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PORTFOLIO-Model

This document summarizes several structural engineering projects in Cyprus including: 1. Seismic assessment of a 20m reinforced concrete water tower. Modal response spectrum analysis found the first three vibration modes and results for base shear, displacement, and overturning moment. 2. Seismic assessment of an 8x20m unreinforced masonry telephone exchange. Modal analysis determined vibration modes and results for shear forces and bending moments. 3. Design of a 2310m2 PV solar array with 6 rows of panels. The project scope, structural model, and design details like foundations are described. 4. Design of four steel observation towers ranging from 6-12m high. Tower designs include structural sections, foundations

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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

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PORTFOLIO-Model

  • 1.
    INTERSERVE DEFENCE LIMITED DISCRETEWORKS 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