GENERAL
CONCRETE
REINFORCEMENT
G1
STRUCTURAL DRAWINGS SHALL BE READ IN CONJUNCTION WITH THE SPECIFICATION, ARCHITECTURAL, CIVIL AND
C1
CONCRETE SHALL COMPLY WITH THE SPECIFICATION UNLESS OTHERWISE NOTED.
R1
ALL REINFORCEMENT SHALL BE AS FOLLOWS:
ENGINEERING SERVICES DOCUMENTS.
ALL CONCRETE SHALL BE AS FOLLOWS UNLESS NOTED ON DRAWINGS.
SYMBOL
STRUCTURAL GRADE
DUCTILITY CLASS
G2 FOR SETTING OUT DIMENSIONS REFER TO ARCHITECTURAL DRAWINGS. NO DIMENSIONS ARE TO BE OBTAINED FROM
SCALING DRAWINGS. DO NOT SCALE DRAWINGS.
ELEMENT
GRADE (MPa)
SLUMP (mm)
MAX. AGG. (mm)
R
STRUCTURAL GRADE PLAIN BARS TO AS 1302 (250 MPa)
N
G3 UNLESS OTHERWISE NOTED ALL LEVELS ARE IN METRES AND ALL DIMENSIONS IN MILLIMETRES.
BLINDING
N15
80
20
S
STRUCTURAL GRADE DEFORMED BARS TO AS 1302 (250 MPa)
N
G4 THE BUILDER SHALL BE RESPONSIBLE FOR MAINTAINING THE STABILITY OF THE STRUCTURE UNTIL ITS COMPLETION
DRAWING INDEX
STRIP FOOTINGS AND PAD FOOTINGS
N32
80
20
Y
DEFORMED BARS GRADE 400 Y TO AS 1302 (400MPa)
N
AND SHALL ENSURE THAT NO PART OF THE STRUCTURE IS OVERSTRESSED BY EXCESSIVE LOADING.
S01 GENERAL NOTES AND INDEX
G5 ALL MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE CURRENT CODES OF PRACTICE EXCEPT
SLAB ON GROUND
N32
80
20
N
DEFORMED BARS GRADE 500 Y TO AS/NZS 4671 (500MPa)
N
WHERE VARIED BY THE SPECIFICATION AND / OR DRAWINGS.
BORED PIERS
N32
80
20
RN SN
FABRIC TO AS/NZS 4671 (500MPa)
N
AS 3600 CONCRETE STRUCTURES CODE.
S10 PLAN, SECTION AND DETAILS
AS/NZS 4671 STEEL REINFORCING MATERIALS
COLUMNS AND PEDESTALS
N40
80
20
RL SL
FABRIC TO AS/NZS 4671 (500MPa)
L
AS 1170 (Pt 1-4) SAA LOADING CODE
SUSPENDED SLABS/BEAMS
N32
80
20
NOTE: THE NUMBER FOLLOWING R,S,Y,N AND RL/SL IS THE BAR DIAMETER IN MILLIMETRES
AS 1170 (Pt 0) STRUCTURAL DESIGN ACTION
WALLS
N40
80
20
AS/NZS 3679 HOT ROLLED AND WELDED SECTIONS
AS 4100 STEEL STRUCTURES CODE.
R2 LOW DUCTILITY DEFORMED BARS (DUCTILITY CLASS L) SHALL NOT BE USED UNDER ANY CIRCUMSTANCES
AS/NZS 1163 STRUCTURAL STEEL HOLLOW SECTIONS.
C2 CONCRETE SHALL CONFORM TO THE FOLLOWING:
(EXCEPT FOR FABRIC)
AS/NZS 1554 STRUCTURAL STEEL WELDING
a) CEMENT TYPE GP COMPLYING TO / WITH AS 1379 AND AS 3600
R3 U.N.O. TABLE OF MINIMUM CLEAR CONCRETE COVER TO REINFORCEMENT SHALL BE AS FOLLOWS:
AS 1684 NATIONAL TIMBER FRAMING CODES
C3 SIZES OF CONCRETE ELEMENTS DO NOT INCLUDE THICKNESS OF APPLIED FINISHES.
CLEAR COVER (mm)
AS 1720 TIMBER STRUCTURES CODE.
C4 BEAM DEPTHS ARE NOTED FIRST AND INCLUDE THICKNESS OF SLAB IF ANY.
LOCATION
TOP
BOTTOM
SIDES INTERNAL
SIDES EXTERNAL
AS 1289 METHODS OF TESTING SOILS FOR ENGINEERING PURPOSES.
C5 CONSTRUCTION JOINTS WHERE NOT SHOWN ON DRAWINGS SHALL BE LOCATED TO THE APPROVAL OF THE
AS 3700 MASONRY CODE.
SUPERINTENDENT/ENGINEER. TENDERS SHALL ALLOW FOR ALL SUCH CONSTRUCTION JOINTS.
SLAB INTERNAL
25
30
--
--
AS/NZS 4600 COLD FORMED STEEL STRUCTURES
C6 NO PENETRATIONS, CHASES OR EMBEDMENTS OF PIPES OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS
SLAB EXTERNAL
40
40
--
--
AS 1657 FIXED PLATFORMS, WALKWAYS, STAIRWAYS AND LADDERS CODE
SHALL BE MADE IN CONCRETE MEMBERS WITHOUT THE PRIOR APPROVAL OF THE SUPERINTENDENT/ENGINEER.
STRIP FOOTINGS
65
65
--
--
AS/NZS 4455 MASONRY UNITS AND SEGMENTAL PAVERS
C7 ALL FORMWORK AND PROPPING UNDER SUSPENDED CONCRETE WORKS SHALL BE REMOVED BEFORE ANY MASONRY WORK
G6 ALL DISCREPANCIES SHALL BE REFERRED TO THE ARCHITECT/ SUPERINTENDENT FOR DECISIONS BEFORE PROCEEDING
IS BUILT ABOVE.
COLUMNS
--
--
40
40
WITH THE WORK.
C8 CAMBERS, UNLESS NOTED OTHERWISE ON THE DRAWINGS AND EXCEPT FOR PRESTRESSED WORK SHALL BE PROVIDED
GROUND BEAMS
30
40
40
40
G7 ABBREVIATIONS:
IN BEAMS AND SLABS AS FOLLOWS:
NTS - NOT TO SCALE
i) SPANS GENERALLY - 0.002 x SPAN.
BORED PIERS
--
--
50
50
UNO - UNLESS NOTED OTHERWISE
i ) CANTILEVERS - 0.004 x CANTILEVER LENGTH.
EF - EACH FACE
CAMBERS SHALL BE CHECKED BEFORE AND AFTER DEPROPPING TO DETERMINE THE DEFLECTION OF THE MEMBERS UNDER
FF - FAR FACE
THEIR SELF WEIGHT. PROVISION SHALL BE MADE IN THE FORMWORK SYSTEM FOR THE STRUCTURAL ENGINEER TO VARY
TOLERANCES TO FORMWORK AND CONCRETE SHALL BE IN ACCORDANCE WITH CLAUSE 4.4.2 OF AS1509-1974,
G8 PROVIDE CLAY 'PLUG' TO ALL SERVICE TRENCHES WHERE ANY PIPE, DUCT OR CABLE ENTERS THE BUILDING TO
THE SPECIFIED CAMBERS ON THE BASIS OF THIS INFORMATION.
UNLESS NOTED OTHERWISE.
PREVENT INGRESS OF WATER UNDER BUILDING
C9 SHRINKAGE:
R4 DISTRIBUTION BARS TO MAIN REINFORCEMENT IN SLABS SHALL BE N12 AT 300mm CENTRES UNLESS NOTED OTHERWISE.
G9 UNDER PART 4 OF THE BUILDING ACT 1993 THE BUILDER IS REQUIRED TO NOTIFY THE RELEVANT BUILDING SURVEYOR
MAXIMUM DRYING SHRINKAGE STRAIN MEASURED IN ACCORDANCE WITH AS 1012 PART 13 SHALL NOT EXCEED
R5 NO REINFORCEMENT SPLICES SHALL BE MADE, OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS, WITHOUT
OF EACH MANDATORY INSPECTION STAGE. PLEASE ENSURE THAT THEY ARE NOTIFIED.
650 x 10-6/ AT 8 WEEKS
THE PRIOR APPROVAL OF THE SUPERINTENDENT/ ENGINEER. MINIMUM LAP FOR FABRIC SHALL BE ONE SQUARE OF MESH
G10 THE BUILDER SHALL GIVE AT LEAST 48 HOURS NOTICE PRIOR TO INSPECTION OF ALL STRUCTURAL WORKS.
C10 CHAMFERS:
PLUS 25mm.
G11 BUILDER TO ALLOW IN HIS TENDER FOR ALL ADDITIONAL COST ASSOCIATED WITH THE PROPOSED LOCATION OF
PROVIDE CHAMFERS TO BEAMS WHERE SPECIFIED BY ARCHITECT
R6 WELDING OF REINFORCEMENT IS NOT PERMITTED UNLESS SHOWN ON THE DRAWINGS OR APPROVED BY THE
CRANE(S) AND RELATED SUPPORT STRUCTURES.
C11 SHE-BOLT LOCATIONS:
UPERINTENDENT/ENGINEER. DEFORMED BARS SHALL BE COLD ROLLED ONLY.
G12 FIXING POINTS & SUPPORTS FOR BUILDING MAINTENANCE EQUIPMENT:
SHE-BOLT HOLE LOCATIONS IN EXPOSED (VISIBLE) SURFACES ARE TO BE POSITIONED IN ACCORDANCE WITH THE
R7 TOP AND BOTTOM REINFORCEMENT IN SLABS SHALL BE SUPPORTED IN BOTH DIRECTIONS AT MAXIMUM CENTRES OF
BUILDER TO MAKE DUE ALLOWANCE IN HIS TENDER FOR ALL CAST-IN INSERTS, STEEL CONNECTION PLATES, ACCESS
ARCHITECT'S INSTRUCTIONS.
1000mm IN BOTH DIRECTIONS. FOR EXTERNAL SURFACES, USE PLASTIC CHAIRS.
HOOKS, SAFETY HARNESS PLATES, STATIC LINE SUPPORTS ETC. REQUIRED AS ABSEILING FIXING POINTS TO THE
C12 ALL CONCRETE PLACED IN POSITION IS TO BE ADEQUATELY VIBRATED USING MECHANICAL VIBRATORS.
R8 THE MINIMUM CLEAR SPACING BETWEEN CONDUITS, CABLES, PIPES AND BARS TO BE AS REQUIRED BY AS 3600 BUT
PERIMETER OF THE ROOF, EXTERNAL WALLS AND GROUND SLABS.
C13 ALL CONCRETE SHALL BE CURED FOR AT LEAST 7 DAYS AFTER CONCRETING. DURING CURING, ALL EXPOSED CONCRETE
NOT LESS THAN THREE DIAMETERS. CONDUITS IN SLABS TO BE PLACED ABOVE BOTTOM REINFORCEMENT AND BELOW
WHERE IT IS PROPOSED TO ALSO USE A SWING-STAGE THE BUILDER IS TO MAKE ADDITIONAL ALLOWANCE FOR
SURFACES SHALL BE PROTECTED AND KEPT MOIST BY PONDING, COVERING WITH WET HESSIAN OR SPRAYED WITH AN
TOP REINFORCEMENT.
DAVIT ARMS, NEEDLES AND ASSOCIATED RESTRAINT SYSTEMS ETC. TO THE PERIMETER OF THE ROOF AND ALSO ANY
APPROVED CURING COMPOUND.
R9 HOOKS, LAPS, SPLICES AND BENDS TO BE IN ACCORDANCE WITH AS 3600.
FIXING POINTS REQUIRED ALONG THE EXTERNAL WALLS AND GROUND SLAB.
C14 PROPPING (INCLUDING STRIPPING AND BACKPROPPING) SHALL BE IN ACCORDANCE WITH THE AUSTRALIAN STANDARDS.
R10 ABBREVIATIONS USED FOR REINFORCEMENT LOCATION:
ALL STRUCTURAL FIXING REQUIREMENTS ASSOCIATED WITH BUILDING MAINTENANCE ARE TO BE DESIGNED AND
AS A MINIMUM THE FOLLOWING SHALL APPLY:
BOTTOM BOTTOM - BB
DOCUMENTED BY A SPECIALIST ENGINEER ENGAGED BY THE BUILDER. BUILDER TO ALLOW IN HIS TENDER FOR ALL
FORMWORK SHALL NOT BE STRIPPED UNTIL THE FOLLOWING NUMBER OF DAYS AFTER CONCRETING:
TOP TOP
- TT
COSTS AND FEES ASSOCIATED WITH THIS ENGINEERING WORK. BUILDER TO MAKE THE ABOVE ALLOWANCES FOR ALL
BEAM SIDES, VERTICAL WALLS AND COLUMNS - 5 DAYS
BOTTOM
- B
BUILDINGS.
SLABS AND BEAM SOFFITS - 14 DAYS
TOP
- T
G13 SUBSTITUTION SHALL NOT BE PERMITTED WITHOUT THE APPROVAL OF THE ENGINEER.
C15 ALL SUSPENDED SLABS AND BEAMS SHALL REMAIN PROPPED FOR THE FOLLOWING NUMBER OF DAYS AFTER CONCRETING:
R11 ALL REINFORCEMENT BARS SHALL BE HANDLED ON SITE INCLUDING STORAGE, FIXING AND WELDING STRICTLY IN
G14 PROVIDE 10mm ABLEFLEX OR APPROVED EQUIVALENT AROUND COLUMNS, EDGE THICKENINGS & EXTERNAL
SLAB - 21 DAYS
ACCORDANCE WITH RELEVANT MANUFACTURERS REQUIREMENTS AND RECOMMENDATIONS. BUILDER AND HIS CONTRACTORS
PAVEMENTS. PROVIDE CAULKING AS REQUIRED.
BEAMS - 28 DAYS
TO OBTAIN ALL RELEVANT INFORMATION FROM MANUFACTURERS AND FAMILIARIZE WITH SUCH REQUIREMENTS.
G15 THE CONTRACTOR SHALL BE RESPONSIBLE FOR AND OBTAIN THE SERVICE OF AN INDEPENDENT TEMPORARY WORKS
C16 CONCRETE TESTING SHALL BE IN ACCORDANCE WITH AS 1379, METHOD OF TESTING AND ASSESSMENT SHALL BE
R12 BARS ARE DETAILED ON THE DRAWING IN THE FOLLOWING MANNER:-
ENGINEER AS NECESSARY FOR THE PREPARATION AND EXECUTION OF A COMPREHENSIVE SAFE ERECTION PROCEDURE
"PROJECT ASSESSMENT" METHOD.
20N12-300 - DENOTES 20No. 500N GRADE (500MPa) BARS OF 12mm DIA. AT 300mm CENTRES.
THAT WILL AT ALL TIMES ENSURE THE STABILITY OF THE WORKS, SAFETY OF ALL PERSONNEL AND PROTECTION OF
R13 ALL FABRIC SHALL HAVE A MINIMUM LAP OF 300mm, UNLESS NOTED OTHERWISE.
SURROUNDING PROPERTY INCLUDING THE DESIGN, CERTIFICATION AND PROVISION OF ALL NECESSARY TEMPORARY
R14 REINFORCEMENT IN THE DIRECTION OF THE SPAN SHALL BE NEARER TO THE ADJACENT SURFACE, UNLESS NOTED
BRACING AND SUPPORT.
OTHERWISE.
G16 EXTERNAL INSULATION AND FINISHING SYSTEMS, WALL PANELLING, CLADDING OR FACADE MATERIAL
R15 THE CONTRACTOR SHALL GIVE THE ENGINEER 48 HOURS NOTICE TO INSPECT REINFORCEMENT PRIOR TO PLACEMENT
FMG ENGINEERING HAS NOT CARRIED OUT A REVIEW WITH RESPECT TO COMBUSTIBILITY, FIRE RESISTANCE OR FIRE
OF CONCRETE.
SAFETY PROVISIONS OF THE EXTERNAL INSULATION AND FINISHING SYSTEM, WALL PANELLING, CLADDING OR FACADE
R16 THE FOLLOWING CONCRETE EXPOSURE CLASSIFICATIONS FOR DURABILITY WERE USED IN THE DESIGN:-
MATERIAL OR ANY ASSOCIATED FIXING SYSTEM THAT IS TO BE OR THAT MAY BE APPLIED TO THIS PROJECT.
- IN CONTACT WITH THE GROUND
A2
CLADDING SYSTEMS MUST COMPLY WITH THE BUILDING CODE OF AUSTRALIA, THE NCC, RELEVANT AUSTRALIAN STANDARDS
- EXTERIOR
B1
AND ANY OTHER APPLICABLE REGULATIONS AND TEST REQUIREMENTS. FMG ADVISES THAT PROJECT SPECIFIC ADVICE WITH
- INTERIOR
A1
RESPECT TO FITNESS FOR PURPOSE AND STATUTORY COMPLIANCE OF ANY PROPOSED CLADDING MATERIALS SHALL BE
R17 'BONDEK' OR EQUIVALENT FORMWORK DECKING SHALL BE FIXED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S
SOUGHT FROM A SUITABLY QUALIFIED AND EXPERIENCED MATERIALS OR FIRE SERVICES ENGINEER.
REQUIREMENTS. (U.N.O) ALL 'BONDEK' OR EQUIVALENT FORMWORK DECKING SLABS SHALL BE BACKPROPPED AT LEAST
OVER TWO LEVELS WITH MINIMUM TWO ROWS OF PROPS.
DEMOLITION
R18 PROVIDE 3N12 RE-ENTRANT CORNER BARS x 2000mm LONG TYPICAL AROUND COLUMNS & CORNERS.
R19 REINFORCEMENT LAP LENGTHS
D1
PRIOR TO DEMOLISHING ANY WALLS CHECK THAT THE WALLS ARE NON LOADBEARING OR THE WALLS ARE TO BE
LAP
SUPPORTED BY A NEW LINTEL/BEAM. REFER PROCEDURES FOR DEMOLITION OF WALLS.
BAR SIZE
LAP LENGTH
D2 ALL DEMOLITION WORK IS TO BE IN ACCORDANCE WITH AS2601. THE CONTRACTOR IS TO ENGAGE A COMPETENT
LENGTH
PERSON TO PREPARE A DEMOLITION WORK PLAN IN ACCORDANCE WITH AS 2601.
MESH
2 x CROSS WIRES + 25mm
D3 SHOP DRAWINGS INDICATING THE LOCATION OF SERVICES PENETRATIONS ARE TO BE SUBMITTED AND APPROVAL
N12
550
OBTAINED PRIOR TO ANY PENETRATIONS BEING MADE.
BAR
D4 THE CONTRACTOR IS TO ENSURE THE STRUCTURE IS IN A STABLE CONDITION AT ALL TIMES.
N16
800
25
CROSS WIRE
D5 REFER TO SECTIONS AND PLANS ON DRAWINGS FOR SUGGESTED DEMOLITION PROCEDURES FOR CERTAIN AREAS.
N20
1100
D6 WHERE TEMPORARY PROPPING IS SPECIFIED, PROPS ARE TO BE TIGHTENED SUFFICIENTLY TO SUPPORT DEAD LOADS
N24
1300
FROM ABOVE. TRANSFER ALL PROPPING FORCES INTO THE GROUND AND PROVIDE ADEQUATE SOLEPLATES OR
FOOTINGS TO SAFELY SUPPORT THESE FORCES WITHOUT EXCESSIVE SETTLEMENT UNLESS CALCULATIONS ARE
N28
1600
LAP
PROVIDED TO SHOW THE STRUCTURE IS CAPABLE OF SUPPORTING THE LOADS.
N32
1900
LENGTH
D7 PROVIDE NEW WALL BRACING OF THE SAME TYPE AND LENGTH, TO REPLACE ANY THAT IS REMOVED DURING THE
DEMOLITION OF WALLS.
MESH
D8 ALL BRACING TO BE DESIGNED FOR WIND CLASSIFICATION N1 TO AS1684 PART 4.
HEALTH AND SAFETY
HS1 IT IS THE RESPONSIBILITY OF THE BUILDER TO ENSURE ALL WORKS ARE CARRIED OUT IN A SAFE MANNER.
THE WORKS SHALL COMPLY WITH ALL APPLICABLE HEALTH AND SAFETY LEGISLATION INCLUDING CODES OF PRACTICE,
AUSTRALIAN STANDARDS, GUIDANCE NOTES AND WORKSAFE REQUIREMENTS.
HS2 THE BUILDER SHALL ENSURE A RISK ASSESSMENT HAS BEEN CARRIED OUT AND DOCUMENTED FOR ALL ACTIVITIES
PERFORMED ON THE SITE. SAFE WORK PROCEDURES MUST BE DOCUMENTED AS REQUIRED BY LEGISLATION AND RELEVANT
AUTHORITIES. THE BUILDER MAY NEED TO ENGAGE SUITABLY EXPERIENCED CONSULTANTS TO PREPARE A SAFE WORK
TENDER ISSUE
PROCEDURE IF THE BUILDER IS INEXPERIENCED IN THIS FIELD OR IF THEY ARE NOT SATISFIED WITH THE METHOD PROPOSED
PRELIMINARY ISSUE
BY THE CONTRACTOR.
NOT FOR CONSTRUCTION
NOT FOR CONSTRUCTION
Engineering
ADELAIDE
City of Darebin
EM
EM
MELBOURNE
your success. SYDNEY
MS
RETAINING WALL
fmgengineering.com.au
24.08.2022
N.T.S
P 03 9815 7600 2 Domville Ave, Hawthorn VIC 3122
42 James Street, NORTHCOTE, VIC 3070
S44580-281686
T1
TENDER ISSUE
26.08.2022 EM MS
ABN 58 083 071 185
T1
GENERAL NOTES AND INDEX
S01
Quality Management Systems ISO 9001 Certified
©
LOT 1
120mm THICK SHOTCRETE
WALL f'c = 32MPa
TP548958
N
SL81 AT THE CENTER
#42 JAMES STREET
PS627166
EXISTING RETAINING WALL
BRICK BUILDING
39.62
MAX. 500mm
8°04'10"
SHOWN INDICATIVE ONLY
WITH PITCHED GI ROOF
#44 JAMES ST
NAILING SYSTEM
1250mm CTS. HORZONTALLY,
1250mm CTS. VERTICALLY
12.21
3000mm EMBEDMENT
277°23'57"
25mm DIAMETER
62.67
A
SLOPE SHOWN INDICATIVE ONLY
MAX. 1250mm
277
MAX. 500mm
SOIL NAILS ARE SHOWN
FRENCH DRAIN
300mm
4.68
INDICATIVE ONLY
3.05
TO BE CONNECTED
300 mm
185°31'
97°25'48"
4.05
58.55Inv
100Ø
278°11'
2.40
97°25'48"
TO LPD
1.14
8°02'18"
2.40
58.35
4.72
187°05'
A
2.40
184°55'18"
S
S
58.3
4.14
SECTION A-A TYPICAL RETAINING NAILING WALL SECTION
S
58.41
S
S
S
S
S
277°25'48"
51.04
#1
31.65
200x200x20mm MIN. WASHER
188°11'
CAMPBELL
#3
GROVE
PLATE
CAMPBELL
150mm
SITE PLAN
HEADED STUD
(TYP.)
400mm
CONTACT GROUT
METHODOLOGY:
PROTECTIVE
APPLYING NAILING SYSTEM FOR THE STABILIZING THE SLOPE WILL GO THROUGH THE FOLLOWING CONSTRUCTION
CONCRETE
PROCESS:
1) PROVIDE THE TEMPORARY ACCESS AS REQUIRED.
GEOCOMPOSITE CUSPATED
2) PROVIDE STRIP DRAIN 1250mm CTS.(GEOCOMPOSITE CUSPATED STRIP FILTER DRAINS OR SIMILAR PRODUCT)
STRIP FILTER DRAINS OR
3) INSTALLING STEEL MESH (SL81) TO BE PLACES CENTRALLY
SIMILAR PRODUCT
4) APPLY THE SHOTCRETE TO THE SURFACE OF THE REINFORCED AREA TO CREATE A 120 mm THICK OF WITH F’C=28
AT 1250 CTS.
MPa
TYPICAL CROSS-SECTION OF SOIL NAIL WALL
5) DRILLING HOLES WITH A DEPTH OF AROUND 3000mm METRES IN THE SOIL ALMOST PERPENDICULAR TO THE SOIL
TYPICAL DRAINAGE SYSTEM
SURFACE IN A PATTERN OF 1250mm CTS. HORZONTALLY, 1250mm CTS. VERTICALLY.
PLAN VIEW
6) INSTALLING THE PREPARED NAILS, INJECTING THE CEMENT GROUT TO THE ANNULAR BETWEEN THE NAILS AND
THE HOLE.
7) APPLYING STEEL END PLATES TO THE NAIL HEADS AND APPLYING THE PROTECTIVE CONCRETE ON IT.
8) PROVIDE A CONNECTION AT THE BOTTON FROM THE STRIP DRAIN TO A FRENCH DRAIN
PRELIMINARY ISSUE
TENDER ISSUE
NOT FOR CONSTRUCTION
NOT FOR CONSTRUCTION
* REFER GEOTECHNICAL REPORT PREPARED BY FMG No. 281686 DATED 27.07.2022
Engineering
ADELAIDE
City of Darebin
EM
EM
MELBOURNE
your success. SYDNEY
HC
RETAINING WALL
fmgengineering.com.au
24.08.2022
N.T.S
P 03 9815 7600 2 Domville Ave, Hawthorn VIC 3122
42 James Street, NORTHCOTE, VIC 3070
S44580-281686
T1
TENDER ISSUE
26.08.2022 EM HC
ABN 58 083 071 185
T1
PLAN, SECTION AND DETAIL
S10
Quality Management Systems ISO 9001 Certified
©
