9. GA
01
SECTION 1-1
SCALE 1:25
EXISTING FOOTING
TRIMMED BACK
2 LAYERS 1200g VISQUEEN
SLIP MEMBRANE
CELLCORE HEAVE PROTECTION
TO U/S SLABS BEAMS
RC SLAB
3:1 SHARP SAND :
CEMENT MIX. ENSURE
DRY PACK IS WELL
RAMMED IN WITH ALL
VOIDS FILLED
No. 35
FFL TBCGROUND FLOOR
SSL -0.165
CAVITY BLOCKWORK
OMITTED FOR CLARITY
RC WALL
RC WALL
MASS CONCRETE
UNDERPIN TO
EXISTING FOOTING
RC SLAB
RC SLAB
RC SLAB
UPPER BASEMENT
SSL -4.320
LOWER BASEMENT
SSL -10.345
MIDDLE BASEMENT
SSL -7.620
BORED RC PILE
RC GROUND BEAM
750x600 DEEP
EDGE BEAM
EDGE BEAM
EDGE BEAM
BORED RC PILE
PILE CAP
RC WALL
RC WALL
RC WALL
STAIRWELL
BOREHOLE AND LINER FOR LIFT
HYDRAULIC PISTON INDICATIVE ONLY
DETAILS TBC
GA
01
SECTION 6-6 SIMILAR - OPP. HAND
SCALE 1:25
BORED RC PILE
2 SKINS 100
BLOCKWORK DO NOT SCALE FROM THIS DRAWING
THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL SITE
DIMENSIONS BEFORE COMMENCING ANY WORK
ALL DIMENSIONS IN mm UNLESS OTHERWISE NOTED ALL DIMENSIONS
AND LEVELS TO BE CONFIRMED
BY ARCHITECT SETTING OUT TO BE CONFIRMED ON SITE
FIDEL KARIM
STRUCTURAL
DRAWINGS
SCALEPAPER SIZEDATE
DRAWN CHECKED
DESCRIPTIONDATEREV
THIS DRAWING IS SUBJECT TO COPYRIGHT
-
--
04/08/2014
SECTIONS THROUGH
BUILDING
S/01 P6
-
AD --
A1 AS SHOWN
P1 04/08/14 INITIAL ISSUE
P2 03/12/14 REVISED AS CLOUDED
P3 21/01/15 MASS CONCRETE WALL REVISED
P4 06/07/15 REVISED AS CLOUDED
P5 14/07/15 REVISED WHERE CLOUDED
P6 12/08/15 REVISED WHERE CLOUDED
10. GA
01
SECTION 2-2
SCALE 1:25
CELLCORE HEAVE PROTECTION
TO U/S SLABS BEAMS
BORED RC PILES
BORED RC PILES
MASS CONCRETE
UNDERPIN TO
EXISTING FOOTING
EXISTING MASONRY
BOUNDARY WALL
RC SLAB
RC WALL
RC WALL
3:1 SHARP SAND :
CEMENT MIX. ENSURE
DRY PACK IS WELL
RAMMED IN WITH ALL
VOIDS FILLED
MASS CONCRETE
UNDERPIN TO
EXISTING FOOTING
LOWER BASEMENT
SSL -10.345
GLAZED FLOOR
UPPER BASEMENT
SSL -4.320 RC SLAB
RC SLAB
RC GROUND BEAM
750x600 DEEP
RC SLAB
EXISTING CONCRETE
TRIMMED BACK
3:1 SHARP SAND :
CEMENT MIX. ENSURE
DRY PACK IS WELL
RAMMED IN WITH ALL
VOIDS FILLED
RC SLAB
EXISTING CONCRETE
GROUND FLOOR
SSL -1.090
MIDDLE BASEMENT
SSL -7.620
RC SLAB
GLAZED FLOOR
PUBLIC HOUSE
EXTENSION
EXISTING BASEMENT
TBC
CAVITY BLOCKWORK
OMITTED FOR CLARITY
CAVITY BLOCKWORK
OMITTED FOR CLARITY
RC SLAB
RC WALL
SSL - 8.627
SSL -8.970
BORED RC PILES
RC GROUND BEAM
750x600 DEEP
RC GROUND BEAM
750x600 DEEP
RC SLAB
NOTE: BACK FILLING OF GARDEN IS TO BE
CARRIED OUT SO THAT DIFERENCE IN LEVELS
IS NO MORE THAN 200mm ON EACH SIDE
2 LAYERS 1200g VISQUEEN
SLIP MEMBRANE
2 LAYERS 1200g VISQUEEN
SLIP MEMBRANE
2 SKINS 100
BLOCKWORK
GROUND FLOOR
SSL -1.090
T.O. UPSTAND
SSL -0.390
T.O. UPSTAND
SSL -0.000
EXISTING MASONRY
BOUNDARY WALL
VOID
DO NOT SCALE FROM THIS DRAWING
THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL SITE
DIMENSIONS BEFORE COMMENCING ANY WORK
ALL DIMENSIONS IN mm UNLESS OTHERWISE NOTED ALL DIMENSIONS
AND LEVELS TO BE CONFIRMED
BY ARCHITECT SETTING OUT TO BE CONFIRMED ON SITE
FIDEL KARIM
STRUCTURAL
DRAWINGS
SCALEPAPER SIZEDATE
DRAWN CHECKED
DESCRIPTIONDATEREV
THIS DRAWING IS SUBJECT TO COPYRIGHT
-
--
04/08/2014
SECTIONS THROUGH
BUILDING
S/02 P3
-
AD --
A1 AS SHOWN
P1 04/08/14 INITIAL ISSUE
P2 03/12/14 REVISED AS CLOUDED
P3 06/07/15 REVISED AS CLOUDED
11. GA
01
SECTION 3-3
SCALE 1:25
EXISTING FOOTING
TRIMMED BACK
MASS CONCRETE
UNDERPIN TO
EXISTING FOOTING
EXISTING FOOTING
TRIMMED BACK
BORED RC PILES
MASS CONCRETE
UNDERPIN TO
EXISTING FOOTING
NEW SINGLE SKIN BLOCKWORK
CRAMPED TO EXISTING WALL
NEW SINGLE SKIN BLOCKWORK
CRAMPED TO EXISTING WALL
CELLCORE HEAVE PROTECTION
TO U/S SLABS BEAMS
EXISTING CONCRETE
3:1 SHARP SAND :
CEMENT MIX. ENSURE
DRY PACK IS WELL
RAMMED IN WITH ALL
VOIDS FILLED
RC WALL
RC WALL
No. 35
FFL TBC
RC SLAB
RC SLAB
PUBLIC HOUSE
REAR EXTENSION
RC SLAB
3:1 SHARP SAND :
CEMENT MIX. ENSURE
DRY PACK IS WELL
RAMMED IN WITH ALL
VOIDS FILLED
GROUND FLOOR
SSL -0.705
RC SLAB
CAVITY BLOCKWORK
OMITTED FOR CLARITY
CAVITY BLOCKWORK
OMITTED FOR CLARITY
RC SLAB
RC GROUND BEAM
750x600 DEEP
BORED RC PILES
LOWER BASEMENT
SSL -10.345
UPPER BASEMENT
SSL -4.320
MIDDLE BASEMENT
SSL -7.620
GROUND FLOOR
SSL -0.465
BORED RC PILES
RC GROUND BEAM
750x600 DEEP
SSL -8.970
SSL - 8.627
RC SLAB
RC GROUND BEAM
750x600 DEEP
2 SKINS 100
BLOCKWORK
2 LAYERS 1200g VISQUEEN
SLIP MEMBRANE
DO NOT SCALE FROM THIS DRAWING
THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL SITE
DIMENSIONS BEFORE COMMENCING ANY WORK
ALL DIMENSIONS IN mm UNLESS OTHERWISE NOTED ALL DIMENSIONS
AND LEVELS TO BE CONFIRMED
BY ARCHITECT SETTING OUT TO BE CONFIRMED ON SITE
FIDEL KARIM
STRUCTURAL
DRAWINGS
SCALEPAPER SIZEDATE
DRAWN CHECKED
DESCRIPTIONDATEREV
THIS DRAWING IS SUBJECT TO COPYRIGHT
-
--
04/08/2014
SECTIONS THROUGH
BUILDING
S/03 P5
-
AD --
A1 AS SHOWN
P1 04/08/14 INITIAL ISSUE
P2 03/12/14 REVISED AS CLOUDED
P3 21/01/15 MASS CONCRETE WALL REVISED
P4 06/07/15 REVISED AS CLOUDED
P5 14/07/15 REVISED AS CLOUDED
12. MASS CONCRETE
UNDERPIN TO
EXISTING FOOTING
EXISTING FOOTING
TRIMMED BACK
EXISTING MASS CONCRETE
TO BE BROKEN OUT
EXISTING BOUNDARY WALL (TO
REMAIN IN PLACE & BE PROPPED
IN TEMPORARY CONDITIONS)
BORED RC PILES
CELLCORE HEAVE PROTECTION
TO U/S SLABS BEAMS
RC SLAB
GA
01
SECTION 4-4
SCALE 1:25
RC SLAB
RC GROUND BEAM
750x600 DEEP
RC SLAB
200mm
RC WALL
LOWER BASEMENT
SSL -10.795
RC SLAB
3:1 SHARP SAND : CEMENT MIX.
ENSURE DRY PACK IS WELL
RAMMED IN WITH ALL VOIDS FILLED
NEW BLOCKWORK WALL
FIXED TO EXISTING WALL
UPPER BASEMENT
SSL -4.320
SSL -8.970
GROUND FLOOR
SSL -0.705
STAIRWELL
GA
01
SECTION 5-5 SIMILAR
SCALE 1:25
2 LAYERS 1200g VISQUEEN
SLIP MEMBRANE
MIDDLE BASEMENT
SSL -7.620
LOWER BASEMENT
SSL -10.345
GA
01
SECTION 7-7
SCALE 1:25
BOREHOLE FOR LIFT RAM
SSL -14.465
RC SLAB
RC WALL
STAIRWELL STAIRWELL
MIDDLE BASEMENT
SSL -7.620
LOWER BASEMENT
SSL -10.345
GA
01
SECTION 8-8 SIMILAR
SCALE 1:25
RC WALL
RC WALLRC WALL
DO NOT SCALE FROM THIS DRAWING
THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL SITE
DIMENSIONS BEFORE COMMENCING ANY WORK
ALL DIMENSIONS IN mm UNLESS OTHERWISE NOTED ALL DIMENSIONS
AND LEVELS TO BE CONFIRMED
BY ARCHITECT SETTING OUT TO BE CONFIRMED ON SITE
FIDEL KARIM
STRUCTURAL
DRAWINGS
SCALEPAPER SIZEDATE
DRAWN CHECKED
DESCRIPTIONDATEREV
THIS DRAWING IS SUBJECT TO COPYRIGHT
-
--
28/11/2014
SECTIONS THROUGH
BUILDING
S/04 P5
-
KIB --
A1 AS SHOWN
P1 28/11/14 INITIAL ISSUE
P2 03/12/14 REVISED AS CLOUDED
P3 21/01/15 MASS CONCRETE WALL REVISED
P4 06/07/15 REVISED AS CLOUDED
P5 14/07/15 REVISED AS CLOUDED
13. DO NOT SCALE FROM THIS DRAWING
THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL SITE
DIMENSIONS BEFORE COMMENCING ANY WORK
ALL DIMENSIONS IN mm UNLESS OTHERWISE NOTED ALL DIMENSIONS
AND LEVELS TO BE CONFIRMED
BY ARCHITECT SETTING OUT TO BE CONFIRMED ON SITE
FIDEL KARIM
STRUCTURAL
DRAWINGS
SCALEPAPER SIZEDATE
DRAWN CHECKED
DESCRIPTIONDATEREV
THIS DRAWING IS SUBJECT TO COPYRIGHT
-
--
04/08/2014
STRUCTURAL
DETAILS & SECTIONS
D/01 P1
-
KIB --
A1 AS SHOWN
P1 13/08/15 INITIAL ISSUE
14. RC ELEMENTS - ALL C35 CONCRETE
FOR TENDER PURPOSES THE FOLLOWING REINFORCEMENT RATES ARE TO BE USED
ELEMENT WIDTH/THICKNESS REINFORCEMENT ( kg / m ³ )
BASEMENT SLAB 450 140
GROUND AND INTERMEDIATE SLABS VARIOUS 180
POOL WALLS 200 100
CENTRAL RC WALL 200 100
PERIMETER RC WALL 300 95
PERIMETER RC WALL 450 160
RC BEAMS VARIOUS 200
DO NOT SCALE FROM THIS DRAWING
THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL SITE
DIMENSIONS BEFORE COMMENCING ANY WORK
ALL DIMENSIONS IN mm UNLESS OTHERWISE NOTED ALL DIMENSIONS
AND LEVELS TO BE CONFIRMED
BY ARCHITECT SETTING OUT TO BE CONFIRMED ON SITE
FIDEL KARIM
STRUCTURAL
DRAWINGS
SCALEPAPER SIZEDATE
DRAWN CHECKED
DESCRIPTIONDATEREV
THIS DRAWING IS SUBJECT TO COPYRIGHT
-
--
17/04/2014
GENERAL NOTES
N/01 P3
-
AD --
A1
P1 17/04/14 INITIAL ISSUE
P2 03/12/14 REVISED AS CLOUDED
P3 21/01/15
GENERAL NOTES:
1. ALL DRAWINGS ARE TO BE READ IN CONJUNCTION WITH THE SPECIFICATION & ALL RELEVANT ENGINEER'S AND ARCHITECTS
DRAWINGS. IF ANY CONFLICT ARISES BETWEEN DOCUMENTATION INFORM THE DESIGN TEAM IMMEDIATELY.
2. DO NOT SCALE THE DRAWINGS. WORK TO FIGURED DIMENSIONS ONLY.
3, ALL SETTING OUT TO ARCHITECTS DRAWINGS
4. THE ENGINEER IS TO BE INFORMED IF ANY DETAIL INDICATED OR IMPLIED ON THIS DRAWING CANNOT BE MAINTAINED IN GOOD TIME
SO THAT ALTERNATIVE SOLUTIONS MAY BE MADE AVAILABLE.
5. THE CONTRACTOR IS TO TAKE ALL NECESSARY PRECAUTIONS TO MAINTAIN THE STABILITY OF THE EXISTING AND ADJACENT
STRUCTURES AT ALL TIMES DURING THE COURSE OF THE WORKS.
THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN OF ALL TEMPORARY WORKS AND IS TO SUBMIT DETAILS, CALCULATIONS AND
METHOD STATEMENTS TO THE STRUCTURAL ENGINEER FOR APPRAISAL PRIOR TO THE COMMENCEMENT OF WORKS.
STRUCTURAL STEELWORK NOTES
1. ALL MATERIALS, FABRICATION, WORKMANSHIP AND ERECTION OF STEELWORK SHALL BE IN ACCORDANCE WITH THE CURRENT
EDITION OF THE NATIONAL STEELWORK SPECIFICATION FOR BUILDING CONSTRUCTION AS PUBLISHED BY THE BRITISH
CONSTRUCTIONAL STEELWORK ASSOCIATION.
2. ALL STEELWORK TO BE GRADE S355(50) TO BS 4360:1986
3. ALL STEELWORK CONNECTIONS TO BE DESIGNED BY THE STEELWORK FABRICATOR FOR LOADS AS SPECIFIED ON THE DRAWINGS.
4. ALL FORCES AND MOMENTS ARE GIVEN AT ULTIMATE LIMIT STATE (ULS) FACTORED LOADS TO BS 5950 IN KILONEWTONS (KN).
BENDING MOMENTS ARE IN KILONEWTONMETRES (KNM) AND ARE SHOWN IN BRACKETS.
5. ALL FABRICATION DRAWINGS AND DESIGN CALCULATIONS ARE TO BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR APPROVAL
AT LEAST TWO WEEKS PRIOR TO THE COMMENCEMENT OF FABRICATION.
6. STEEL BEAMS SHALL AT LEAST HAVE THE MINIMUM BEARINGS ON SUPPORTING WALLS AS SHOWN ON THE DRAWINGS. WHERE NO
DETAILS OF BEARINGS ARE SHOWN PROVIDE BEARINGS TO THE FULL WIDTH OF THE SUPPORTING LEAF,PADSTONE OR 150mm
WHICHEVER IS GREATER.
7. ALL STEEL BEAMS TO HAVE 6mm STIFFENER PLATES TO BOTH SIDES OF BEAM BETWEEN FLANGES AT ALL BEARING POSITIONS
UNLESS OTHERWISE NOTED.. STIFFENER PLATES TO BE WELDED TO BEAMS WITH 6mm FULL PROFILE FILLET WELDS.
8. SITE MODIFICATIONS TO STRUCTURAL STEELWORK SHALL NOT BE CARRIED OUT UNLESS PRIOR APPROVAL HAS BEEN OFKAINED
FROM THE ENGINEER
9. ALL STRUCTURAL STEELWORK SHALL BE BLAST CLEANED TO B.S.7079 : PART A1, PREPARATION GRADE SA21/2 AND, EXCEPT WHERE
SPECIFIED AS GALVANISED, SHALL BE PAINTED WITH A SUITABLE GOOD QUALITY HIGH BUILD EPOXY ZINC PHOSPHATE PRIMER TO
PROVIDE A DRY FILM THICKNESS OF NOT LESS THAN 75 MICRONS. A PRE-FABRICATION PRIMER MAY BE USED AT THE FABRICATORS
DISCRETION. THE CONTRACTOR SHALL ENSURE THAT THE PRIMER USED IS COMPATIBLE WITH SUBSEQUENT COATINGS SPECIFIED
BY OTHERS. (E.G. INTUMESCENT PAINT).
10. STEELWORK SPECIFIED AS GALVANISED SHALL BE BLAST CLEANED AS ABOVE & HOT DIP GALVANISED TO B.S.729 MINIMUM COATING
THICKNESS 85 MICRONS.
11. ALL STEELWORK BELOW DPC LEVEL OR BUILT WITHIN THE MASONRY WALL CAVITY SHALL BE SITE PAINTED WITH A COMPATIBLE HIGH
BUILD EPOXY ZINC PHOSPHATE PRIMER TO PROVIDE A DRY FILM THICKNESS OF NOT LESS THAN 125 MICRONS, TO ACHIEVE AN
OVERALL PRIMER COATING OF 200 MICRONS. I.E. LEIGHS PAINTS EPIGRIP C400 ZINC PHOSPHATE PRIMER/BUILDCOAT OR EQUAL.
STEELWORK BELOW DPC SHALL ALSO BE ENCASED IN NOT LESS THAN 100MM OF CONCRETE NOT WEAKER THAN SPECIFIED ON THE
DRAWINGS.
12. STEELWORK CONTRACTOR TO CO-ORDINATE WITH MAIN CONTRACTOR AND CLADDING CONTRACTOR TO PROVIDE ALL NECESSARY
SECONDARY STEELWORK, TRIMMING ETC. AS REQUIRED AROUND ALL DOORS, WINDOWS AND THE LIKE.
13. STEELWORK CONTRACTOR TO CO-ORDINATE WITH MAIN CONTRACTOR TO PROVIDE ADEQUATE TEMPORARY BRACING DURING THE
SEQUENCE OF ERECTION.
14. ANY CONCRETE ENCASED STEELWORK SHALL BE CLEANED OF ALL LOOSE SCALE, RUST, DIRT AND BE FREE OF ANY GREASE.
15. ALL STEELWORK FIRE PROTECTION TO ARCHITECTS SPECIFICATION AND DETAILS. IF INTUMESCENT PAINT IS USED, ENSURE
COMPATIBILITY WITH ANY PRIMERS OR SECONDARY COVERINGS
STRUCTURAL MASONRY NOTES
1. REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATION FOR MASONRY REQUIREMENTS IN RESPECT OF ACOUSTIC, THERMAL
INSULATION AND DURABILITY REQUIREMENTS. THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY IF THIS CONFLICTS WITH
STRUCTURAL REQUIREMENTS.
2. BLOCKWORK TO HAVE A MINIMUM COMPRESSIVE STRENGTH OF 7.0N/mm². BLOCKWORK LINER TO CAVITY DRAIN TO BE SPECIFIED
BY THE CAVITY DRAIN SUPPLIER. ALL BLOCKWORK TO BE SOLID AND IS TO COMPLY WITH BS5628, TABLE 4, REQUIREMENTS FOR
SPECIAL CATEGORY OF MANUFACTURE.
3. THE MAXIMUM WEIGHT OF AN INDIVIDUAL MASONRY UNIT MUST NOT EXCEED 20KG.
4. BLOCKWORK SHOULD BE ADEQUATELY PROTECTED ON SITE TO AVOID SATURATION AND POSSIBLE INCREASE IN LIFTING WEIGHT.
REFERENCE SHALL BE MADE TO THE PROJECT ARCHITECT/ACOUSTIC CONSULTANT FOR COMPLIANCE WITH PART E OF THE
BUILDING REGULATION - SOUND TRANSMISSION.
5. BLOCKWORK BELOW DPC TO BE OF FOUNDATION QUALITY (REFER TO MANUFACTURERS GUIDELINES) AND TO BE OF AT LEAST
EQUAL MINIMUM COMPRESSIVE STRENGTH TO THAT INDICATED BETWEEN GROUND AND FIRST FLOOR AND IN NO CASE LESS THAN
7N/mm².
6. BRICKWORK TO HAVE A MINIMUM COMPRESSIVE STRENGTH OF 20N/MM² AND IS TO COMPLY WITH BS5628 REQUIREMENTS FOR
SPECIAL CATEGORY OF MANUFACTURE.
7. MORTAR DESIGNATION AS FOLLOWS:
ABOVE DPC MORTAR DESIGNATION iii
BELOW DPC MORTAR DESIGNATION ii
8. REFER TO THE ARCHITECTS DRAWINGS FOR DETAILS OF DPC'S, DPM'S, WATERPROOFING AND INSULATION.
9. LINTELS:
FOR ALL BLOCKWORK WALLS PROVIDE PROPRIETARY PRE-CAST CONCRETE LINTELS AS SPECIFIED ON THE DRAWINGS OR
EQUIVALENT APPROVED BY ALTERNATIVE MANUFACTURER.
FOR ALL CAVITY WALLS PROVIDE PROPRIETARY IG LINTEL TO SUIT CAVITY WIDTH OR EQUIVALENT APPROVED BY ALTERNATIVE
MANUFACTURER.
ALL STEEL LINTELS IN EXTERNAL WALLS TO BE FULLY GALVANISED OR PROVIDED WITH SOME OTHER SUITABLE PROTECTION
AGAINST MOISTURE AND HAVE A MINIMUM 150mm BEARING TO EACH END UNLESS NOTED OTHERWISE.
CONCRETE
1. ALL CONCRETE TO BE NORMAL WEIGHT, STRENGTH GRADE C28/35 TO PROVIDE A MINIMUM CUBE COMPRESSIVE STRENGTH OF
35N/mm² AT 28 DAYS.
2. ALL CONCRETE BELOW GROUND LEVEL (SLABS, WALLS & FOUNDATIONS) TO BE DESIGNED FOR A DESIGN SULPHATE CLASS OF
DS-2.
3. UNDER NO CIRCUMSTANCES IS CONCRETE TO BE POURED IF EXPECTED TEMPERATURE WITHIN THE FOLLOWING 24 HOUR PERIOD IS
EXPECTED TO BE 5° C OR LESS.
4. NO ADMIXTURES OF ANY FORM TO BE ADDED TO THE CONCRETE WITHOUT THE WRITTEN PERMISSION OF THE STRUCTURAL
ENGINEER. IT IS STRICTLY FORBIDDEN TO ADD WATER TO CONCRETE ON SITE.
PILING & FOUNDATIONS
1. ALL PILING DESIGN IS TO BE CARRIED OUT BE THE CONTRACTOR TO SUIT THE GROUND CONDITIONS AS DESCRIBED IN THE SOILS
REPORT SUPPLIED BY FASTRACK FSI REF 8023 JUNE 2013. AND TO ALL THE STRUCTURAL ENGINEER'S REQUIREMENTS.
2. CONTIGUOUS PILED WALLS HAVE BEEN SPECIFIED ON THE TENDER DRAWINGS. ALTERNATIVES MAY BE ACCEPTABLE. CONTRACTOR
TO SUBMIT ALTERNATIVE PROPOSALS TO THE STRUCTURAL ENGINEER FOR CONSIDERATION AND AGREEMENT.
3. ALL CONCRETE MIX TO PILES TO SPECIFIED BY PILING DESIGNER WITH CONSIDERATION TO STRUCTURAL REQUIREMENTS AND SOILS
REPORT.
4. FOR PURPOSES OF TENDER ASSUME ALL PILE EXTEND FOR A FURTHER 15 METRES BELOW BASEMENT SLAB. FINAL LENGTHS TO BE
CONFIRMED BY PILING CONTRACTOR.
5. PILING CONTRACTOR TO SUBMIT ALL PILING DESIGN TO STRUCTURAL ENGINEER FOR REVIEW AND COMMENT.
TIMBER FLOOR CONSTRUCTION NOTES
1. ALL STRUCTURAL TIMBER FLOOR MEMBERS TO BE OF MINIMUM SIZE AS SHOWN ON THE DETAIL DRAWINGS. SIZES SHOWN ARE
NOMINAL TIMBER SIZES EXCEPT AS NOTED ON THE DRAWINGS AND WILL BE SUBJECT TO REDUCTIONS IN FINISHED SIZE TO B.S.4471
2. TIMBER FLOOR JOIST SHALL HAVE MINIMUM BEARINGS OF 100MM ON MASONRY AND 75MM ON STEEL BEAMS OR TIMBER PLATES
EXCEPT AS NOTED ON THE DRAWINGS. TIMBER FLOOR JOISTS SHALL NOT BE BUILT INTO PARTY WALL CONSTRUCTIONS BUT SHALL
BE SUPPORTED ON PROPRIETARY JOIST HANGERS AT SUCH LOCATIONS. RESTRAINT TYPE JOISTS HANGERS CAPABLE OF RESISTING
TENSILE FORCES, IN ACCORDANCE WITH BS 5628-1 APPENDIX C TO BE USED. ALTERNATIVELY, PROVIDE RESTRAINT STRAPS AT NOT
MORE THAN 2.0M CENTRES USING 30MM X 5MM GALVANISED STRAPS WITH A TURN DOWN LENGTH OF 100MM AND STRAIGHT
LENGTH OF 600MM. STRAPS FIXED TO FLOOR JOISTS WITH 50MM, NO.10 SCREWS AT NOT MORE THAN 110MM CENTRES AND A
MINIMUM OF 4 FIXINGS.
3. DOUBLE JOISTS SHALL BE PROVIDED UNDER NON-LOAD BEARING STUDWORK PARTITIONS RUNNING PARALLEL WITH JOIST SPANS,
UNDER BATHS AND UNDER AIRING CU--OARD
4. ALL MEMBERS SUPPORTED ON PROPRIETARY HANGERS SHALL BE ACCURATELY CUT TO PROVIDE A FULL CONTACT WITH THE BASE
OF THE HANGER AND SHALL BE FIXED IN ACCORDANCE WITH THE HANGER MANUFACTURER'S INSTRUCTIONS. JOISTS SHALL BE
REBATED TO LIE FLUSH WITH UNDERSIDE OF HANGERS.
5. ALL MEMBERS FITTED INTO STEEL BEAMS SHALL PROVIDE A GOOD FIT TO THE WEB OF THE BEAM AND SHALL BE NOTCHED THE
MINIMUM AMOUNT REQUIRED TO CLEAR THE BEAM FLANGES. WHERE STEEL BEAMS ARE SPECIFIED WITHIN THE FLOOR DEPTH, THE
UNDERSIDE OF JOISTS SHALL BE 5MM BELOW THE UNDERSIDE OF THE BEAMS.
6. EXTERNAL AND PARTY WALLS PARALLEL WITH JOISTS SPANS SHALL BE RESTRAINED AT TOP OF FLOOR JOIST LEVEL AT NOT MORE
THAN 2.0M CENTRES WITH GALVANISED 30 X 5.0MM STRAPS EXTENDING OVER A MINIMUM OF 3 JOISTS. NOGGINS NOT LESS THEN
75% OF JOIST DEPTH AND TIMBER BLOCKING ADJACENT TO WALLS SHALL BE FIXED BETWEEN JOISTS AT ALL STRAP LOCATIONS.
STRAPS SHALL BE FIXED TO MEMBERS/NOGGINS WITH NOT LESS THAN 4 NO. 32 X 3.5MM GALVANISED OR SHERARDISED SQUARE
TWISTED NAILS.
7. END JOISTS SHALL BE POSITIONED APPROXIMATELY 50MM FROM MASONRY WALLS. JOIST CENTRES GENERALLY SHALL BE EQUAL
AND SHALL NOT EXCEED THE DESIGN CENTRES SHOWN ON THE DRAWING. MULTIPLE JOISTS, WHERE SHOWN ON THE DRAWINGS
SHALL BE SECURELY NAILED TOGETHER AT NOT MORE THAN 600MM CENTRES.
8. UNLESS SPECIFIED OTHERWISE, SECURELY FIX STRUTTING BETWEEN JOISTS AT CENTRES AS FOLLOWS:
JOIST SPAN OF 2.5M TO 4.5M: - ONE ROW AT CENTRE OF SPAN.
JOIST SPAN OVER 4.5M: - TWO ROWS EQUALLY SPACED
STRUTTING SHALL TAKE THE FORM OF ONE OF THE FOLLOWING.
38MM X 38MM SOFTWOOD HERRINGBONE STRUTTING LOCATED BETWEEN 5 & 25MM CLEAR OF TOP AND BOTTOM EDGES OF
JOIST.
PROPRIETARY GALVANISED METAL STRUTTING FIXED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.
SOLID SOFTWOOD STRUTTING NOT LESS THAN 38MM THICK AT LEAST THREE QUARTERS OF THE DEPTH OF THE JOIST
STRUCTURAL UNDERPINNING NOTES
1. TO BE READ IN CONJUNCTION WITH THE PRELIMINARIES AND GENERAL CONDITIONS.
2. WORKMANSHIP: THE WORK SHALL BE CARRIED OUT IN ACCORDANCE WITH THE ENGINEER'S DRAWINGS AND INSTRUCTIONS AND TO
THE APPROVAL OF THE ARCHITECT AND THE BUILDING CONTROL OFFICER.
3. ANY OTHER SEQUENCE OF OPERATIONS OR METHOD OF WORKING PROPOSED BY THE CONTRACTOR IS TO BE SUBMITTED TO THE
ARCHITECT AND COPIED TO THE ENGINEER AND AGREED IN WRITING A MINIMUM OF 14 DAYS BEFORE WORK IS TO BE COMMENCED
ON SITE.
4. CONTRACTORS RESPONSIBILITIES: THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF THE UNDERPINNED STRUCTURE
AND PROVIDE ALL NECESSARY SHORING, STRUTTING AND BRACING TO ENSURE ITS SAFETY AND STABILITY AT ALL TIMES.
5. SERVICES: THE CONTRACTOR IS ALSO TO CARRY OUT A SURVEY OF THE PROPERTY AND ADJACENT AREA TO ESTABLISH THE
LOCATION OF OBSTRUCTIONS SUCH AS SERVICE RUNS OR DRAINS. ANY OBSTRUCTION FOUND IS TO BE BROUGHT TO THE
ATTENTION OF THE ARCHITECT / ENGINEER.THE CONTRACTOR IS TO ALLOW FOR ANY TEMPORARY SUPPORT TO THE SERVICES OR
OBSTRUCTIONS DURING THE UNDERPINNING.
6. CONSTRUCTION SEQUENCE: THE UNDERPINNING IS TO BE UNDERTAKEN IN SHORT SECTIONS NOT EXCEEDING 1 METRE IN LENGTH.
THE UNDERPINNING IS TO BE UNDERTAKEN ON A 'HIT AND MISS' SEQUENCE.
7. NO ADJACENT PIN IS TO BE EXCAVATED UNTIL A MINIMUM 48 HOURS AFTER THE ADJACENT PIN HAS BEEN CAST AND PACKED UP.
8. THE CONTRACTOR IS TO PROVIDE DRAWINGS MARKED UP TO SHOW THE PROPOSED SEQUENCE OF UNDERPINNING A MINIMUM OF
14 DAYS BEFORE WORK IS COMMENCED.
9. EXCAVATIONS: EXCAVATION SHALL BE TO THE DEPTH AND WIDTH SHOWN ON THE DRAWINGS. HOWEVER,WHERE TREE ROOTS ARE
ENCOUNTERED NEW UNDERPINS ARE TO EXTEND 600MM BELOW THE LAST TRACE OF ANY ROOT ACTIVITY. THE SIDES OF THE
EXCAVATIONS SHALL BE ADEQUATELY SHORED AND PROPPED TO PREVENT SUBSIDENCE OR SLIP OF THE SOIL. SOIL FACES BEHIND
THE PIN AND AT THE FORMATION LEVEL SHALL BE UNDISTURBED.
10. ANY SOIL FACES BEHIND THE UNDERPINNING THAT REQUIRE TO BE RETAINED SHALL BE BY PRECAST CONCRETE POLING BOARDS.
THE BOARDS ARE TO HAVE HOLES TO ENABLE THE VOID BEHIND THE BOARDS TO BE GROUTED UP. THE POLING BOARDS ARE TO BE
MEASURED AS LEFT IN.
11. INSPECTIONS: ALL EXCAVATIONS ARE TO BE INSPECTED BY THE ENGINEER AND/OR THE BUILDING CONTROL OFFICER. MINIMUM
NOTICE OF 24 HOURS IS TO BE GIVEN WHEN EXCAVATIONS ARE READY FOR INSPECTION.
12. THE SOFFIT OF THE EXISTING FOOTINGS IS TO BE LEVELED OFF AND CLEANED OF ALL LOOSE OR DETRIMENTAL MATERIAL.
13. NO PROJECTING PORTIONS OF THE EXISTING FOOTINGS ARE TO BE TRIMMED EXCEPT AS SHOWN ON THE DRAWINGS OR DIRECTED
BY THE ENGINEER.
14. ANTI-HEAVE PRECAUTIONS: BEFORE CARRYING OUT CONCRETING INTRODUCE ANTI-HEAVE PRECAUTIONS IN THE FORM OF CLAY
MASTER AS DIRECTED BY THE ENGINEER TO THE FACES OF THE EXCAVATION.
15. PLACING CONCRETE: THE CONCRETE FOR THE UNDERPINNING IS TO BE RC35 CONCRETE AND POURED CONTINUOUSLY TO 75MM
BELOW THE SOFFIT OF THE EXISTING FOOTING. THE CONCRETE IS TO BE FULLY COMPACTED USING A MECHANICAL VIBRATOR.
16. THE TOP 75MM OF THE PIN IS TO BE FILLED TO THE FULL DEPTH AND WIDTH OF THE VOID WITH A 3:1 SHARP SAND:CEMENT MIX DRY
PACK MIXED HAND DAMP AND RAMMED IN WELL SOLID.
