1. INTERSERVE DEFENCE LIMITED
DISCRETE WORKS TEAM
STRUCTURAL & CIVIL ENGINEERING PROJECTS
SEISMIC ASSESSMENT OF REINFORCED CONCRETE
WATER TOWER - MT0580
SEISMIC ASSESSMENT OF UNREINFORCED MASONRY
STRUCTURE - EP0022
DESIGN OF PV ARRAY IN EPISKOPI GARRISON
KENSINGTON VILLAGE
DESIGN OF VARIOUS OBSERVATION TOWERS IN
RAF AKROTIRI & DHEKELIA PYLA RANGE
STRUCTURAL DESIGN REVIEW OF THE STEEL CANOPY
STRUCTURE AT DHEKELIA STATION
LIVE LOAD ASSESSMENT OF NORMANDY BRIDGE
IN DHEKELIA STATION
STRUCTURAL ASSESSMENT OF 16m FLOODLIGHT
COLUMN IN DHEKELIA STATION
ASBESTOS REMOVAL FROM VARIOUS SFA ISLAND-WIDE
DESCRIPTION OF THE PROJECT
Name of project: Seismic Assessment of Reinforced concrete water tower
Location: Dhekelia Station
Usage of the structure: Water tower
Structural Engineer: Valentinos Neophytou
Scope of project: Seismic assessment
Level of seismic action used: 0.05g-0.15g
Type of analysis used: Dynamic Modal Response Spectrum Analysis.
Size of structure: 20m high
Figure 1: Structural model Figure 2: Mode shape 1 (T=0.418s) - Translation Y dir. Figure 3: Mode shape 2 (T=0.418s) - Translation X dir. Figure 4: Mode shape 3 (T=0.212s) - Torsional
Figure 6: Maximum base shear for EQX load case Figure 7: Maximum displacement for EQX load case Figure 8: Maximum overturning moment for EQX load case
DESCRIPTION OF THE STRUCTURE
The structure comprises 2 N0. GRP sectional water storage tanks with plan
dimensions 8.0m x 4.0m. The tanks which store potable water are supported by a
concrete support tower of reinforced concrete construction, 4.4 square on plan,
with a height of 19m from top of foundation to top of the tower. The reinforced
concrete walls of the support tower are 400mm thick and the splayed top of the
tower onto which the No tanks are supported measures 12.9m square on plan.
The foundation of the tower is of a concrete construction with dimensions 12m x
12m on plan by 1.2m deep.
Structural stability of the concrete tower is obtained from the interaction of the
reinforced concrete walls, roof and foundation. Transfer of forces and moments
between different elements of the tower is by means of moment connections
formed by the steel reinforcement within the concrete.
DESCRIPTION OF THE PROJECT
Name of project: Seismic Assessment of Uneinforced masonry structure
Location: Episkopi Garrison
Usage of the structure: Telephone exchange facility
Structural Engineer: Valentinos Neophytou
Scope of project: Seismic assessment
Level of seismic action used: 0.05g
Type of analysis used: Dynamic Modal Response Spectrum Analysis.
Size of structure: W:8xL:20m
DESCRIPTION OF THE STRUCTURE
The building is a single storey rectangular structure which is regular in plan and
elevation. The overall dimensions are 8.2m x 20.4m. The height to the eaves is
3.1m and 5.7m to the roof ridge, above the ground floor slab. The walls are
founded to sit on strip footings, approximately 500mm below existing ground
level.
There is no rigid slab in the building, therefore flexible diaphragm behavior has
been assumed in the mathematical model.
The concrete masonry hollow section is filled by concrete, as identify in the
drawings and laboratory test. Walls support a series of steel framed trusses (No.
5 - see drawings at Annex A) with timber purlins and rafters with conventional
clay tiled roof. The ceiling is formed by metal lathe and plaster construction. At
roof level, all the walls are connected by continuous RC ring beams. All the RC
ring beams have a width equal to the wall thickness. The ring beams are
reinforced with three 12mm rebars. The RC ring beams of the buildings have a
depth of 30 cm.
Figure 1: Structural model
Figure 3: In plane shear force (SMAX) - North Elevation Figure 4: In plane shear force (SMAX) - South Elevation
Figure 7: In plane shear force (F12) - East Elevation Figure 8: In plane shear force (F12) - West Elevation
Figure 2: Out of plane bending perpendicular to the horizontal bed joints (M22)
Figure 6: Out of plane bending perpendicular to the horizontal bed joints (M22)Figure 5: Photos of strucutre
Figure 5: Photo of structure
DESCRIPTION OF THE PROJECT
Name of project: Design of PV solar array
Location: Episkopi Garrison
Usage of the structure: Photovoltaic system
Structural Engineer: M&I Constantinou
Scope of project: Design of PV solar array
Level of seismic action used: 0.25g
Type of analysis used: Lateral force method of analysis.
Size of structure: 2310m2
Figure 1: Structural model Figure 2: Maximum overturning moment at base
TREE TO BE TRIMMED
TREE TO BE REMOVED/
RELOCATED
AREA REQUIRED FOR PV INSTALLATION
ELECTRICAL SUBSTATION
(EP0053 & EP053A)
LOCATION OF ELECTRICAL
(LV) CABLE
GOOGLE MAPS
2
AREA:2310m
Figure 4: Aerial view of the proposed location
1.55
3.47
3.21
0.95
0.60
1.30
1.66
1.66
1.55
3.47
3.21
0.95
0.60
1.30
1.66
1.66
7.50
15mm GAP BETWEEN
MODULES IN ALL DIRECTION
3.47
0.43
PV MODULES IN PORTRAIT
ORIENTATION
PEAK POWER OF EACH
MODULE IS 250W
TYPICAL BEAM AND COLUMN SUPPORTS
MEMBERS. ALL SIZES OF STRUCTURAL
COMPONENTS TO BE
SPECIFIED BY THE MANUFACTURER
SIDE VIEW OF PV ARRAY
SCALE 1:25
FRONT VIEW OF PV ARRAY
SCALE 1:25
MODULES DIMENSIONS
1665X991X38mm
MODULES DIMENSIONS
1665X991X38mm
4.74
0.10
BLINDING CONCRETE
100mm
GRAVEL LAYER
100mm
BLINDING CONCRETE
100mm
GRAVEL LAYER
100mm
0.10
GEOTEXTILE LAYER
1mm THICK
1200g POLYTHENE MEMBRANE
GEOTEXTILE LAYER
1mm THICK
1200g POLYTHENE MEMBRANE
7.14
0.99 0.99 0.99 0.99 0.99 0.99 0.99
7.14
0.99 0.99 0.99 0.99 0.99 0.99 0.99
0.30
Figure 3: Maximum base shear at base
DESCRIPTION OF THE STRUCTURE
The project scope includes the installation of 99KVA Pilot
Photo-Voltaic (PV) Solar Array in Kensington village.
The proposed project is a renewable energy generation
facility which will utilize solar photovoltaic technology to
generate electricity. The installation consists of a standalone
PV solar array 1-way fixed. When operating this PV system
will generate electricity in parallel with the local utility service
provider.
The project consists six raw of PV array and the project area
required is of approximately 2310m2.
Figure 5: Solar Photovoltaic system structure (Front view) Figure 6: Solar Photovoltaic system structure (Back view)
47.06
ROW 1
ROW 2
ROW 3
ROW 4
ROW 5
ROW 6
ARRAY 4
(14PV MODULES)
ARRAY 5
(14PV MODULES)
ARRAY 1
(12PV MODULES)
ARRAY 2
(12PV MODULES)
ARRAY 3
(14PV MODULES)
ARRAY 4
(14PV MODULES)
ARRAY 5
(14PV MODULES)
ARRAY 1
(12PV MODULES)
ARRAY 2
(12PV MODULES)
ARRAY 3
(14PV MODULES)
ARRAY 4
(14PV MODULES)
ARRAY 5
(14PV MODULES)
ARRAY 1
(12PV MODULES)
ARRAY 2
(12PV MODULES)
ARRAY 3
(14PV MODULES)
ARRAY 4
(14PV MODULES)
ARRAY 5
(14PV MODULES)
ARRAY 1
(12PV MODULES)
ARRAY 2
(12PV MODULES)
ARRAY 3
(14PV MODULES)
ARRAY 4
(14PV MODULES)
ARRAY 5
(14PV MODULES)
ARRAY 1
(12PV MODULES)
ARRAY 2
(12PV MODULES)
ARRAY 3
(14PV MODULES)
ARRAY 4
(14PV MODULES)
ARRAY 5
(14PV MODULES)
10.1310.1310.1310.1310.13
54.68
ARRAY 1
(12PV MODULES)
ARRAY 2
(12PV MODULES)
ARRAY 2
(14PV MODULES)
GB2-1 GB2-2 GB2-3 GB2-4 GB2-5
GB3-1 GB3-2 GB3-3 GB3-4 GB3-5
GB4-1 GB4-2 GB4-3 GB4-4 GB4-5
GB5-1 GB5-2 GB5-3 GB5-4 GB5-5
GB6-1 GB6-2 GB6-3 GB6-4 GB6-5
GB2-1 GB2-2 GB2-3 GB2-4 GB2-5
0.430.430.430.43
7.00
2.902.90
7.00
2.902.90
OM NLJ K
7.00
2.902.90
IG H
2.402.40
6.00
FD E
2.402.40
6.00
CA B
LAYOUT OF PV ARRAY
FOUNDATION BEAM
H:600mm x W:1300mm
LAYOUT OF PV ARRAY
FOUNDATION BEAM
H:600mm x W:1300mm
LAYOUT OF PV ARRAY
FOUNDATION BEAM
H:600mm x W:1300mm
LAYOUT OF PV ARRAY
FOUNDATION BEAM
H:600mm x W:1300mm
LAYOUT OF PV ARRAY
FOUNDATION BEAM
H:600mm x W:1300mm
LAYOUT OF PV ARRAY
FOUNDATION BEAM
H:600mm x W:1300mm
LAYOUT OF PV ARRAY
FOUNDATION BEAM
H:600mm x W:1300mm
SECTION VIEW (FOUNDATION BEAM) - A-A
SCALE 1:10
PART OF FOUNDATION PLAN (SINGLE GROUND BEAM)
SCALE 1:25
SCHEDULE OF GROUND BEAMS
BOTTOM
REINFORCEMENT
TOP BOTTOM
SIZENo
1300X300GB6-5
GB1-5 1300X600
GB5-5
GB3-5
GB4-4
1300X600
1300X600
1300X600
1300X600GB2-5
7Y167Y16
ZONE B
Y10/200
LINKS
7Y167Y16
7Y167Y16
7Y167Y16
7Y167Y16
7Y167Y16
Y10/200
Y10/200
Y10/200
Y10/200
Y10/200
SECTION VIEW (FOUNDATION BEAM) - B-B
SCALE 1:25
LONGITUDINAL
REINFORCEMENT
TO BE BEND 90deg
AND TO BE EXTENDED
400mm VERTICALLY
LONGITUDINAL REINFORCEMENT
TO BE BEND 90deg AND TO BE
EXTENDED 400mm VERTICALLY
600mm
BLINDING CONCRETE C16/20
HEIGHT:100mm
1200g POLYTHENE MEMBRANE
7000mm
F.G.L.
STEEL COLUMNSTEEL COLUMN
2 LINKS
1001
576
GEOTEXTILE 1mm THICK
GRAVEL LAYER (SEE DRAWING14023-GD4)
HEIGHT:100mm
SUBSTANDARD SOIL BASE STRUCTURAL DETAIL OF INVERTED BASE
SCALE 1:10
MESH #A142
A A
SUBSTANDARD SOIL BASE
1200g POLYTHENE MEMBRANE
GEOTEXTILE 1mm THICK
GRAVEL LAYER (SEE DRAWING14023-GD4)
HEIGHT:100mm
1.17
0.59
0.17
SECTION A-A
ALL BOLTS TO BE CAST WITH
CONCRETE AT FULL DEPTH
OF FOUNDATION BEAM
SUBSTANDARD SOIL BASE
600mm
FOUNDATION BEAM TOP
LONGITUDINAL REINFORCEMENT
7Y16
FOUNDATION BEAM BOTTOM
LONGITUDINAL REINFORCEMENT
7Y16
FOUNDATION BEAM
REINFORCEMENT
STIRRUPS (TIES)
Y8-200
1300mm
F.G.L.
1200g POLYTHENE MEMBRANE
GEOTEXTILE 1mm THICK
GRAVEL LAYER (SEE
DRAWING14023-GD4)
HEIGHT:100mm
FOUNDATION BEAM BOTTOM
TRANSVERSE REINFORCEMENT
Y16-200
FOUNDATION BEAM BOTTOM
TRANSVERSE REINFORCEMENT
Y16-200
FOUNDATION BEAM
REINFORCEMENT
STIRRUPS (TIES)
Y8-200
FOUNDATION BEAM
REINFORCEMENT
STIRRUPS (TIES)
Y8-200
1.40 1.99 1.40 1.99 1.40
STEEL COLUMNSTEEL COLUMNSTEEL COLUMN
1.52
B B
A
A
ALL BOLTS TO BE CAST WITH
CONCRETE AT FULL DEPTH
OF FOUNDATION BEAM
TRANSVERSELONGITUDINALLONGITUDINAL
Y16/200
Y16/200
Y16/200
Y16/200
Y16/200
Y16/200
Figure 7: Side and front Elevation views of PV array Figure 8: Plan view of PV array Figure 9: Plan view of concrete footing of PV array Figure 10: Structural detail of concrete footing
DESCRIPTION OF THE PROJECT
Name of project: Design of four Observation towers
Location: RAF Akrotiri & Dhekelia Pyla Range
Usage of the structure: Observation tower
Structural Engineer: Valentinos Neophytou
Scope of project: Design of steel tower
Level of seismic action used: 0.25g
Type of analysis used: Dynamic Modal Response Spectrum Analysis.
Size of structure: 6m & 12m high
SECTION B-B
SCALE: 1:50
SECTION A-A
SCALE: 1:50
SECTION A'-A'
SCALE: 1:50
SECTION B-B
SCALE: 1:50
BALLISTIC PROTECTION
PARAPET
(SEE DRAWING
14180-SD1 FOR DETAILS)
BALLISTIC PROTECTION
PARAPET
(SEE DRAWING
14180-SD1 FOR DETAILS)
NEW RC SLAB, SLAB
DEPTH 300mm
EXISTING CONCRETE
FOUNDATION
EXISTING
GROUND
LEVEL
NEW RC SLAB, SLAB
DEPTH 300mm
EXISTING CONCRETE
FOUNDATION
EXISTING
GROUND
LEVEL
EXISTING CONCRETE
FOUNDATION
EXISTING
GROUND
LEVEL
EXISTING CONCRETE
FOUNDATION
100mm THICK
CRUSHER RUN
100mm THICK
OF BLINDING
CONCRETE
L70X70X6
L70X70X6
L70X70X6
L70X70X6
HEB200
HEB200
HEB200
IPE200
IPE200
HEB200
HEB200
HEB200
IPE200
IPE200
IPE200
OPEN STEEL
GALVANIZED ANTI-SLIP
FLOOR. SIZE OF
FLOOR IS
800X242mm.BAR
DIMENSIONS 25X5mm
ANTI SLIP OPEN GALVANISED STEEL
RECTANGULAR GRATING BY LIONWELD LTD
REPRESENTED IN CYPRUS BY STYLSON
ENGINE.CO LTD OR EQUIVALENT.
MESH SIZE 25X3 "SAFELOCK DOUBLE
SERRATED - TYPE N SYSTEM".
L70X70X6
L70X70X6
L70X70X6
L70X70X6
HEB200
HEB200
HEB200
IPE200
IPE200
HEB200
HEB200
HEB200
IPE200
IPE200
IPE200
298928622672
298928622672
1200 GAUGE
POLYTHENE
SHEET
100mm THICK
CRUSHER RUN
100mm THICK
OF BLINDING
CONCRETE
1200 GAUGE
POLYTHENE
SHEET
DETAIL 7
(see drawing
14180-SD3)
DETAIL 8
(see drawing
14180-SD3)
8523
VERIFY THAT THE EXISTING CONCRETE
BASE HAS A MINIMUM DEPTH OF 300mm.
IF THE DEPTH IS LESS THAN 300mm,
INCREASE THE DEPTH OF THE NEW SLAB
BY 200mm AND LAY 16mm STEEL
REINFORCEMENT INSTEAD OF 12mm.
VERIFY THAT THE EXISTING CONCRETE
BASE HAS A MINIMUM DEPTH OF 300mm.
IF THE DEPTH IS LESS THAN 300mm,
INCREASE THE DEPTH OF THE NEW SLAB
BY 200mm AND LAY 16mm STEEL
REINFORCEMENT INSTEAD OF 12mm.
5450
775 3200 1475
4750
775 3200 775
APPLY BITUMEN
MATERIAL AROUND
THE SIDE OF THE
FOUNDATION
APPLY BITUMEN
MATERIAL AROUND
THE SIDE OF THE
FOUNDATION
APPLY BITUMEN
MATERIAL AROUND
THE SIDE OF THE
FOUNDATION
UPN200
RO33.7X2.6RO33.7X2.6RO33.7X2.6
RO42.4X4
OPEN STEEL
GALVANIZED ANTI-SLIP
FLOOR. SIZE OF
FLOOR IS
800X250mm.BAR
DIMENSIONS 25X5mm
IPE200
HEB200
HEB200
IPE200
IPE240
IPE200
UPN200
L70X70X6
L70X70X6
BALLISTIC PROTECTION
PARAPET
(SEE DRAWING
14180-SD1 FOR DETAILS)
IPE200
HEB200 HEB200
IPE200
IPE200
UPN200
UPN200
EXISTING
GROUND
LEVEL
NEW RC SLAB
5000X5000X200mm
EXISTING CONCRETE
FOUNDATION
0.20m
2.99m2.56m
NEW RC SLAB
5000X5000X200mm
EXISTING CONCRETE
FOUNDATION
EXISTING GROUND LEVEL
0.20m2.99m2.56m
3.20m0.90m
NEW RC
FOUNDATION FOR
STAIRCASE
(1200X900X300mm)
BACKFILL
FORM
EXISTING
GROUND
100mm
CRUSHER RUN
1200 GAUGE
POLYTHENE
SHEET
IPE200
5.75m
5.75m
DETAIL 7
(see drawing
14180-SD3)
DETAIL 8
(see drawing
14180-SD3)
L70X70X6
L70X70X6
DETAIL 7
(see drawing
14180-SD3)
DETAIL 8
(see drawing
14180-SD3)
BALLISTIC PROTECTION
PARAPET
(SEE DRAWING
14180-SD1 FOR DETAILS)
SEE DRAWING 14180-SD1
FOR CONSTRUCTION
DETAILS
1.20m 2.60m 1.20m 1.20m 2.60m 1.20m
Figure 2: Structural model - MT0502 Figure 3: Structural model - MT0501, MT0560 & MT0561
Figure 4: Structural design to Eurocode 3
A
D
2
IPE160
IPE160
IPE160
IPE200
IPE200
IPE140
IPE140
IPE140
IPE140
IPE140
IPE140
IPE200IPE200
IPE200IPE200
IPE140
IPE140
IPE140
IPE200
IPE200
IPE140
IPE140
IPE140
IPE240
IPE240
UPN200
UPN200
UPN200
UPN200
FIRST FLOOR PLAN (PLATFORM)
SCALE: 1:50
FOUNDATION PLAN VIEW
SCALE: 1:50
ROOF PLAN
SCALE: 1:50
IPE160
IPE160
IPE160
IPE200
IPE200
IPE200
IPE200
UPN200
UPN200
1
21
A
D
A
D
1 2
3
B
C
AA
B'
B'
Y12-200
Y12-200
1
d=200
Y12-200
Y12-200
B
B
A'A'
d=300
2
Y10-200
Y10-200
DETAIL 6
(see drawing
14180-SD3)
DETAIL 4
(see drawing
14180-SD2)
DETAIL 3
(see drawing
14180-SD2)
DETAIL 1
(see drawing
14180-SD2)
2.60m
1.27m1.27m
1.27m2.60m1.27m
2.60m1.20m 1.20m
1.20m1.20m
8.65m
5.00m
2.60m
2.60m
2.60m
HEB200
PLT 340X340X25
HEB200
PLT 340X340X25
HEB200
PLT 340X340X25
HEB200
PLT 340X340X25
OPEN STEEL GALVANIZED
ANTI-SLIP FLOOR. SIZE OF FLOOR
IS 800X250mm.BAR
DIMENSIONS 25X5mm. SEE DETAIL
11 IN DRAWING 14180-SD4.
0.90m
1.20m
NEW REINFORCED
CONCRETE FOUNDATION
FOR STAIRCASE
(1200X900X300mm)
STEEL BASE PLATE
CONNECTION OF UPN200
TO NEW CONCRETE
FOUNDATION
PLT 330X85X10
3.65m
0.87m
0.87m
0.86m
NEW REINFORCED
CONCRETE (RC) TO BE CAST
ON EXISTING CONCRETE
FOUNDATION
SLAB 5000X5000X200mm.
SEE DETAIL 10 IN DRAWING
14180-SD4
5.15m
5.15m
DETAIL 2
(see drawing
14180-SD2)
ALL UPN200 STEEL SECTIONS OF THE FLOOR
PLAN (PERIMETER BEAMS)
ARE TO BE CUT IN 45deg AND ARE TO
WELDED TOGETHER.
1150
1140
564
568
DETAIL 5
(see drawing
14180-SD3)
SIKAFLOO-PROSEAL OR
EQUIVALENT TO BE APPLIED
ON ALL CONCRETE
SURFACE.
SIKAFLOO-PROSEAL OR
EQUIVALENT TO BE APPLIED
ON ALL CONCRETE
SURFACE.
Figure 5: Maximum displacement Figure 6: Mode shape 1 - T=0.219s Figure 7: Mode shape 2 - T=0.163s Figure 8: Axial force diagram Figure 9: Shear force diagram Figure 10: Bending moment diagram
Figure 1: Existing Tower MT0502 (West & South Elevation views)
Figure 11: Structural drawings - Plans (MT0501,MT0560 & MT0561) Figure 12: Structural drawings - Elevations (MT0502) Figure 13: Structural drawings - Elevations (MT0501)
DESCRIPTION OF THE PROJECT
Name of project: Structural design review of steel canopy roof
Location: Dhekelia Station
Usage of the structure: Canopy roof
Structural Engineer: Valentinos Neophytou
Scope of project: Design engineering review of steel canopy roof
Level of seismic action used: 0.25g
Type of analysis used: Dynamic Modal Response Spectrum Analysis.
Size of structure: 9.1m & 7m
Figure 1: Structural model Figure 2: Bending moment diagram
Figure 3: Various photographs during construction of steel open canopy roof structure
DESCRIPTION OF THE PROJECT
Name of project: Assessment of live load carrying capacity
Location: Dhekelia Station
Usage of the structure: Bridge
Structural Engineer: Valentinos Neophytou
Scope of project: Assessment of live load carrying capacity
Level of seismic action used: N/A
Type of analysis used: Static & Moving load analysis.
Size of structure: 60m long in total (5 spans)
Figure 2: Load case 2: Loaded span 1-5
Figure 4: Load case 2: Loaded span 1
Figure 6: Load case 3: Loaded span 3
Figure 8: Load case 4: Loaded span 2
Figure 1: Structural model
Figure 3: Deformation shape of load case 2
Figure 5: Deformation shape of load case 2
Figure 7: Deformation shape of load case 3
Figure 9: Deformation shape of load case 4
DESCRIPTION OF THE PROJECT
Name of project: STRUCTURAL ASSESSMENT OF FLOODLIGHT
COLUMNS
Location: Dhekelia Station
Usage of the structure: Floodlight
Structural Engineer: Valentinos Neophytou
Scope of project: Structural assessment
Level of seismic action used: 0.25g
Type of analysis used: Linear static analysis
Size of structure: 16m high
DESCRIPTION OF THE STRUCTURE
The structures are octagonal steel columns sections with a height
of 16m.
One of the 6 floodlight column was picked for analysis as all
floodlight column are identically. The top of the steel column
supports rectangular steel beam (head-frame) where 4 floodlights
are attached. One single obstruction light and air terminator single
rod is also attached on the top of the column.
All columns are hinged at base and are raised and lowered by the
use of jack frame assembly. The hinge base plate is made of
hot-dip galvanised and bolted on foundation base plate connection.
The access point for lowering and rising the column using jack
frame assembly has been closed by welding steel plate sections.
The structure acts as a freestanding cantilever, where the tube is
transferring vertical and lateral loads to the foundation. Lateral
stability in all direction is provided by the moment connection of the
steel structure to the foundation.
Figure 2: Structural modelFigure 1: Floodlight column Figure 3: Bending moment diagram Figure 4: Shear force diagram
Figure 7: Structural/general details of the structure
Figure 5: Maximum displacement
under wind loading
Figure 6: Structural calculations
DESCRIPTION OF THE PROJECT
Name of project: Asbestos removale from various SFA island-wide
Location: RAF Akrotiri, Episkopi & Dhekelia
Usage of the structure: Service family accommodation
Structural Engineer: Valentinos Neophytou
Scope of project: Design of reinstatement works following asbestos
removal
Level of seismic action used: N/A
Type of analysis used: N/A
Size of structure: 236 buildings
DESCRIPTION OF THE STRUCTURE
The project is related to various assets located at the WSBA and
ESBA Sites and which are listed in Annex A-C of this specification
(sorted per site). Each of the assets, contain various asbestos
containing materials, which have been identified by Asbestos
Management Surveys carried out in the past.
The project involves carrying out asbestos removals works by the
Licensed Asbestos Specialist Contractor undertaking the project.
Remove and dispose as contaminated waste of the external asbestos
soffit boards of the building. The works require being undertaken
partial enclosure where the asbestos material is not crysotile.
Remove and dispose as contaminated waste of the external asbestos
gutters/downpipes of the building. The works require being
undertaken partial enclosure where the asbestos material is not
crysotile.
MT0015
MT0020
MT0016
MT0017
42
41
40
39
29
30
31
32
37 38
35 36
28 27
26 25 24
23 22
21
20
19
18 17
16 15
3433
2
1
3
45
14 15 16
4
5
6
1
2
3
6
7 81
2
3
4
5
10
11
12
13
14
9
6 8
10
12
2
4
3
1
7
5
6
8
PHILIP ROAD
11
9
86
57
3 1
911
2 4
171
D113
DUKESTREET
3 1
MIUN3
MIL2
42
LANIA ROCK CHAMBERS
SITE PLAN AT RAF AKROTIRI INDICATING "AREA 1" AND "AREA 2" WHERE WORK IS TO BE CARRIED OUT
SCALE: NOT TO SCALE
TO SERVICE FAMILIES ACCOMMODATION (SFA)
LEGEND
SFA "TYPE B" REQUIRING
ASBESTOS REMOVAL AND
NON-ASBESTOS REINSTATEMENT WORK
SFA "TYPE C" REQUIRING
ASBESTOS REMOVAL AND
NON-ASBESTOS REINSTATEMENT
WORK
SITE PLAN AT EPISKOPI - KENSIGTON VILLAGE INDICATING WHERE WORK IS TO BE CARRIED OUT
SCALE: NOT TO SCALE
TO SERVICE FAMILIES ACCOMMODATION (SFA)
LEGEND
SFA "TYPE C/V-A & V-A" REQUIRING
ASBESTOS REMOVAL AND NON-ASBESTOS
REINSTATEMENT WORK
SFA "TYPE V-B & C/V-B" REQUIRING
ASBESTOS REMOVAL AND NON-ASBESTOS
REINSTATEMENT WORK
SFA "TYPE IV-B" REQUIRING ASBESTOS
REMOVAL AND NON-ASBESTOS
REINSTATEMENT WORK
SFA "TYPE IV-A" REQUIRING ASBESTOS
REMOVAL AND NON-ASBESTOS
REINSTATEMENT WORK
REMOVE EXISTING
TIMBER FASCIA BOARDS.
PROVIDE NEW 250X30mm
THICK FASCIA BOARDS AND
TO BE PAINTED AS PER
SECTION G.1 OF
THE SPECIFICATION -PART 2
REMOVE EXISTING ASBESTOS
CEMENT SOFFIT BOARDS
AS PER SPECIFICATION.
PROVIDE 12mm THICK
CEMENT BOARD "MAGNUM BOARD"
OR EQUAL APPROVED
WITH 30mins FIRE RATING.
FIX TO EXISTING SUPPORTS.
EXISTING UPVC GUTTER
AND DOWN PIPES. PROVIDE
NEW 150mm UPVC GUTTERS
AND 100mm UPVC DOWNPIPES.
REMOVE EXISTING
TIMBER FASCIA BOARDS.
PROVIDE NEW 250X30mm
THICK FASCIA BOARDS AND
TO BE PAINTED AS PER
SECTION G.1 OF
THE SPECIFICATION -PART 2
REMOVE EXISTING ASBESTOS
CEMENT SOFFIT BOARDS
AS PER SPECIFICATION.
PROVIDE 12mm THICK
CEMENT BOARD "MAGNUM BOARD"
OR EQUAL APPROVED
WITH 30mins FIRE RATING.
FIX TO EXISTING SUPPORTS.
ROOF PLAN - SFA "TYPE C"
SCALE 1:50
BUILDING 1 BUILDING 2
DETAIL-C
SEE DRAWING
14162-AD1
DETAIL-C
SEE DRAWING
14162-AD1
DETAIL-C
SEE DRAWING
14162-AD1
DETAIL-B
SEE DRAWING
14162-AD1
DETAIL-B
SEE DRAWING
14162-AD1
DETAIL-B
SEE DRAWING
14162-AD1
DETAIL-A
SEE DRAWING
14162-AD1
DETAIL-A
SEE DRAWING
14162-AD1
DETAIL-C
SEE DRAWING
14162-AD1
DETAIL-C
SEE DRAWING
14162-AD1
DETAIL-C
SEE DRAWING
14162-AD1
REMOVE EXISTING
TIMBER FASCIA BOARDS.
PROVIDE NEW 250X30mm
THICK FASCIA BOARDS AND
TO BE PAINTED AS PER
SECTION G.1 OF
THE SPECIFICATION -PART 2
REMOVE EXISTING ASBESTOS
CEMENT SOFFIT BOARDS
AS PER SPECIFICATION.
PROVIDE 12mm THICK
CEMENT BOARD "MAGNUM BOARD"
OR EQUAL APPROVED
WITH 30mins FIRE RATING.
FIX TO EXISTING SUPPORTS.
EXISTING UPVC GUTTER
AND DOWN PIPES. PROVIDE
NEW 150mm UPVC GUTTERS
AND 100mm UPVC DOWNPIPES.
REMOVE EXISTING ASBESTOS
CEMENT SOFFIT BOARDS
AS PER SPECIFICATION.
PROVIDE 12mm THICK
CEMENT BOARD "MAGNUM BOARD"
OR EQUAL APPROVED
WITH 30mins FIRE RATING.
FIX TO EXISTING SUPPORTS.
DETAIL-B
SEE DRAWING
14162-AD1
DETAIL-B
SEE DRAWING
14162-AD1
DETAIL-A
SEE DRAWING
14162-AD1
DETAIL-A
SEE DRAWING
14162-AD1
DETAIL-B
SEE DRAWING
14162-AD1
REMOVE EXISTING
TIMBER FASCIA BOARDS.
PROVIDE NEW 250X30mm
THICK FASCIA BOARDS AND
TO BE PAINTED AS PER
SECTION G.1 OF
THE SPECIFICATION -PART 2
FRONT ELEVATION - SFA "TYPE C"
SCALE 1:50
SIDE ELEVATION - SFA "TYPE C"
SCALE 1:50
BACK ELEVATION - SFA "TYPE C"
SCALE 1:50
SIDE ELEVATION - SFA "TYPE C"
SCALE 1:50
REMOVE EXISTING
TIMBER EAVE BOARDS.
PROVIDE NEW 250X30mm
THICK EAVE BOARDS AND
TO BE PAINTED AS PER
SECTION G.1 OF
THE SPECIFICATION-
PART 2. MAKE GOOD ALL
DISTURB AREA (I.E. ROOF
CLAY TILES).
REMOVE EXISTING
TIMBER EAVE BOARDS.
PROVIDE NEW 250X30mm
THICK EAVE BOARDS AND
TO BE PAINTED AS PER
SECTION G.1 OF
THE SPECIFICATION-
PART 2. MAKE GOOD ALL
DISTURB AREA (I.E. ROOF
CLAY TILES).
EXISTING TIMBER
CLADDING TO BE
PAINTED AS PER SECTION
G.1 OF THE SPECIFICATION
REMOVE EXISTING
TIMBER FASCIA BOARDS.
PROVIDE NEW 250X30mm
THICK FASCIA BOARDS AND
TO BE PAINTED AS PER
SECTION G.1 OF
THE SPECIFICATION -PART 2
REMOVE EXISTING ASBESTOS
CEMENT SOFFIT BOARDS
AS PER SPECIFICATION.
PROVIDE 12mm THICK
CEMENT BOARD "MAGNUM BOARD"
OR EQUAL APPROVED.
FIX TO EXISTING SUPPORTS.
EXISTING UPVC GUTTER
AND DOWN PIPES. PROVIDE
NEW 150mm UPVC GUTTERS
AND 100mm UPVC DOWNPIPES.
EXISTING UPVC GUTTER
AND DOWN PIPES. PROVIDE
NEW 150mm UPVC GUTTERS
AND 100mm UPVC DOWNPIPES.
REMOVE EXISTING ASBESTOS
CEMENT SOFFIT BOARDS
AS PER SPECIFICATION.
PROVIDE 12mm THICK
CEMENT BOARD "MAGNUM BOARD"
OR EQUAL APPROVED.
FIX TO EXISTING SUPPORTS.
REMOVE EXISTING
TIMBER FASCIA BOARDS.
PROVIDE NEW 250X30mm
THICK FASCIA BOARDS AND
TO BE PAINTED AS PER
SECTION G.1 OF
THE SPECIFICATION -PART 2
REMOVE EXISTING ASBESTOS
CEMENT SOFFIT BOARDS
AS PER SPECIFICATION.
PROVIDE 12mm THICK
CEMENT BOARD "MAGNUM BOARD"
OR EQUAL APPROVED
WITH 30mins FIRE RATING.
FIX TO EXISTING SUPPORTS.
EXISTING UPVC GUTTER
AND DOWN PIPES. PROVIDE
NEW 150mm UPVC GUTTERS
AND 100mm UPVC DOWNPIPES.
EXISTING UPVC GUTTER
AND DOWN PIPES. PROVIDE
NEW 150mm UPVC GUTTERS
AND 100mm UPVC DOWNPIPES.
REMOVE EXISTING ASBESTOS
CEMENT SOFFIT BOARDS
AS PER SPECIFICATION.
PROVIDE 12mm THICK
CEMENT BOARD "MAGNUM BOARD"
OR EQUAL APPROVED
WITH 30mins FIRE RATING.
FIX TO EXISTING SUPPORTS.
EXISTING TIMBER
CLADDING TO BE
PAINTED AS PER SECTION
G.1 OF THE SPECIFICATION
Figure 1: Site plan at RAF Akrotiri indicating the location where asbestos removal is to be carried out Figure 2: Site plan at Episkopi indicating the location where asbestos removal is to be carried out
Figure 3: Plan view of SFA "Type C" - RAF Akrotiri Figure 3: Elevation view of SFA "Type C" - RAF Akrotiri