0.0000
Antenna (2700x590x219)mm C From Leg 0.5000 0.0000 38.0000 - No Ice 2.2668 1.2986 1.07
0.5000 35.3000
0.0000
RRU(636x383x169) C From Leg 0.5000 0.0000 37.5000 No Ice 0.4264 0.2987 0.43
0.5000
0.0000
RRU(636x383x169) C From Leg 0.5000 0.0000 36.5000 No Ice 0.4264 0.2987 0.43
0.5000
0.0000
RRU(636x383x169) C From Leg 0.5000 0.0000 35.5000 No Ice 0.4264 0.2987 0.43
0.5000
0.0000

Dishes
Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight
or Type Type Horz Adjustment Beam Diameter Area
Leg Lateral Width
Vert
m ° ° m m m2 kN
Dish 60cm A Paraboloid From 0.5000 0.0000 37.0000 0.6000 No Ice 0.2827 0.60
 Job Page
RISATower VALIDATION 10 of 24
Project Date
SMI CONSULT
40 EL ZAHRAA ST,EL DOKKI TOWER 21.00m 00:31:34 12/21/23
GIZA Client Designed by
Phone: 02-33351527 AIRCRAFT FACTORY
FAX: 02-33351527 Eng.Mariham Ayed

Description Face Dish Offset Offsets: Azimuth 3 dB Elevation Outside Aperture Weight
or Type Type Horz Adjustment Beam Diameter Area
Leg Lateral Width
Vert
m ° ° m m m2 kN
w/Shroud (HP) Leg 0.5000
0.0000
Dish 60cm B Paraboloid From 0.5000 0.0000 37.0000 0.6000 No Ice 0.2827 0.60
w/Shroud (HP) Leg 0.5000
0.0000

Load Combinations
Comb. Description
No.
1 Dead Only
2 1.2 Dead+1.6 Wind 0 deg - No Ice
3 1.2D+1.6W (pattern 1) 0 deg - No Ice
4 1.2D+1.6W (pattern 2) 0 deg - No Ice
5 0.9 Dead+1.6 Wind 0 deg - No Ice
6 1.2 Dead+1.6 Wind 30 deg - No Ice
7 1.2D+1.6W (pattern 1) 30 deg - No Ice
8 1.2D+1.6W (pattern 2) 30 deg - No Ice
9 0.9 Dead+1.6 Wind 30 deg - No Ice
10 1.2 Dead+1.6 Wind 60 deg - No Ice
11 1.2D+1.6W (pattern 1) 60 deg - No Ice
12 1.2D+1.6W (pattern 2) 60 deg - No Ice
13 0.9 Dead+1.6 Wind 60 deg - No Ice
14 1.2 Dead+1.6 Wind 90 deg - No Ice
15 1.2D+1.6W (pattern 1) 90 deg - No Ice
16 1.2D+1.6W (pattern 2) 90 deg - No Ice
17 0.9 Dead+1.6 Wind 90 deg - No Ice
18 1.2 Dead+1.6 Wind 120 deg - No Ice
19 1.2D+1.6W (pattern 1) 120 deg - No Ice
20 1.2D+1.6W (pattern 2) 120 deg - No Ice
21 0.9 Dead+1.6 Wind 120 deg - No Ice
22 1.2 Dead+1.6 Wind 150 deg - No Ice
23 1.2D+1.6W (pattern 1) 150 deg - No Ice
24 1.2D+1.6W (pattern 2) 150 deg - No Ice
25 0.9 Dead+1.6 Wind 150 deg - No Ice
26 1.2 Dead+1.6 Wind 180 deg - No Ice
27 1.2D+1.6W (pattern 1) 180 deg - No Ice
28 1.2D+1.6W (pattern 2) 180 deg - No Ice
29 0.9 Dead+1.6 Wind 180 deg - No Ice
30 1.2 Dead+1.6 Wind 210 deg - No Ice
31 1.2D+1.6W (pattern 1) 210 deg - No Ice
32 1.2D+1.6W (pattern 2) 210 deg - No Ice
33 0.9 Dead+1.6 Wind 210 deg - No Ice
34 1.2 Dead+1.6 Wind 240 deg - No Ice
35 1.2D+1.6W (pattern 1) 240 deg - No Ice
36 1.2D+1.6W (pattern 2) 240 deg - No Ice
37 0.9 Dead+1.6 Wind 240 deg - No Ice
38 1.2 Dead+1.6 Wind 270 deg - No Ice
39 1.2D+1.6W (pattern 1) 270 deg - No Ice
40 1.2D+1.6W (pattern 2) 270 deg - No Ice
41 0.9 Dead+1.6 Wind 270 deg - No Ice
42 1.2 Dead+1.6 Wind 300 deg - No Ice
43 1.2D+1.6W (pattern 1) 300 deg - No Ice
44 1.2D+1.6W (pattern 2) 300 deg - No Ice
45 0.9 Dead+1.6 Wind 300 deg - No Ice
46 1.2 Dead+1.6 Wind 330 deg - No Ice
 Job Page
RISATower VALIDATION 11 of 24
Project Date
SMI CONSULT
40 EL ZAHRAA ST,EL DOKKI TOWER 21.00m 00:31:34 12/21/23
GIZA Client Designed by
Phone: 02-33351527 AIRCRAFT FACTORY
FAX: 02-33351527 Eng.Mariham Ayed

Comb. Description
No.
47 1.2D+1.6W (pattern 1) 330 deg - No Ice
48 1.2D+1.6W (pattern 2) 330 deg - No Ice
49 0.9 Dead+1.6 Wind 330 deg - No Ice
50 Dead+Wind 0 deg - Service
51 Dead+Wind 30 deg - Service
52 Dead+Wind 60 deg - Service
53 Dead+Wind 90 deg - Service
54 Dead+Wind 120 deg - Service
55 Dead+Wind 150 deg - Service
56 Dead+Wind 180 deg - Service
57 Dead+Wind 210 deg - Service
58 Dead+Wind 240 deg - Service
59 Dead+Wind 270 deg - Service
60 Dead+Wind 300 deg - Service
61 Dead+Wind 330 deg - Service

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 42 - 39 Latticed Pole Leg Max Tension 45 15.35 0 0
Max. Compression 34 -20.72 0 0
Max. Mx 18 4.70 0 0
Max. My 38 0.53 0 0
Max. Vy 42 1.39 0 0
Max. Vx 2 1.23 0 0
Latticed Pole Max Tension 30 8.73 0 0
Diagonal
Max. Compression 6 -8.80 0 0
Max. Mx 38 6.54 0 0
Max. My 2 0.86 0 0
Max. Vy 38 0.02 0 0
Max. Vx 2 0.00 0 0
Latticed Pole Top Max Tension 26 0.32 0 0
Girt
Max. Compression 2 -0.33 0 0
Max. Mx 19 0.14 0 0
Max. My 30 0.24 0 0
Max. Vy 19 0.02 0 0
Max. Vx 30 0.00 0 0
L2 39 - 36 Latticed Pole Leg Max Tension 45 63.76 0 0
Max. Compression 34 -75.03 0 0
Max. Mx 42 -35.46 0 0
Max. My 6 -58.53 0 0
Max. Vy 46 1.04 0 0
Max. Vx 2 -1.07 0 0
Latticed Pole Max Tension 30 16.19 0 0
Diagonal
Max. Compression 6 -16.23 0 0
Max. Mx 38 9.84 0 0
Max. My 2 0.27 0 0
Max. Vy 38 0.02 0 0
Max. Vx 2 0.00 0 0
Latticed Pole Top Max Tension 8 0.30 0 0
Girt
Max. Compression 33 -0.21 0 0
Max. Mx 19 -0.05 0 0
Max. My 30 -0.12 0 0
 Job Page
RISATower VALIDATION 12 of 24
Project Date
SMI CONSULT
40 EL ZAHRAA ST,EL DOKKI TOWER 21.00m 00:31:34 12/21/23
GIZA Client Designed by
Phone: 02-33351527 AIRCRAFT FACTORY
FAX: 02-33351527 Eng.Mariham Ayed

Section Elevation Component Condition Gov. Axial Major Axis Minor Axis
No. m Type Load Moment Moment
Comb. kN kN-m kN-m
Max. Vy 19 0.02 0 0
Max. Vx 30 0.00 0 0
L3 36 - 33 Latticed Pole Leg Max Tension 13 135.44 0 0
Max. Compression 34 -153.42 0 0
Max. Mx 20 -142.61 0 0
Max. My 33 109.13 0 0
Max. Vy 46 0.69 0 0
Max. Vx 4 -0.77 0 0
Latticed Pole Max Tension 30 22.44 0 0
Diagonal
Max. Compression 6 -22.63 0 0
Max. Mx 38 15.07 0 0
Max. My 2 4.98 0 0
Max. Vy 38 0.02 0 0
Max. Vx 2 0.00 0 0
Latticed Pole Top Max Tension 30 0.85 0 0
Girt
Max. Compression 9 -0.72 0 0
Max. Mx 19 0.11 0 0
Max. My 30 0.85 0 0
Max. Vy 19 0.02 0 0
Max. Vx 30 0.00 0 0
L4 33 - 30 Latticed Pole Leg Max Tension 13 217.56 0 0
Max. Compression 34 -239.07 2 -2
Max. Mx 18 -223.94 -2 -1
Max. My 2 -221.57 1 2
Max. Vy 18 2.85 -2 -1
Max. Vx 34 2.57 2 -2
Latticed Pole Max Tension 6 24.22 0 0
Diagonal
Max. Compression 30 -24.83 0 0
Max. Mx 38 16.91 0 0
Max. My 2 5.68 0 0
Max. Vy 38 0.02 0 0
Max. Vx 2 0.00 0 0
Latticed Pole Top Max Tension 12 1.10 0 0
Girt
Max. Compression 36 -1.01 0 0
Max. Mx 19 -0.46 0 0
Max. My 2 0.68 0 0
Max. Vy 19 0.02 0 0
Max. Vx 2 0.00 0 0
T1 30 - 27 Leg Max Tension 13 216.81 -2 1
Max. Compression 34 -238.74 0 0
Max. Mx 34 -238.61 2 -1
Max. My 26 -123.61 1 -1
Max. Vy 34 2.88 2 -1
Max. Vx 36 -1.42 0 0
Diagonal Max Tension 48 20.83 0 0
Max. Compression 24 -20.58 0 0
Max. Mx 30 -7.26 0 0
Max. My 34 1.15 0 0
Max. Vy 30 0.03 0 0
Max. Vx 34 -0.00 0 0
Top Girt Max Tension 13 13.08 0 0
Max. Compression 34 -15.20 0 0
Max. Mx 36 6.45 0 0
Max. My 2 -14.77 0 0
Max. Vy 36 0.02 0 0
Max. Vx 2 -0.00 0 0
T2 27 - 24 Leg Max Tension 13 220.51 0 0
 Job Page
RISATower VALIDATION 13 of 24
Project Date
SMI CONSULT
40 EL ZAHRAA ST,EL DOKKI TOWER 21.00m 00:31:34 12/21/23
GIZA Client Designed by
Phone: 02-33351527 AIRCRAFT FACTORY
FAX: 02-33351527 Eng.Mariham Ayed

Section Elevation Component Condition Gov. Axial Major Axis Minor Axis
No. m Type Load Moment Moment
Comb. kN kN-m kN-m
Max. Compression 34 -243.14 1 0
Max. Mx 34 -243.14 1 0
Max. My 2 -231.56 0 1
Max. Vy 34 -0.75 1 0
Max. Vx 2 -0.84 0 1
Diagonal Max Tension 6 14.50 0 0
Max. Compression 30 -15.10 0 0
Max. Mx 34 10.27 0 0
Max. My 30 -13.73 0 0
Max. Vy 34 -0.06 0 0
Max. Vx 30 0.01 0 0
Top Girt Max Tension 8 8.79 0 0
Max. Compression 33 -7.84 0 0
Max. Mx 19 -3.61 0 0
Max. My 2 7.69 0 0
Max. Vy 19 0.03 0 0
Max. Vx 2 -0.00 0 0
T3 24 - 21 Leg Max Tension 13 284.79 0 0
Max. Compression 34 -311.74 0 0
Max. Mx 38 -3.56 1 0
Max. My 6 -13.91 -1 1
Max. Vy 38 -1.22 1 0
Max. Vx 6 -1.07 -1 1
Diagonal Max Tension 6 16.73 0 0
Max. Compression 30 -17.41 0 0
Max. Mx 34 13.53 0 0
Max. My 30 -15.26 0 0
Max. Vy 34 -0.06 0 0
Max. Vx 30 -0.01 0 0
Top Girt Max Tension 10 2.27 0 0
Max. Compression 37 -2.51 0 0
Max. Mx 11 1.49 0 0
Max. Vy 11 0.03 0 0

Maximum Reactions
Location Condition Gov. Vertical Horizontal, X Horizontal, Z
Load kN kN kN
Comb.
Leg C Max. Vert 34 333.03 16.88 -10.46
Max. Hx 34 333.03 16.88 -10.46
Max. Hz 9 -264.19 -13.01 10.66
Min. Vert 13 -304.15 -16.08 10.06
Min. Hx 13 -304.15 -16.08 10.06
Min. Hz 30 283.30 13.03 -10.69
Leg B Max. Vert 18 317.17 -16.81 -9.21
Max. Hx 45 -294.79 16.14 8.77
Max. Hz 45 -294.79 16.14 8.77
Min. Vert 45 -294.79 16.14 8.77
Min. Hx 18 317.17 -16.81 -9.21
Min. Hz 18 317.17 -16.81 -9.21
Leg A Max. Vert 2 318.47 -1.16 19.18
Max. Hx 37 -154.39 3.86 -9.94
Max. Hz 2 318.47 -1.16 19.18
Min. Vert 29 -293.83 1.12 -18.36
Min. Hx 14 15.94 -3.78 0.36
Min. Hz 29 -293.83 1.12 -18.36
 Job Page
RISATower VALIDATION 14 of 24
Project Date
SMI CONSULT
40 EL ZAHRAA ST,EL DOKKI TOWER 21.00m 00:31:34 12/21/23
GIZA Client Designed by
Phone: 02-33351527 AIRCRAFT FACTORY
FAX: 02-33351527 Eng.Mariham Ayed

Location Condition Gov. Vertical Horizontal, X Horizontal, Z

Load kN kN kN
Comb.

Tower Mast Reaction Summary

Load Vertical Shearx Shearz Overturning Overturning Torque
Combination Moment, Mx Moment, Mz
kN kN kN kN-m kN-m kN-m
Dead Only 22.41 0.00 -0.00 0 2 0
1.2 Dead+1.6 Wind 0 deg - No 26.89 0.48 -34.20 -442 -5 -3
Ice
1.2D+1.6W (pattern 1) 0 deg - 26.89 0.29 -26.00 -297 -2 -2
No Ice
1.2D+1.6W (pattern 2) 0 deg - 26.89 0.48 -28.72 -411 -5 -3
No Ice
0.9 Dead+1.6 Wind 0 deg - No 20.17 0.48 -34.20 -442 -6 -3
Ice
1.2 Dead+1.6 Wind 30 deg - No 26.89 17.46 -28.96 -379 -228 -3
Ice
1.2D+1.6W (pattern 1) 30 deg - 26.89 13.07 -21.86 -253 -151 -2
No Ice
1.2D+1.6W (pattern 2) 30 deg - 26.89 14.87 -24.47 -353 -213 -3
No Ice
0.9 Dead+1.6 Wind 30 deg - No 20.17 17.46 -28.96 -379 -228 -3
Ice
1.2 Dead+1.6 Wind 60 deg - No 26.89 29.29 -16.91 -223 -384 -2
Ice
1.2D+1.6W (pattern 1) 60 deg - 26.89 21.98 -12.69 -149 -255 -1
No Ice
1.2D+1.6W (pattern 2) 60 deg - 26.89 24.89 -14.37 -208 -359 -2
No Ice
0.9 Dead+1.6 Wind 60 deg - No 20.17 29.29 -16.91 -223 -384 -2
Ice
1.2 Dead+1.6 Wind 90 deg - No 26.89 33.81 -0.64 -10 -441 -1
Ice
1.2D+1.6W (pattern 1) 90 deg - 26.89 25.47 -0.39 -6 -294 0
No Ice
1.2D+1.6W (pattern 2) 90 deg - 26.89 28.63 -0.64 -10 -411 -1
No Ice
0.9 Dead+1.6 Wind 90 deg - No 20.17 33.81 -0.64 -10 -441 -1
Ice
1.2 Dead+1.6 Wind 120 deg - 26.89 29.86 16.69 215 -384 1
No Ice
1.2D+1.6W (pattern 1) 120 deg 26.89 22.66 12.75 145 -257 1
- No Ice
1.2D+1.6W (pattern 2) 120 deg 26.89 25.11 13.95 199 -357 1
- No Ice
0.9 Dead+1.6 Wind 120 deg - 20.17 29.86 16.69 215 -384 1
No Ice
1.2 Dead+1.6 Wind 150 deg - 26.89 16.35 28.39 371 -211 2
No Ice
1.2D+1.6W (pattern 1) 150 deg 26.89 12.40 21.52 248 -141 1
- No Ice
1.2D+1.6W (pattern 2) 150 deg 26.89 13.76 23.90 344 -196 2
- No Ice
0.9 Dead+1.6 Wind 150 deg - 20.17 16.35 28.39 370 -211 2
No Ice
1.2 Dead+1.6 Wind 180 deg - 26.89 -0.57 32.77 430 11 3
No Ice
 Job Page
RISATower VALIDATION 15 of 24
Project Date
SMI CONSULT
40 EL ZAHRAA ST,EL DOKKI TOWER 21.00m 00:31:34 12/21/23
GIZA Client Designed by
Phone: 02-33351527 AIRCRAFT FACTORY
FAX: 02-33351527 Eng.Mariham Ayed

Load Vertical Shearx Shearz Overturning Overturning Torque

Combination Moment, Mx Moment, Mz
kN kN kN kN-m kN-m kN-m
1.2D+1.6W (pattern 1) 180 deg 26.89 -0.34 24.74 288 8 2
- No Ice
1.2D+1.6W (pattern 2) 180 deg 26.89 -0.57 27.69 401 11 3
- No Ice
0.9 Dead+1.6 Wind 180 deg - 20.17 -0.57 32.77 429 11 3
No Ice
1.2 Dead+1.6 Wind 210 deg - 26.89 -17.41 29.10 382 232 3
No Ice
1.2D+1.6W (pattern 1) 210 deg 26.89 -13.04 21.95 255 155 2
- No Ice
1.2D+1.6W (pattern 2) 210 deg 26.89 -14.82 24.62 356 217 3
- No Ice
0.9 Dead+1.6 Wind 210 deg - 20.17 -17.41 29.10 381 231 3
No Ice
1.2 Dead+1.6 Wind 240 deg - 26.89 -30.64 17.69 231 402 2
No Ice
1.2D+1.6W (pattern 1) 240 deg 26.89 -23.13 13.35 154 269 1
- No Ice
1.2D+1.6W (pattern 2) 240 deg 26.89 -25.90 14.95 215 374 2
- No Ice
0.9 Dead+1.6 Wind 240 deg - 20.17 -30.64 17.69 230 400 2
No Ice
1.2 Dead+1.6 Wind 270 deg - 26.89 -33.91 0.53 8 448 0
No Ice
1.2D+1.6W (pattern 1) 270 deg 26.89 -25.53 0.32 5 300 0
- No Ice
1.2D+1.6W (pattern 2) 270 deg 26.89 -28.73 0.53 8 418 0
- No Ice
0.9 Dead+1.6 Wind 270 deg - 20.17 -33.91 0.53 8 446 0
No Ice
1.2 Dead+1.6 Wind 300 deg - 26.89 -28.67 -15.89 -207 379 -1
No Ice
1.2D+1.6W (pattern 1) 300 deg 26.89 -21.60 -12.07 -139 254 -1
- No Ice
1.2D+1.6W (pattern 2) 300 deg 26.89 -24.27 -13.35 -192 354 -1
- No Ice
0.9 Dead+1.6 Wind 300 deg - 20.17 -28.67 -15.89 -207 378 -1
No Ice
1.2 Dead+1.6 Wind 330 deg - 26.89 -16.41 -28.36 -370 217 -3
No Ice
1.2D+1.6W (pattern 1) 330 deg 26.89 -12.43 -21.50 -248 146 -2
- No Ice
1.2D+1.6W (pattern 2) 330 deg 26.89 -13.82 -23.87 -344 202 -3
- No Ice
0.9 Dead+1.6 Wind 330 deg - 20.17 -16.41 -28.36 -369 216 -3
No Ice
Dead+Wind 0 deg - Service 22.41 0.18 -13.20 -170 -1 -1
Dead+Wind 30 deg - Service 22.41 6.74 -11.17 -146 -87 -1
Dead+Wind 60 deg - Service 22.41 11.30 -6.53 -86 -147 -1
Dead+Wind 90 deg - Service 22.41 13.05 -0.25 -4 -169 0
Dead+Wind 120 deg - Service 22.41 11.52 6.44 83 -147 0
Dead+Wind 150 deg - Service 22.41 6.31 10.95 143 -80 1
Dead+Wind 180 deg - Service 22.41 -0.22 12.64 166 5 1
Dead+Wind 210 deg - Service 22.41 -6.72 11.23 147 91 1
Dead+Wind 240 deg - Service 22.41 -11.82 6.83 89 156 1
Dead+Wind 270 deg - Service 22.41 -13.08 0.20 3 174 0
Dead+Wind 300 deg - Service 22.41 -11.06 -6.13 -80 147 0
Dead+Wind 330 deg - Service 22.41 -6.33 -10.94 -142 85 -1
 Job Page
RISATower VALIDATION 16 of 24
Project Date
SMI CONSULT
40 EL ZAHRAA ST,EL DOKKI TOWER 21.00m 00:31:34 12/21/23
GIZA Client Designed by
Phone: 02-33351527 AIRCRAFT FACTORY
FAX: 02-33351527 Eng.Mariham Ayed

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 -22.41 0.00 -0.00 22.41 0.00 0.000%
2 0.48 -26.89 -34.20 -0.48 26.89 34.20 0.002%
3 0.29 -26.89 -26.00 -0.29 26.89 26.00 0.002%
4 0.48 -26.89 -28.72 -0.48 26.89 28.72 0.002%
5 0.48 -20.17 -34.20 -0.48 20.17 34.20 0.002%
6 17.46 -26.89 -28.96 -17.46 26.89 28.96 0.002%
7 13.07 -26.89 -21.86 -13.07 26.89 21.86 0.002%
8 14.87 -26.89 -24.47 -14.87 26.89 24.47 0.002%
9 17.46 -20.17 -28.96 -17.46 20.17 28.96 0.002%
10 29.30 -26.89 -16.91 -29.29 26.89 16.91 0.002%
11 21.98 -26.89 -12.69 -21.98 26.89 12.69 0.002%
12 24.90 -26.89 -14.37 -24.89 26.89 14.37 0.002%
13 29.30 -20.17 -16.91 -29.29 20.17 16.91 0.002%
14 33.81 -26.89 -0.65 -33.81 26.89 0.64 0.002%
15 25.47 -26.89 -0.39 -25.47 26.89 0.39 0.002%
16 28.63 -26.89 -0.65 -28.63 26.89 0.64 0.002%
17 33.81 -20.17 -0.65 -33.81 20.17 0.64 0.002%
18 29.86 -26.89 16.69 -29.86 26.89 -16.69 0.002%
19 22.66 -26.89 12.75 -22.66 26.89 -12.75 0.001%
20 25.12 -26.89 13.95 -25.11 26.89 -13.95 0.002%
21 29.86 -20.17 16.69 -29.86 20.17 -16.69 0.002%
22 16.35 -26.89 28.39 -16.35 26.89 -28.39 0.002%
23 12.40 -26.89 21.52 -12.40 26.89 -21.52 0.002%
24 13.76 -26.89 23.90 -13.76 26.89 -23.90 0.002%
25 16.35 -20.17 28.39 -16.35 20.17 -28.39 0.002%
26 -0.57 -26.89 32.77 0.57 26.89 -32.77 0.002%
27 -0.34 -26.89 24.74 0.34 26.89 -24.74 0.002%
28 -0.57 -26.89 27.69 0.57 26.89 -27.69 0.002%
29 -0.57 -20.17 32.77 0.57 20.17 -32.77 0.002%
30 -17.41 -26.89 29.10 17.41 26.89 -29.10 0.002%
31 -13.04 -26.89 21.95 13.04 26.89 -21.95 0.002%
32 -14.82 -26.89 24.62 14.82 26.89 -24.62 0.002%
33 -17.41 -20.17 29.10 17.41 20.17 -29.10 0.002%
34 -30.64 -26.89 17.69 30.64 26.89 -17.69 0.002%
35 -23.13 -26.89 13.35 23.13 26.89 -13.35 0.002%
36 -25.90 -26.89 14.95 25.90 26.89 -14.95 0.002%
37 -30.64 -20.17 17.69 30.64 20.17 -17.69 0.002%
38 -33.91 -26.89 0.53 33.91 26.89 -0.53 0.002%
39 -25.53 -26.89 0.32 25.53 26.89 -0.32 0.002%
40 -28.73 -26.89 0.53 28.73 26.89 -0.53 0.002%
41 -33.91 -20.17 0.53 33.91 20.17 -0.53 0.002%
42 -28.67 -26.89 -15.89 28.67 26.89 15.89 0.002%
43 -21.60 -26.89 -12.07 21.60 26.89 12.07 0.002%
44 -24.27 -26.89 -13.35 24.27 26.89 13.35 0.002%
45 -28.67 -20.17 -15.89 28.67 20.17 15.89 0.002%
46 -16.41 -26.89 -28.36 16.41 26.89 28.36 0.002%
47 -12.43 -26.89 -21.50 12.43 26.89 21.50 0.002%
48 -13.82 -26.89 -23.87 13.82 26.89 23.87 0.002%
49 -16.41 -20.17 -28.36 16.41 20.17 28.36 0.002%
50 0.18 -22.41 -13.20 -0.18 22.41 13.20 0.001%
51 6.74 -22.41 -11.17 -6.74 22.41 11.17 0.001%
52 11.30 -22.41 -6.53 -11.30 22.41 6.53 0.001%
53 13.05 -22.41 -0.25 -13.05 22.41 0.25 0.001%
54 11.52 -22.41 6.44 -11.52 22.41 -6.44 0.001%
55 6.31 -22.41 10.95 -6.31 22.41 -10.95 0.001%
56 -0.22 -22.41 12.64 0.22 22.41 -12.64 0.001%
57 -6.72 -22.41 11.23 6.72 22.41 -11.23 0.001%
58 -11.82 -22.41 6.83 11.82 22.41 -6.83 0.001%
 Job Page
RISATower VALIDATION 17 of 24
Project Date
SMI CONSULT
40 EL ZAHRAA ST,EL DOKKI TOWER 21.00m 00:31:34 12/21/23
GIZA Client Designed by
Phone: 02-33351527 AIRCRAFT FACTORY
FAX: 02-33351527 Eng.Mariham Ayed

Sum of Applied Forces Sum of Reactions

Load PX PY PZ PX PY PZ % Error
Comb. kN kN kN kN kN kN
59 -13.08 -22.41 0.20 13.08 22.41 -0.20 0.001%
60 -11.06 -22.41 -6.13 11.06 22.41 6.13 0.001%
61 -6.33 -22.41 -10.94 6.33 22.41 10.94 0.001%

Non-Linear Convergence Results

Load Converged? Number Displacement Force
Combination of Cycles Tolerance Tolerance
1 Yes 8 0.00000001 0.00013810
2 Yes 10 0.00000001 0.00009311
3 Yes 10 0.00000001 0.00009494
4 Yes 10 0.00000001 0.00009365
5 Yes 10 0.00000001 0.00006727
6 Yes 10 0.00000001 0.00010018
7 Yes 10 0.00000001 0.00009935
8 Yes 10 0.00000001 0.00010036
9 Yes 10 0.00000001 0.00007425
10 Yes 10 0.00000001 0.00010655
11 Yes 10 0.00000001 0.00010344
12 Yes 10 0.00000001 0.00010644
13 Yes 10 0.00000001 0.00008040
14 Yes 10 0.00000001 0.00010029
15 Yes 10 0.00000001 0.00009926
16 Yes 10 0.00000001 0.00010046
17 Yes 10 0.00000001 0.00007446
18 Yes 10 0.00000001 0.00009261
19 Yes 10 0.00000001 0.00009443
20 Yes 10 0.00000001 0.00009315
21 Yes 10 0.00000001 0.00006688
22 Yes 10 0.00000001 0.00010011
23 Yes 10 0.00000001 0.00009944
24 Yes 10 0.00000001 0.00010029
25 Yes 10 0.00000001 0.00007408
26 Yes 10 0.00000001 0.00010665
27 Yes 10 0.00000001 0.00010372
28 Yes 10 0.00000001 0.00010654
29 Yes 10 0.00000001 0.00008038
30 Yes 10 0.00000001 0.00009961
31 Yes 10 0.00000001 0.00009906
32 Yes 10 0.00000001 0.00009977
33 Yes 10 0.00000001 0.00007372
34 Yes 10 0.00000001 0.00009224
35 Yes 10 0.00000001 0.00009436
36 Yes 10 0.00000001 0.00009275
37 Yes 10 0.00000001 0.00006651
38 Yes 10 0.00000001 0.00009915
39 Yes 10 0.00000001 0.00009879
40 Yes 10 0.00000001 0.00009931
41 Yes 10 0.00000001 0.00007327
42 Yes 10 0.00000001 0.00010639
43 Yes 10 0.00000001 0.00010351
44 Yes 10 0.00000001 0.00010627
45 Yes 10 0.00000001 0.00008019
46 Yes 10 0.00000001 0.00010053
47 Yes 10 0.00000001 0.00009974
48 Yes 10 0.00000001 0.00010069
 Job Page
RISATower VALIDATION 18 of 24
Project Date
SMI CONSULT
40 EL ZAHRAA ST,EL DOKKI TOWER 21.00m 00:31:34 12/21/23
GIZA Client Designed by
Phone: 02-33351527 AIRCRAFT FACTORY
FAX: 02-33351527 Eng.Mariham Ayed

49 Yes 10 0.00000001 0.00007451

50 Yes 10 0.00000001 0.00007961
51 Yes 10 0.00000001 0.00008207
52 Yes 10 0.00000001 0.00008442
53 Yes 10 0.00000001 0.00008193
54 Yes 10 0.00000001 0.00007919
55 Yes 10 0.00000001 0.00008219
56 Yes 10 0.00000001 0.00008470
57 Yes 10 0.00000001 0.00008191
58 Yes 10 0.00000001 0.00007919
59 Yes 10 0.00000001 0.00008172
60 Yes 10 0.00000001 0.00008451
61 Yes 10 0.00000001 0.00008239

Maximum Tower Deflections - Service Wind

Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
m mm Comb. ° °
L1 42 - 39 82.12 58 0.3743 0.1133
L2 39 - 36 62.43 58 0.3700 0.1139
L3 36 - 33 43.29 58 0.3426 0.1062
L4 33 - 30 26.41 58 0.2749 0.0691
T1 30 - 27 13.58 58 0.1865 0.0331
T2 27 - 24 6.66 58 0.1088 0.0106
T3 24 - 21 1.94 58 0.0557 0.0053

Critical Deflections and Radius of Curvature - Service Wind

Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
m Comb. mm ° ° m
42.0000 Antenna (2700x590x219)mm 58 82.12 0.3743 0.1133 73982
41.5000 RRU(636x383x169) 58 78.83 0.3742 0.1135 73982
40.6500 Antenna (2700x590x219)mm 58 73.25 0.3737 0.1137 73982
40.5000 RRU(636x383x169) 58 72.26 0.3735 0.1137 73982
39.5000 RRU(636x383x169) 58 65.70 0.3716 0.1139 36769
39.3000 Antenna (2700x590x219)mm 58 64.39 0.3710 0.1139 30744
38.0000 Antenna (2700x590x219)mm 58 55.91 0.3647 0.1137 9317
37.5000 RRU(636x383x169) 58 52.69 0.3608 0.1130 6721
37.0000 Dish 60cm 58 49.50 0.3559 0.1117 5248
36.6500 Antenna (2700x590x219)mm 58 47.30 0.3518 0.1102 4580
36.5000 RRU(636x383x169) 58 46.37 0.3499 0.1095 4355
35.5000 RRU(636x383x169) 58 40.27 0.3340 0.1017 3444
35.3000 Antenna (2700x590x219)mm 58 39.09 0.3302 0.0996 3338

Maximum Tower Deflections - Design Wind

Section Elevation Horz. Gov. Tilt Twist
No. Deflection Load
m mm Comb. ° °
 Job Page
RISATower VALIDATION 19 of 24
Project Date
SMI CONSULT
40 EL ZAHRAA ST,EL DOKKI TOWER 21.00m 00:31:34 12/21/23
GIZA Client Designed by
Phone: 02-33351527 AIRCRAFT FACTORY
FAX: 02-33351527 Eng.Mariham Ayed

Section Elevation Horz. Gov. Tilt Twist

No. Deflection Load
m mm Comb. ° °
L1 42 - 39 210.59 34 0.9579 0.2943
L2 39 - 36 160.20 34 0.9467 0.2949
L3 36 - 33 111.21 34 0.8766 0.2743
L4 33 - 30 67.96 34 0.7053 0.1780
T1 30 - 27 35.01 34 0.4795 0.0840
T2 27 - 24 17.18 34 0.2803 0.0274
T3 24 - 21 5.00 34 0.1435 0.0136

Critical Deflections and Radius of Curvature - Design Wind

Elevation Appurtenance Gov. Deflection Tilt Twist Radius of
Load Curvature
m Comb. mm ° ° m
42.0000 Antenna (2700x590x219)mm 34 210.59 0.9579 0.2943 29368
41.5000 RRU(636x383x169) 34 202.17 0.9576 0.2945 29368
40.6500 Antenna (2700x590x219)mm 34 187.88 0.9563 0.2947 29368
40.5000 RRU(636x383x169) 34 185.36 0.9559 0.2947 29368
39.5000 RRU(636x383x169) 34 168.57 0.9511 0.2949 14407
39.3000 Antenna (2700x590x219)mm 34 165.22 0.9495 0.2949 11980
38.0000 Antenna (2700x590x219)mm 34 143.52 0.9330 0.2941 3650
37.5000 RRU(636x383x169) 34 135.28 0.9229 0.2922 2646
37.0000 Dish 60cm 34 127.12 0.9104 0.2887 2071
36.6500 Antenna (2700x590x219)mm 34 121.49 0.9000 0.2849 1810
36.5000 RRU(636x383x169) 34 119.09 0.8951 0.2829 1721
35.5000 RRU(636x383x169) 34 103.49 0.8549 0.2627 1362
35.3000 Antenna (2700x590x219)mm 34 100.46 0.8453 0.2572 1320

Bolt Design Data

Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria
No. Type Grade Of Load per Load Load Ratio
m mm Bolts Bolt kN Allowable
kN
L1 42 Latticed Pole A325N 16 6 0.13 93.57 1 Bolt Tension
0.001
Leg
Latticed Pole A325N 12 1 8.73 27.69 1 Member Bearing
0.315
Diagonal
Latticed Pole A325N 12 1 0.32 27.69 1 Member Bearing
0.012
Top Girt
L2 39 Latticed Pole A325N 16 6 4.17 93.57 1 Bolt Tension
0.045
Leg
Latticed Pole A325N 12 1 16.19 27.69 1 Member Bearing
0.585
Diagonal
Latticed Pole A325N 12 1 0.30 27.69 1 Member Bearing
0.011
Top Girt
L3 36 Latticed Pole A325N 16 6 13.51 93.57 1 Bolt Tension
0.144
Leg
Latticed Pole A325N 12 1 22.44 27.69 1 Member Bearing
0.811
Diagonal
Latticed Pole A325N 12 1 0.85 27.69 1 Member Bearing
0.031
Top Girt
L4 33 Latticed Pole A325N 16 6 25.60 93.57 1 Bolt Tension
0.274
 Job Page
RISATower VALIDATION 20 of 24
Project Date
SMI CONSULT
40 EL ZAHRAA ST,EL DOKKI TOWER 21.00m 00:31:34 12/21/23
GIZA Client Designed by
Phone: 02-33351527 AIRCRAFT FACTORY
FAX: 02-33351527 Eng.Mariham Ayed

Section Elevation Component Bolt Bolt Size Number Maximum Allowable Ratio Allowable Criteria
No. Type Grade Of Load per Load Load Ratio
m mm Bolts Bolt kN Allowable
kN
Leg
Latticed Pole A325N 12 1 24.22 27.69 1 Member Bearing
0.875
Diagonal
Latticed Pole A325N 12 1 1.10 27.69 1 Member Bearing
0.040
Top Girt
T1 30 Leg A325N 16 6 36.13 93.57 1 Bolt Tension
0.386
Diagonal A325N 12 1 20.83 27.69 1 Member Bearing
0.752
Top Girt A325N 12 1 15.20 31.33 1 Member Bearing
0.485
T2 27 Leg A325N 16 6 32.07 93.57 1 Bolt Tension
0.343
Diagonal A325N 12 1 14.50 27.69 1 Member Bearing
0.524
Top Girt A325N 12 1 8.79 27.69 1 Member Bearing
0.317
T3 24 Leg A325N 20 6 42.07 146.21 1 Bolt Tension
0.288
Diagonal A325N 12 1 16.73 27.69 1 Member Bearing
0.604
Top Girt A325N 12 1 2.27 27.69 1 Member Bearing
0.082

Compression Checks

Leg Design Data (Compression)

Section Elevation Size L Lu Kl/r A Pu φPn Ratio
No. Pu
m m m mm2 kN kN φPn
L1 42 - 39 PIPE 89X4 3.0000 0.7500 49.9 1068 -20.72 199.59 0.104 1
K=2.00
L2 39 - 36 PIPE 89X4 3.0000 0.7500 49.9 1068 -75.03 199.59 0.376 1
K=2.00
L3 36 - 33 PIPE 89X4 3.0000 0.7500 49.9 1068 -153.42 199.59 0.769 1
K=2.00
L4 33 - 30 PIPE114.3x4 3.0000 0.7500 38.4 1386 -239.07 272.34 0.878 1
K=2.00
T1 30 - 27 PIPE114.3x4 3.0311 0.7578 38.8 1386 -238.74 271.92 0.878 1
K=2.00
T2 27 - 24 PIPE114.3x4 3.0000 1.5000 38.4 1386 -243.14 272.34 0.893 1
K=1.00
T3 24 - 21 PIPE114X5 3.0000 1.5000 38.9 1712 -311.74 335.84 0.928 1
K=1.00

1
Pu / φPn controls

Diagonal Design Data (Compression)

 Job Page
RISATower VALIDATION 21 of 24
Project Date
SMI CONSULT
40 EL ZAHRAA ST,EL DOKKI TOWER 21.00m 00:31:34 12/21/23
GIZA Client Designed by
Phone: 02-33351527 AIRCRAFT FACTORY
FAX: 02-33351527 Eng.Mariham Ayed

Section Elevation Size L Lu Kl/r A Pu φPn Ratio

No. Pu
m m m mm2 kN kN φPn
L1 42 - 39 SMI L50X4 1.1715 0.9803 109.6 384 -8.80 44.63 0.197 1
K=1.10
L2 39 - 36 SMI L50X4 1.1715 0.9803 109.6 384 -16.23 44.63 0.364 1
K=1.10
L3 36 - 33 SMI L50X4 1.1715 0.9803 109.6 384 -22.63 44.63 0.507 1
K=1.10
L4 33 - 30 SMI L50X4 1.1715 0.9474 107.9 384 -24.83 45.44 0.546 1
K=1.13
T1 30 - 27 SMI L50X4 1.4003 1.1980 121.2 384 -19.16 39.04 0.491 1
K=1.00
T2 27 - 24 SMI L50X4 2.2299 1.0000 105.9 384 -15.10 46.44 0.325 1
K=1.05
T3 24 - 21 SMI L50X4 2.2299 1.0002 105.9 384 -17.41 46.43 0.375 1
K=1.05

1
Pu / φPn controls

Top Girt Design Data (Compression)

Section Elevation Size L Lu Kl/r A Pu φPn Ratio
No. Pu
m m m mm2 kN kN φPn
L1 42 - 39 L 50x4mm 0.9000 0.7356 97.2 384 -0.33 50.71 0.006 1
K=1.31
L2 39 - 36 L 50x4mm 0.9000 0.7356 97.2 384 -0.21 50.71 0.004 1
K=1.31
L3 36 - 33 L 50x4mm 0.9000 0.7356 97.2 384 -0.72 50.71 0.014 1
K=1.31
L4 33 - 30 L 50x4mm 0.9000 0.7356 97.2 384 -1.01 50.71 0.020 1
K=1.31
T1 30 - 27 L 50x4mm 0.9000 0.7103 95.9 384 -15.20 51.33 0.296 1
K=1.33
T2 27 - 24 L 50x4mm 1.6500 1.4603 147.8 384 -7.84 27.39 0.286 1
K=1.00
T3 24 - 21 L 50x4mm 1.6500 1.4603 147.8 384 -2.51 27.39 0.092 1
K=1.00

1
Pu / φPn controls

Tension Checks

Leg Design Data (Tension)

 Job Page
RISATower VALIDATION 22 of 24
Project Date
SMI CONSULT
40 EL ZAHRAA ST,EL DOKKI TOWER 21.00m 00:31:34 12/21/23
GIZA Client Designed by
Phone: 02-33351527 AIRCRAFT FACTORY
FAX: 02-33351527 Eng.Mariham Ayed

Section Elevation Size L Lu Kl/r A Pu φPn Ratio

No. Pu
m m m mm2 kN kN φPn
L1 42 - 39 PIPE 89X4 3.0000 0.7500 24.9 1068 15.35 225.91 0.068 1

L2 39 - 36 PIPE 89X4 3.0000 0.7500 24.9 1068 63.76 225.91 0.282 1

L3 36 - 33 PIPE 89X4 3.0000 0.7500 24.9 1068 135.44 225.91 0.600 1

L4 33 - 30 PIPE114.3x4 3.0000 0.7500 19.2 1386 217.56 293.15 0.742 1

T1 30 - 27 PIPE114.3x4 3.0311 0.7578 19.4 1386 216.81 293.15 0.740 1

T2 27 - 24 PIPE114.3x4 3.0000 1.5000 38.4 1386 220.51 293.15 0.752 1

T3 24 - 21 PIPE114X5 3.0000 1.5000 38.9 1712 284.79 362.12 0.786 1

1
Pu / φPn controls

Diagonal Design Data (Tension)

Section Elevation Size L Lu Kl/r A Pu φPn Ratio
No. Pu
m m m mm2 kN kN φPn
L1 42 - 39 SMI L50X4 1.1715 0.9803 68.0 242 8.73 61.83 0.141 1

L2 39 - 36 SMI L50X4 1.1715 0.9803 68.0 242 16.19 61.83 0.262 1

L3 36 - 33 SMI L50X4 1.1715 0.9803 68.0 242 22.44 61.83 0.363 1

L4 33 - 30 SMI L50X4 1.1715 0.9474 65.9 242 24.22 61.83 0.392 1

T1 30 - 27 SMI L50X4 1.2462 1.0439 72.1 242 20.83 61.83 0.337 1

T2 27 - 24 SMI L50X4 2.2299 1.0000 100.2 242 14.50 61.83 0.234 1

T3 24 - 21 SMI L50X4 2.2299 1.0002 100.3 242 16.73 61.83 0.271 1

1
Pu / φPn controls

Top Girt Design Data (Tension)

Section Elevation Size L Lu Kl/r A Pu φPn Ratio
No. Pu
m m m mm2 kN kN φPn
L1 42 - 39 L 50x4mm 0.9000 0.7356 52.2 242 0.32 61.83 0.005 1

L2 39 - 36 L 50x4mm 0.9000 0.7356 52.2 242 0.30 61.83 0.005 1

 Job Page
RISATower VALIDATION 23 of 24
Project Date
SMI CONSULT
40 EL ZAHRAA ST,EL DOKKI TOWER 21.00m 00:31:34 12/21/23
GIZA Client Designed by
Phone: 02-33351527 AIRCRAFT FACTORY
FAX: 02-33351527 Eng.Mariham Ayed

Section Elevation Size L Lu Kl/r A Pu φPn Ratio

No. Pu
m m m mm2 kN kN φPn

L3 36 - 33 L 50x4mm 0.9000 0.7356 52.2 242 0.85 61.83 0.014 1

L4 33 - 30 L 50x4mm 0.9000 0.7356 52.2 242 1.10 61.83 0.018 1

T1 30 - 27 L 50x4mm 0.9000 0.7103 50.6 242 13.08 61.83 0.212 1

T2 27 - 24 L 50x4mm 1.6500 1.4603 98.9 242 8.79 61.83 0.142 1

T3 24 - 21 L 50x4mm 1.6500 1.4603 98.9 242 2.27 61.83 0.037 1

1
Pu / φPn controls

Section Capacity Table

Section Elevation Component Size Critical P øPallow % Pass
No. m Type Element kN kN Capacity Fail
L1 42 - 39 Latticed Pole Leg PIPE 89X4 1 -20.72 199.59 10.4 Pass
L2 39 - 36 Latticed Pole Leg PIPE 89X4 19 -75.03 199.59 37.6 Pass
L3 36 - 33 Latticed Pole Leg PIPE 89X4 37 -153.42 199.59 76.9 Pass
L4 33 - 30 Latticed Pole Leg PIPE114.3x4 55 -239.07 272.34 87.8 Pass
L1 42 - 39 Latticed Pole SMI L50X4 9 -8.80 44.63 19.7 Pass
Diagonal 31.5 (b)
L2 39 - 36 Latticed Pole SMI L50X4 27 -16.23 44.63 36.4 Pass
Diagonal 58.5 (b)
L3 36 - 33 Latticed Pole SMI L50X4 45 -22.63 44.63 50.7 Pass
Diagonal 81.1 (b)
L4 33 - 30 Latticed Pole SMI L50X4 66 -24.83 45.44 54.6 Pass
Diagonal 87.5 (b)
L1 42 - 39 Latticed Pole Top L 50x4mm 6 -0.33 50.71 0.6 Pass
Girt 1.2 (b)
L2 39 - 36 Latticed Pole Top L 50x4mm 23 0.30 61.83 0.5 Pass
Girt 1.1 (b)
L3 36 - 33 Latticed Pole Top L 50x4mm 42 -0.72 50.71 1.4 Pass
Girt 3.1 (b)
L4 33 - 30 Latticed Pole Top L 50x4mm 59 -1.01 50.71 2.0 Pass
Girt 4.0 (b)
T1 30 - 27 Leg PIPE114.3x4 73 -238.74 271.92 87.8 Pass
T2 27 - 24 Leg PIPE114.3x4 91 -243.14 272.34 89.3 Pass
T3 24 - 21 Leg PIPE114X5 109 -311.74 335.84 92.8 Pass
T1 30 - 27 Diagonal SMI L50X4 86 -19.16 39.04 49.1 Pass
75.2 (b)
T2 27 - 24 Diagonal SMI L50X4 102 -15.10 46.44 32.5 Pass
52.4 (b)
T3 24 - 21 Diagonal SMI L50X4 120 -17.41 46.43 37.5 Pass
60.4 (b)
T1 30 - 27 Top Girt L 50x4mm 78 -15.20 51.33 29.6 Pass
48.5 (b)
T2 27 - 24 Top Girt L 50x4mm 95 -7.84 27.39 28.6 Pass
31.7 (b)
T3 24 - 21 Top Girt L 50x4mm 113 -2.51 27.39 9.2 Pass
Summary
Latticed 87.8 Pass
 Job Page
RISATower VALIDATION 24 of 24
Project Date
SMI CONSULT
40 EL ZAHRAA ST,EL DOKKI TOWER 21.00m 00:31:34 12/21/23
GIZA Client Designed by
Phone: 02-33351527 AIRCRAFT FACTORY
FAX: 02-33351527 Eng.Mariham Ayed

Section Elevation Component Size Critical P øPallow % Pass

No. m Type Element kN kN Capacity Fail
Pole Leg
(L4)
Latticed 87.5 Pass
Pole
Diagonal
(L4)
Latticed 4.0 Pass
Pole Top
Girt (L4)
Leg (T3) 92.8 Pass
Diagonal 75.2 Pass
(T1)
Top Girt 48.5 Pass
(T1)
Bolt Checks 87.5 Pass
RATING = 92.8 Pass

Program Version 5.3.1.0 - 1/16/2009 File:W:/DATA/SMI VALIDATION/Aircraft Factory VALIDATIONS/TOWER 21.00m/RISA/TOWER 21.00m.eri
 PROJECT: VALIDATION OF TOWER 21.00 m
CALCULATION
NOTE DATE: 21-12-2023 PREPARED BY: ENG:Qassem Elhosiny
Engineering Consultant Group CHECKED BY: Dr:Saied.Ismail APPROVED BY: Dr:Saied.Ismail

Appendix (3)
Check of tower anchors
1- General Data:
Company: Etisalat-egypt
Supplier: AIRCRAFT
Structure Height: 21 m
Check of Anchors
INPUT
Tension
30.4
Tower (ton)
reactions Shear
2
(ton)

Dia.
20
(mm)
Bolts No. 6
Fub
3.6
(t/cm2)
OUTPUT
An 2.355
Rnt 8.478
ŋ 0.55

%Safety 0.89 SAFE