PORTFOLIO-Model

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.


Name of project: Seismic Assessment of Uneinforced masonry structure

Location: Episkopi Garrison

Usage of the structure: Telephone exchange facility


Scope of project: Seismic assessment

Level of seismic action used: 0.05g


Size of structure: W:8xL:20m


The building is a single storey rectangular structure which is regular in plan andelevation. The overall dimensions are 8.2m x 20.4m. The height to the eaves is3.1m and 5.7m to the roof ridge, above the ground floor slab. The walls arefounded to sit on strip footings, approximately 500mm below existing groundlevel.

There is no rigid slab in the building, therefore flexible diaphragm behavior hasbeen assumed in the mathematical model.

The concrete masonry hollow section is filled by concrete, as identify in thedrawings and laboratory test. Walls support a series of steel framed trusses (No.5 - see drawings at Annex A) with timber purlins and rafters with conventionalclay tiled roof. The ceiling is formed by metal lathe and plaster construction. Atroof level, all the walls are connected by continuous RC ring beams. All the RCring beams have a width equal to the wall thickness. The ring beams arereinforced with three 12mm rebars. The RC ring beams of the buildings have adepth 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


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


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

2AREA:2310m

Figure 4: Aerial view of the proposed location

1.55

3.473.21

0.95

0.60

1.30

1.66

1.66

1.55

3.473.21

0.95

0.60

1.30

1.66

1.66

7.50

15mm GAP BETWEENMODULES IN ALL DIRECTION

3.47

0.43

PV MODULES IN PORTRAITORIENTATION

PEAK POWER OF EACH MODULE IS 250W

TYPICAL BEAM AND COLUMN SUPPORTSMEMBERS. ALL SIZES OF STRUCTURAL

COMPONENTS TO BESPECIFIED BY THE MANUFACTURER

SIDE VIEW OF PV ARRAYSCALE 1:25

FRONT VIEW OF PV ARRAYSCALE 1:25

MODULES DIMENSIONS1665X991X38mm

MODULES DIMENSIONS1665X991X38mm

4.74

0.10

BLINDING CONCRETE100mm

GRAVEL LAYER100mm

BLINDING CONCRETE100mm

GRAVEL LAYER100mm

0.10

GEOTEXTILE LAYER1mm THICK

1200g POLYTHENE MEMBRANE

GEOTEXTILE LAYER1mm THICK


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


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)



























10

.1

31

0.13

10

.1

31

0.1

31

0.1

3

54

.6

8




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 BEAMH:600mm x W:1300mm

LAYOUT OF PV ARRAY


LAYOUT OF PV ARRAY


LAYOUT OF PV ARRAY


LAYOUT OF PV ARRAY


LAYOUT OF PV ARRAY


LAYOUT OF PV ARRAY


SECTION VIEW (FOUNDATION BEAM) - A-ASCALE 1:10

PART OF FOUNDATION PLAN (SINGLE GROUND BEAM)SCALE 1:25

SCHEDULE OF GROUND BEAMS

BOTTOM REINFORCEMENT

TOP BOTTOMSIZENo

1300X300GB6-5

GB1-5 1300X600

GB5-5

GB3-5GB4-4

1300X600

1300X6001300X600

1300X600GB2-57Y167Y16

ZONE B

Y10/200

LINKS

7Y167Y167Y167Y167Y167Y167Y167Y167Y167Y16

Y10/200Y10/200Y10/200Y10/200Y10/200

SECTION VIEW (FOUNDATION BEAM) - B-BSCALE 1:25

LONGITUDINALREINFORCEMENT

TO BE BEND 90degAND TO BE EXTENDED

400mm VERTICALLY

LONGITUDINAL REINFORCEMENTTO BE BEND 90deg AND TO BEEXTENDED 400mm VERTICALLY

600m

m

BLINDING CONCRETE C16/20HEIGHT:100mm


7000mm

F.G.L.

STEEL COLUMNSTEEL COLUMN

2 LINKS

1001

57

6

GEOTEXTILE 1mm THICK

GRAVEL LAYER (SEE DRAWING14023-GD4)HEIGHT:100mm

SUBSTANDARD SOIL BASE STRUCTURAL DETAIL OF INVERTED BASESCALE 1:10

MESH #A142

A A

SUBSTANDARD SOIL BASE1200g POLYTHENE MEMBRANE


GRAVEL LAYER (SEE DRAWING14023-GD4)HEIGHT:100mm

1.17

0.5

9

0.17

SECTION A-A

ALL BOLTS TO BE CAST WITHCONCRETE AT FULL DEPTHOF FOUNDATION BEAM

SUBSTANDARD SOIL BASE

600m

m

FOUNDATION BEAM TOPLONGITUDINAL REINFORCEMENT7Y16

FOUNDATION BEAM BOTTOMLONGITUDINAL REINFORCEMENT7Y16

FOUNDATION BEAMREINFORCEMENT

STIRRUPS (TIES)Y8-200

1300mm

F.G.L.



GRAVEL LAYER (SEEDRAWING14023-GD4)HEIGHT:100mm

FOUNDATION BEAM BOTTOMTRANSVERSE REINFORCEMENT

Y16-200

FOUNDATION BEAM BOTTOMTRANSVERSE REINFORCEMENT

Y16-200





1.40 1.99 1.40 1.99 1.40

STEEL COLUMNSTEEL COLUMNSTEEL COLUMN

1.5

2

B B

A

A

ALL BOLTS TO BE CAST WITHCONCRETE AT FULL DEPTHOF FOUNDATION BEAM

TRANSVERSELONGITUDINALLONGITUDINAL

Y16/200Y16/200Y16/200Y16/200Y16/200Y16/200

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


Name of project: Design of four Observation towers

Location: RAF Akrotiri & Dhekelia Pyla Range

Usage of the structure: Observation tower


Scope of project: Design of steel tower



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 PROTECTIONPARAPET(SEE DRAWING14180-SD1 FOR DETAILS)


NEW RC SLAB, SLABDEPTH 300mm

EXISTING CONCRETEFOUNDATION

EXISTINGGROUNDLEVEL

NEW RC SLAB, SLABDEPTH 300mm


EXISTINGGROUNDLEVEL


EXISTINGGROUNDLEVEL


100mm THICKCRUSHER RUN

100mm THICKOF BLINDING

CONCRETE

L70X70X6

L70X70X6

L70X70X6

L70X70X6

HEB200

HEB200

HEB200

IPE200

IPE200

HEB200

HEB200

HEB200

IPE200IPE200

IPE200 OPEN STEELGALVANIZED ANTI-SLIP

FLOOR. SIZE OFFLOOR IS

800X242mm.BARDIMENSIONS 25X5mm

ANTI SLIP OPEN GALVANISED STEELRECTANGULAR GRATING BY LIONWELD LTDREPRESENTED IN CYPRUS BY STYLSONENGINE.CO LTD OR EQUIVALENT.MESH SIZE 25X3 "SAFELOCK DOUBLESERRATED - TYPE N SYSTEM".

L70X70X6

L70X70X6

L70X70X6

L70X70X6

HEB200

HEB200

HEB200

IPE200

IPE200

HEB200

HEB200

HEB200

IPE200IPE200

IPE200

2989

2862

2672

2989

2862

2672

1200 GAUGEPOLYTHENE

SHEET

100mm THICKCRUSHER RUN

100mm THICKOF BLINDING

CONCRETE

1200 GAUGEPOLYTHENE

SHEET

DETAIL 7(see drawing14180-SD3)


8523

VERIFY THAT THE EXISTING CONCRETEBASE 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 STEELREINFORCEMENT INSTEAD OF 12mm.

VERIFY THAT THE EXISTING CONCRETEBASE HAS A MINIMUM DEPTH OF 300mm.IF THE DEPTH IS LESS THAN 300mm,INCREASE THE DEPTH OF THE NEW SLABBY 200mm AND LAY 16mm STEELREINFORCEMENT INSTEAD OF 12mm.

5450

775 3200 14754750

775 3200 775

APPLY BITUMENMATERIAL AROUND

THE SIDE OF THEFOUNDATION

APPLY BITUMENMATERIAL AROUNDTHE SIDE OF THEFOUNDATION

APPLY BITUMENMATERIAL AROUNDTHE SIDE OF THEFOUNDATION

UPN200

RO33.7X2.6RO33.7X2.6RO33.7X2.6

RO42.4X4

OPEN STEELGALVANIZED ANTI-SLIPFLOOR. SIZE OFFLOOR IS800X250mm.BARDIMENSIONS 25X5mm

IPE200

HEB200

HEB200

IPE200IPE240 IPE200

UPN200

L70X70X6

L70X70X6

BALLISTIC PROTECTIONPARAPET

(SEE DRAWING14180-SD1 FOR DETAILS)

IPE200

HEB200 HEB200

IPE200

IPE200

UPN200

UPN200

EXISTINGGROUNDLEVEL

NEW RC SLAB5000X5000X200mm


0.20

m2.

99m

2.56

m

NEW RC SLAB5000X5000X200mm


EXISTING GROUND LEVEL0.20

m2.

99m

2.56

m

3.20m0.90m

NEW RCFOUNDATION FORSTAIRCASE(1200X900X300mm)

BACKFILLFORMEXISTINGGROUND

100mmCRUSHER RUN

1200 GAUGEPOLYTHENESHEET

IPE200

5.75

m

5.75

m



L70X70X6

L70X70X6




SEE DRAWING 14180-SD1FOR 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

IPE1

60

IPE1

60

IPE1

60

IPE2

00

IPE2

00

IPE1

40

IPE1

40

IPE1

40

IPE1

40

IPE1

40

IPE1

40

IPE2

00IP

E200

IPE2

00IP

E200

IPE140

IPE140

IPE140

IPE200

IPE200

IPE140

IPE140

IPE140

IPE240

IPE240

UPN

200

UPN200

UPN200

UPN

200

FIRST FLOOR PLAN (PLATFORM)

SCALE: 1:50

FOUNDATION PLAN VIEW

SCALE: 1:50

ROOF PLAN

SCALE: 1:50

IPE1

60

IPE1

60

IPE1

60

IPE2

00

IPE2

00

IPE200

IPE200

UPN200

UPN200

1

21

A

D

A

D

1 2

3

B

C

AA

B'

B'

Y12-

200

Y12-

200

1d=200

Y12-200

Y12-200

B

B

A'A'

d=3002

Y10-

200

Y10-

200





2.60

m

1.27

m1.

27m

1.27m2.60m1.27m

2.60m1.20m 1.20m

1.20

m1.

20m

8.65m

5.00

m2.

60m

2.60

m

2.60m

HEB200PLT 340X340X25




OPEN STEEL GALVANIZEDANTI-SLIP FLOOR. SIZE OF FLOORIS 800X250mm.BARDIMENSIONS 25X5mm. SEE DETAIL11 IN DRAWING 14180-SD4.

0.90m

1.20

m

NEW REINFORCEDCONCRETE FOUNDATION

FOR STAIRCASE(1200X900X300mm)

STEEL BASE PLATECONNECTION OF UPN200

TO NEW CONCRETEFOUNDATION

PLT 330X85X10

3.65m

0.87

m0.

87m

0.86

m

NEW REINFORCEDCONCRETE (RC) TO BE CASTON EXISTING CONCRETEFOUNDATIONSLAB 5000X5000X200mm.SEE DETAIL 10 IN DRAWING14180-SD4

5.15

m

5.15m


ALL UPN200 STEEL SECTIONS OF THE FLOORPLAN (PERIMETER BEAMS)ARE TO BE CUT IN 45deg AND ARE TOWELDED TOGETHER.

1150

1140

564

568


SIKAFLOO-PROSEAL OREQUIVALENT TO BE APPLIEDON ALL CONCRETESURFACE.

SIKAFLOO-PROSEAL OREQUIVALENT TO BE APPLIEDON ALL CONCRETESURFACE.

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)


Name of project: Structural design review of steel canopy roof


Usage of the structure: Canopy roof


Scope of project: Design engineering review of steel canopy roof



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


Name of project: Assessment of live load carrying capacity


Usage of the structure: Bridge


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 1: Structural model

Figure 3: Deformation shape of load case 2





Name of project: STRUCTURAL ASSESSMENT OF FLOODLIGHT

COLUMNS


Usage of the structure: Floodlight


Scope of project: Structural assessment


Type of analysis used: Linear static analysis

Size of structure: 16m high


The structures are octagonal steel columns sections with a heightof 16m.

One of the 6 floodlight column was picked for analysis as allfloodlight column are identically. The top of the steel columnsupports rectangular steel beam (head-frame) where 4 floodlightsare attached. One single obstruction light and air terminator singlerod is also attached on the top of the column.

All columns are hinged at base and are raised and lowered by theuse of jack frame assembly. The hinge base plate is made ofhot-dip galvanised and bolted on foundation base plate connection.The access point for lowering and rising the column using jackframe assembly has been closed by welding steel plate sections.

The structure acts as a freestanding cantilever, where the tube istransferring vertical and lateral loads to the foundation. Lateralstability in all direction is provided by the moment connection of thesteel 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


Name of project: Asbestos removale from various SFA island-wide

Location: RAF Akrotiri, Episkopi & Dhekelia

Usage of the structure: Service family accommodation


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


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.

M

T

0

0

1

5

M

T

0

0

2

0

M

T

0

0

1

6

M

T

0

0

1

7

4

2

4

1

4

0

3

9

2

9

3

0

3

1

3

2

3

7

3

8

3

5

3

6

2

8

2

7

2

6

2

5

2

4

2

32

2

2

1

2

0

1

9

1

8

1

7

1

6

1

5

3

4

3

3

2

1

3

4

5

14

15

16

4

5

6

1

2

3

6

7

8

1

2

3

4

5

1

0

1

1

1

2

1

3

1

4

9

6

8

1

0

1

2

2

4

3

1

7

5

6

8

PH

ILIP

RO

AD

1

1

9

8

6

5

7

3

1

9

11

2

4

171

D

113

D

U

K

E

S

T

R

E

E

T

3

1

M

I

U

N

3

M

I

L

2

4

2

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





SECTION G.1 OF





PROVIDE 12mm THICK


OR EQUAL APPROVED



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





SECTION G.1 OF





PROVIDE 12mm THICK


OR EQUAL APPROVED










PROVIDE 12mm THICK


OR EQUAL APPROVED



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





SECTION G.1 OF


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.


THICK EAVE BOARDS AND


SECTION G.1 OF

THE SPECIFICATION-

PART 2. MAKE GOOD ALL

DISTURB AREA (I.E. ROOF

CLAY TILES).

REMOVE EXISTING

TIMBER EAVE BOARDS.


THICK EAVE BOARDS AND


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





SECTION G.1 OF





PROVIDE 12mm THICK


OR EQUAL APPROVED.










REMOVE EXISTING ASBESTOSCEMENT SOFFIT BOARDSAS PER SPECIFICATION.PROVIDE 12mm THICKCEMENT BOARD "MAGNUM BOARD"OR EQUAL APPROVED.FIX TO EXISTING SUPPORTS.

REMOVE EXISTING





SECTION G.1 OF





PROVIDE 12mm THICK


OR EQUAL APPROVED











REMOVE EXISTING ASBESTOSCEMENT SOFFIT BOARDSAS PER SPECIFICATION.PROVIDE 12mm THICKCEMENT BOARD "MAGNUM BOARD"OR EQUAL APPROVEDWITH 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

PORTFOLIO-Model

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