Council archive · source document
Structural Plans · MCU21/0097
Plans and drawings: the text below has words only, no drawings.
LINDSAY CONSULTING PTY
LTD
[OCR of page images]
FOUNDATION AND STRUCTURAL PLANS
SITE CLASSIFICATION - P
ARTICULATED MASONRY VENEER
EXISTING SITE CONDITIONS YN
TREES PRESENT
FILL PRESENT
SITE CONTOURS PROVIDED
AS-CONST SERVICES PROVIDED
Mo
Mo
Mo
Mo
SOIL CLASSIFICATION AS PER LINDSAY CONSULTING P/L
REPORT 210531.
FOUNDATION REQUIREMENTS FOR MODERATELY, HIGHLY & EXTREMELY REACTIVE SITES.
For stiffened rafts, waffle rafts and strip footings on moderately, highly and extremely reactive sites, the following requirements
apply to the building services and footing system in addition to requirements of clause 6.4 & 6.5:
A. Penetrations of the edge beam and footing by drain pipes shall be sleeved using closed cell polyethylene lagging or similar.
B. During construction, water run-off shall be collected and chanelled away from the building.
C. Excavations near the edge of the footing system shall e backfilled in such a way as to prevent access of water to the
foundations as described in clause 5.6.3b.
Notes
1. For example, excavations should be backfilled above or adjacent to the footing with moist clay compacted by hand rodding
or tamping.
2. Porous material such as sand, gravel or building rubble should not be used.
D. Water shall not be allowed to pond in the trenches.
E. Concrete in beams shall be mechanically vibrated.
AS2870-2011 Appendix B2.3
(A) Drainage o the site: The site should be graded or drained so that water cannot pond against or near the building. The ground
immediately adjacent to the building should be graded to a uniform fall of 50mm min away from building over the first metre. The
sub-floor space for buildings with suspended floors should be graded or drained to prevent ponding where this may affect the
performance of the footing system. The site drainage recommendations should be maintained for the economic life of the building.
(B) Limitations on gardens: The development of the gardens should not interfere with the drainage requirements or the sub floor
ventilation and weephole drainage systems. Garden beds adjacent to the building should be avoided. Care should be taken to avoid
overwatering of gardens close to the buildings footings.
(C) Restrictions on trees and shrubs: Planting of trees should be avoided bear the foundation of the building or neighbouring building
on reactive sites as the can cause damage due to the drying of the clay at substantial distances. To reduce, but not eliminate, the
the possibility of damage, tree planting should be restricted to a distance from the house as follows.
(i) 1 and a half times the mature height for class E sites.
(ii) 1 times the mature height for class H1 and H2 sites.
(iii) 0.75 times the mature height for class M sites.
Where rows or groups of trees are involved, the distance from the building should be increased. Removal of trees from the site can
also cause similar problems. Alternatively, root barrier shall be installed as per manufacturers specifications.
BUILDERS NOTES
1.
ary ES
These drawings shall be read in conjunction with the architectural & any other consultant drawings.
Any variations/descrepancies shall be referred immediately to the engineer.
The builder shall verify all set-out dimensions and levels prior to construction.
The builder shall be responsible for the maintainance of safe working conditions.
All workmanship and materials shall be in accordance with the relevant standards and the BCA.
Subterranean termite protection shall be in accodance with AS3660-Part and the BCA.
Non-structural items such as damp proof coursing, flashing and weep holes are not shown for clarity.
Refer to the architectural details as required.
CONSTRUCTION NOTES
1. All workmanship and materials shall be in accordance with the requirements of the relevant current
Australian Standard Codes, Building By-Laws and the ordinances of the relevant Local Authority.
- Minimum 20 MPa at 28 days
- 20 nominal maximum aggregate size
- 100 maximum slump +/-10mm
2. i) Concrete Class
Slab on ground
- Minimum 32 MPa at 28 days for internal slabs
- Minimum 40 MPa at 28 days for external slabs
- 20 nominal maximum aggregate size
- 100 maximum slump +/-10mm
ii) Concrete Class
Suspended slab
3. Minimum Cover - 25 to upper face of internal slabs -0 +5mm
to Reinforcement - 45 for external exposure
- 30 to a membrane in contact with the ground
- 40 to unprotected ground
4. Minimum Laps and Splices for Reinforcement
(a) Slab Fabric - 225 minimum overlap of transverse bars at all edges
(b) Trench Mesh - 500 splices in all footing beams
- Laps at intersections as per the Design Drawings
(c) Reinforcing Bars - 500 splices in all footing beams
- Provide “L" bars at all beam intersections with 500 laps to each leg
5. Fireplaces shall be supported on slab thickening extending 300 past the edges of the masonry, and
reinforced with SL72 mesh top and bottom. Slab thickening shall be 150 thick for single storey construction
and 200 thick for two storey construction.
Shrinkage Control
6. Reinforcing mesh shall be no less than SL82 for slabs over 18m (no steps) in length.
7. Where the floor slab is to be tiled, the following recommendations are made, in order to
minimise the effect of shrinkage:-
- SL92 slab mesh {or equivalent) should be provided
- Placement of tiles should be delayed for as long as possible (preferably for at least 3 months)
EARTHWORKS NOTES:
Where any filling is carried out on the site after the completion of the site investigation, the
following recommendation shall be followed:-
8. The site shall be stripped of all vegetation prior to the placement of any filling material.
9. Compaction Standards for filling Material
A. Controlled Filling
(a) Sand filling up to 800 deep, placed in maximum 300 thick layers and compacted with a vibrating
roller to achieve a minimum Dynamic Cone Penetrometer reading of 7 blows per 300 penetration
(refer AS 1289.F3.3). Sand fill may be flooded if necessary to achieve this compaction standard,
provided the water can subsequently be drained from the site.
(b) Non-sand filling up to 400 deep, placed in maximum 150 thick layers and compacted with a
mechanical roller. Clay fill shall be moist during compaction.
(c) Controlled filling shall continue for at least 1 metre past the edge of the footing beam and shall
be battered back to the original surface with a slope of no more than 1:2 (Vert : Hor).
(d) Where the depth of filling material exceeds that specified above, the filling material shall be
compacted as follows:-
Sand fill to 65% Density Index in accordance with AS1289.E6.1
Non-sand fill to 95% Maximum Dry Density (Standard Compaction) in accordance with 5.4.1
Compaction tests shall be carried out on each layer as the filling is placed. If the compaction standard
specified is not achieved, then a “Pier and Slab” and “Pier and Beam" footing design shall be adopted with
all piers founded on the underlying natural material.
B. Rolled Filling
(a) Sand Filling up to 600 deep, placed in maximum 300 thick layers and compacted by repeated
rolling with an excavator.
(b) Non-sand filing up to 300 deep, placed in maximum 150 thick layers and compacted by repeated
rolling with an excavator.
(c) Where the depth of filling material exceeds that specified above, the filling material shall be
compacted as follows:-
Sand fill to 65% Density Index in accordance with AS1289.E6.1
Non-sand fill to 95% Maximum Dry Density (Standard Compaction) in accordance with 5.4.1
Compaction tests shall be carried out on each layer as the filling is placed. If the compaction standard
specified is not achieved, then a “Pier and Slab" and “Pier and Beam” footing design shall be adopted with
all piers founded on the natural underlying material.
LINDSAY CONSULTING °"
THIS DRAWING REMAINS/THE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
CLIENT AND PROJECT DESCRIPTION
PAUL CLOUT DESIGN
PROPOSED RESIDENCE
NO.30 THE PROMONTORY
NOOSAVILLE
DRAWING TITLE
COVER PAGE
SCALES
SURVEY DATUM
ASSOCIATED CONSULTANTS
REVISION LIST
ORIGINAL ISSUE 20/05/21
{Computer File
210531FD.DWG
DRAWING NUMBER SHEET] REV.
21-0531-F1 1]A
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Page 2
TARGET STRATUM FOR ENTIRE LOADING BEARING FOUNDATIONS
SHALL BE THE MEDIUM DENSE SILTY SAND LOCATED APPROX.
800mm BELOW CURRENT SURFACE LEVEL. PIERS MUST PENETRATE
MIN. 300mm INTO THIS MATERIAL. ANY IMPORTED FILL MATERIAL LINDSAY CONSULTING PTY
LTD
MUST ALSO BE PIERED THROUGH. REFER GEO REPORT.
Page 3
TARGET STRATUM FOR ENTIRE LOADING BEARING FOUNDATIONS
SHALL BE THE MEDIUM DENSE SILTY SAND LOCATED APPROX.
800mm BELOW CURRENT SURFACE LEVEL. PIERS MUST PENETRATE
MIN. 300mm INTO THIS MATERIAL. ANY IMPORTED FILL MATERIAL
MUST ALSO BE PIERED THROUGH. REFER GEO REPORT.
LINDSAY CONSULTING PTY
LTD
Page 4
LINDSAY CONSULTING PTY
LTD
TARGET STRATUM FOR ENTIRE LOADING BEARING FOUNDATIONS
SHALL BE THE MEDIUM DENSE SILTY SAND LOCATED APPROX.
800mm BELOW CURRENT SURFACE LEVEL. PIERS MUST PENETRATE
MIN. 300mm INTO THIS MATERIAL. ANY IMPORTED FILL MATERIAL
MUST ALSO BE PIERED THROUGH. REFER GEO REPORT.
SL92 Fabric
Approved waterstop
N12 Starters at 900 CRS
Pool reinforcement as
3-L11 TM per pool details
Concrete piers @ 2m crs
Page 5
LINDSAY CONSULTING PTY
LTD
[OCR of page images]
-—— Step < 200
>———_ Step < 200
0
Slab mesh
ALTERNATIVE STEP DETAIL A ALTERNATIVE STEP DETAIL B
Not to Seale Not to Seale TYPICAL SLAB RECESS DETAIL (SUITABLE FOR RECESSES LESS THAN 50mm DEEP)
Not to Scale
Step < 200
_— ———_ —— 100 Slab mesh
D . 2 _y | /
eS
— g
1D EL a, 50 to 200
7 A. —_ Zi
ALTERNATIVE STEP DETAIL C
TYPICAL FOOTING BEAM STEPS (STEPS LESS THAN 200 mm) 400 ®s 400
Not to Scale —_
2 Layers slab mesh
TYPICAL SLAB RECESS DETAIL
(SUITABLE FOR RECESSES GREATER THAN 50 mm BUT LESS THAN 200 mm DEEP)
Not to Scale
40 cover 300
Lap
Footing step :
ri sm yi
2x0
Trench mesh or reinforcing —
bars as specified Slab mesh
ss
D & ‘— Trench mesh or reinforcing bars a. °
as specified - Zi
15 x D
450 min. 00 — M0
TYPICAL FOOTING BEAM STEP (STEP GREATER THAN 200 mm)
Not to Scale
TYPICAL SLAB STEP DETAIL
(SUITABLE FOR STEP LESS THAN 350 mm DEEP)
Not to Scale
LINDSAY CONSULTING ‘7
CLI 2
RPEO 4978.
Z FARO, 7
THIS DRAWING REMAINS HE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
CLIENT AND PROJECT DESCRIPTION
PAUL CLOUT DESIGN
PROPOSED RESIDENCE
NO.30 THE PROMONTORY
NOOSAVILLE
DRAWING TITLE
REINFORCEMENT DETAILS
SCALES
SURVEY DATUM
ASSOCIATED CONSULTANTS
REVISION LIST
20/05/21
>
ORIGINAL ISSUE
puter File
210531FD.DWG
DRAWING NUMBER ———SOSC~*~*~*~*~*~S*™Y SET].
21-0531-F5 5|A
Page 6
LINDSAY CONSULTING PTY
LTD
[OCR of page images]
3 Y12 bars or extend
B2 mesh to far side
of external foating beam mesh
hh
"
)} 4
Internal footing beam
External Footing Beam
TYPICAL FOOTING BEAM INTERSECTION DETAIL
Not to Scale
Construction joint
r- 3 Y12 bars top
where internal beam top steel
is provided
f Slab mesh
1: 20 fall
TRO
}
Internal Footing Beam
D
(eg. 600)
2D (eg. 1200)
<< F
-— Trench mesh (refer
edge beam detail)
Corner Bars shall be provided
at all corners as per corner
bar lap detail.
SS
| -o
External Footing beam | | ——t-4
= | fe. 3 vir bars
Bottom
40 Cover L500 |
LAP
SECTION 1 - 1
Not to Scale
‘—— Trench mesh (refer
internal footing beam)
TYPICAL OFFSET FOOTING DETAIL
MIN. 75mm sand
500 typical
&
‘/Y12
Corner
lap bar
External Edge Beam
OUTSIDE CORNER LAP BAR DETAIL
Not to Scale
RPEO 4978.
PH Su 792 118
THIS DRAWING REMAINS HE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
CLIENT AND PROJECT DESCRIPTION
PAUL CLOUT DESIGN
PROPOSED RESIDENCE
NO.30 THE PROMONTORY
NOOSAVILLE
DRAWING TITLE
REINFORCEMENT DETAILS
SCALES
SURVEY DATUM
Not to scale
ee
4 ;
J >
4 4
7S 4
tl
SL |
100 surround.
MIN. Oo,
1:60 MIN.
LZ
Approved pipe veaping_ 2
6 mm for S & M Sites
20 mm for H Sites
300 min. or as required
by Local Authority
Minimum 50 clearance
from all reinforcement
TYPICAL FOOTING PENETRATION DETAIL
Not to Scale
ASSOCIATED CONSULTANTS
REVISION LIST
A [ORIGINAL ISSUE 20/05/21
‘ompurer File
210531FD.DWG
DRAWING NUMBER SHEET] REV.
21-0531-F6 6/A
Page 7
LINDSAY CONSULTING PTY
LTD
[OCR of page images]
Cut batter as per
BCA Part 3.1.1
External edge f
beams BN é
3 Fall
Vin 20
BUILDER TO REFER TO THE APPROPRIATE DETAILS
TO SUIT THE CUT/FILL PLATFORM.
Spoon Drains top & bottom.
Free draining to street
Proposed Cut/Fill Line
Fill batter as per
Builder to confirm with surveyor.
BCA Part 3.1.1
TYPICAL CUT/FILL PLATFORM PLAN
SCALE 1:100
Y < Vn piers as per detail
«a
&
EB2. Piers to be 300mm
—.S¢
100 mm SLAB TOP FABRIC
PLAN IS FOR SITE DRAINAGE PURPOSES &
CUT/FILL CONDITIONS THAT MAY OCCUR.
BUILDER TO CONFIRM
THIS DRAWING REMAINS HE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
CLIENT AND PROJECT DESCRIPTION
PAUL CLOUT DESIGN
PROPOSED RESIDENCE
NO.30 THE PROMONTORY
NOOSAVILLE
DRAWING TITLE
TYPICAL PLATFORM DETAILS
SCALES
SURVEY DATUM
ASSOCIATED CONSULTANTS
REVISION LIST
ORIGINAL ISSUE
>
20/05/21
‘ompurer File
210531FD.DWG
DRAWING NUMBER SHEET] REV.
21-0531-F7 T|A
Page 8
LINDSAY CONSULTING PTY
LTD
[OCR of page images]
VERTICAL EXPANSION JOINT
REQUIRED FOR 'E’ SITES ONLY ~~]
"EXPANDA” JOINT (LUBRICATED WRAPPED IN
2 LAYERS OF 200 MICRON POLYTHENE AND
DETAILS AND SPECIAL REQUIREMENTS FOR
SUPPORT AND/OR PROVISIONS OF
[ ARTICULATION IN PIPE WORK FOR ALL UNDER
} 5 < SLAB DRAINAGE IS ONLY REQUIRED WHERE
r SPECIFIED BY THE DESIGN ENGINEER FOR THE
RELEVANT SITE CLASSIFICATION AND/OR AS
REQUIRED BY A.S 3500 OR A.S 2870
SEALED WITH PRESSURE SENSITIVE TAPE TO
EXCLUDE SOIL PARTICLES
oh
SELECTED ARTICULATION JOINT E.G STORM
PLASTICS “SWIVEL JOINT” OR OTHER APPROVED
FLEXIBLE FITTING INSTALLED TO MANUFACTURERS
RECOMMENDATIONS
TYPICAL UNDER SLAB-EDGE BEAM/WAFFLE POD DETAIL
Not to scale
GUIDELINES FOR DESIGN AND INSTALLATION
NOTES: THE FOLLOWING NOTES AND DETAILS PROVIDED ARE A GUIDE ONLY FOR
ARTICULATION FOR SANITARY PLUMBING, DRAINAGE AND SHOULD BE READ IN
CONJUNCTION WITH AS/NZS 3500, AS 2870 AND ANY OTHER RELEVANT STANDARD
REQUIREMENTS OF THE B.C.A.
1. ALL DRAINS INSTALLED IN GROUND THAT IS FILLED, UNSTABLE, EXPANSIVE (EG. M,
H, E AND P SITES) OR WATER CHARGED AND WHERE SOIL MOVEMENT MAY EFFECT
THE PERFORMANCE OF ANY DRAIN, A CERTIFIED PLAN AND SPECIFICATION SHOULD BE
PROVIDED BY AN APPROPRIATELY QUALIFIED PERSON. WHEN A COMPLIANCE PERMIT
AND ASSESSMENT IS REQUIRED BY THE LOCAL AUTHORITY. A SOIL REPORT AND ALL
CALCULATIONS SHOWING PROPOSED METHOD TO PROTECT THE DRAINAGE FROM
POTENTIAL GROUND MOVEMENTS MAY BE REQUIRED.
2. ALL SEWER & STORMWATER TO BE CONSTRUCTED IN ACCORDANCE WITH AS/NZS
3500 AND THE REQUIREMENTS OF AS2870 SECTION 5: CLAUSE 5.5 AND SECTION 6:
CLAUSE 6.6 ARTICULATION AND EXPANSION JOINTS ARE TO BE PROVIDED TO
ACCOMMODATE MOVEMENT IN ALL PIPE WORK WITHIN 3 METRES OF THE DWELLING
AND COMPLY WITH AS1260.
3. PLUMBING AND DRAINAGE UNDER THE SLAB SHOULD BE AVOIDED WHERE
PRACTICAL (REFER AS/NZS 3500 CLAUSE 4.10).
4. GRADES IN PIPE WORK ON M, H, AND P SITES SHOULD HAVE A MINIMUM GRADE
OF 1.30 WITHIN 5 1.5 METRES OF THE BUILDING AND 1:60 ELSEWHERE. GRADES IN
FLEXIBLE FITTINGS TO BE SET AT THE MINIMUM GRADE.
5. ALL EXPANSION AND ARTICULATION JOINTS TO BE INSTALLED IN ACCORDANCE
WITH MANUFACTURER'S RECOMMENDATIONS. ALL JOINTS TO BE SET MID POINT SO AS
TO ALLOW FOR MAXIMUM IN EITHER DIRECTION.
6. STORMPLASTICS (SA) PTY LTD "SWIVEL JOINTS” SHOULD NOT BE USED AS A
BEND TO ACHIEVE CORRECT FALLS. THE JOINT SHOULD BE SET IN A STRAIGHT LINE
OF THE DRAIN TO ALLOW MAXIMUM (+) OR (-) MOVEMENT. A MINIMUM 15° BEND TO
BE INSTALLED BEFORE SWIVEL JOINTS TO ACHIEVE MINIMUM GRADES FROM THE FACE
OF THE FOOTING.
7. DETAIL AND SUPPORT OF TRAPS AT THE O.R.G. TO BE CONSIDERED ON SITE, TO
ALLOW FOR POTENTIAL MOVEMENTS INCLUDING ISOLATION AND ARTICULATION
ASSOCIATED WITH PATHS AND PAVEMENTS. THE 0.R.G SHOULD BE CAST IN
CONCRETE MONOLITHICALLY WITH THE FOOTING SYSTEMON CLASS H AND E SITES.
7. DETAIL AND SUPPORT OF TRAPS AT THE 0.R.G. TO BE CONSIDERED ON SITE, TO
ALLOW FOR POTENTIAL MOVEMENTS INCLUDING ISOLATION AND ARTICULATION
ASSOCIATED WITH PATHS AND PAVEMENTS. THE 0.R.G SHOULD BE CAST IN
CONCRETE MONOLITHICALLY WITH THE FOOTING SYSTEM ON CLASS H AND E SITES.
8. ALL PVC PIPE WORK PASSING THROUGH CONCRETE MUST HAVE 25MM LAGGING.
9. STORM WATER SYSTEM THAT COLLECT ROOF WATER AND SURFACE WATER ARE
REQUIRED TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AS/ NZS 3500
PART 5.
10. THE USE OF CORRUGATED FLEXIBLE PVC PIPE PRODUCTS SHOULD BE AVOIDED
ON CLASS H AND E SITES AS THEY ARE NOT ABLE TO EXPAND LONGITUDINALLY
TO ACCOMMODATE POTENTIAL VERTICAL AND LATERAL MOVEMENTS AT THE SLAB
OR FOOTING EDGE UNLESS SPECIFICALLY DETAILED BY THE MANUFACTURE.
11. ALL JOINTS IN STORM WATER PIPES WITHIN 3,0 METERS OF THE HOUSE UNDER
CONSTRUCTION SHOULD BE ARTICULATED TO ACCOMMODATE GROUND MOVEMENT
WITHOUT LEAKAGE.
12. SEPTIC TANKS AND ASSOCIATED SOAKAGE AREAS SHOULD BE LOCATED TO
MINIMISE SOIL MOISTURE INCREASES WITHIN THE FOUNDATION JOINTS IN PLUMBING
PIPES WITHIN 3.0 METERS OF THE HOUSE UNDER CONSTRUCTION SHOULD BE
ARTICULATED TO ACCOMMODATE GROUND MOVEMENTS WITHOUT LEAKAGE. SEPTIC
TANKS IN PARTICULAR REQUIRE CAREFUL DETAILING.
13. ALL PIPE WORK INCLUDING STORM WATER FITTINGS AND ADAPTERS SHOULD BE
PROTECTED FROM MECHANICAL DAMAGE.
14. TERMITE PROTECTION NOT SHOWN ON THESE DRAWINGS AS THERE ARE VARIOUS
OPTIONS. REFER TO THE BUILDER DESIGNER.
15. ALL DETAILS ARE INDICATIVE ONLY. DESIGN OF PATHS FOOTINGS ETC. AND
LOCATION OF PENETRATIONS TO BE SPECIFIED BY AND ENGINEER.
16. PROVISIONS SHOULD BE MADE FOR THE CONNECTION OF OVERFLOW OR WATER
DISCHARGE FROM MIXTURES SUCH AS H.W.S. AND A.C. TO A DRAIN AS REQUIRED
BY THE RELEVANT LOCAL AUTHORITY.
17, EXPECTED MINIMUM REQUIREMENTS FOR EXPANSION AND ALLOWABLE RELATION
IN FITTINGS AS FOLLOWS.
BACK FILL WITH COMPACTED CLAY
SOILS OR EQUIVALENT TO FORM
IMPERMEABLE LAYER TO ALL
TRENCHES WITHIN 1500MM OF
15
SITE CLASS MINIMUM REQUIRED EXPANSION JOINT CAPACITY ALLOWABLE ROTATION
“En 150MM 15°
“HY 70MM 15°
“pe 70MM PLUS ADDITIONAL REQUIREMENTS IN THE CASE |15°
OF FILL (MIN DEPENDENT ON SITE CONDITION)
“M" MINIMUM 25MM LAGGING THROUGH FOOTINGS NOT APPLICABLE
THIS SITE CLASSIFICATION HAS BEEN
DETERMINED TO BE CLASSIFIED AS A "P" AS
PER SITE CLASSIFICATION REPORT BY LINDSAY
CONSULTING PIL 210531
[e BUILDING
3 NN
oF NATURAL SURFACE
=
ae
as APPROVED BEDDING
1 MATERIALS TO
“a+ APPROPRIATE COVER
a
i O CLAY PLUG TO FULL
x + DEPTH OF BEDDING
2 AT FOOTING ZONE
| _ WIDTH
VARIES
TYPICAL TRENCH DETAIL
Not to scale
LINDSAY CONSULTING ‘7
(Structural § Avjl Engineers)
CLI
OFF, 2¢/82 PARKER ATREET, MAROO AY DORE
THIS DRAWING REMAINS HE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
CLIENT AND PROJECT DESCRIPTION
PAUL CLOUT DESIGN
PROPOSED RESIDENCE
NO.30 THE PROMONTORY
NOOSAVILLE
DRAWING TITLE
PLUMBING DETAILS
SCALES
SURVEY DATUM
ASSOCIATED CONSULTANTS
REVISION LIST
>
ORIGINAL ISSUE 20/05/21
‘ompurer File
210531FD.DWG
DRAWING NUMBER SHEET] REV.
21-0531-F8 B/A
Page 9
LINDSAY CONSULTING PTY
LTD
[OCR of page images]
LOCATION OF PENETRATIONS
TO ENGINEERS DETAIL
SELECTED ARTICULATION JOINT E.G STORM
LAGGING OR SLEEVE PLASTICS "SWIVEL JOINT” OR OTHER APPROVED
FLEXIBLE FITTING INSTALLED TO MANUFACTURES
SELECTED ARTICULATION JOINT es RECOMMENDATIONS LINDSAY CONSULTING "
EG. STORM PLASTICS “SWIVEL JOINT”
OR OTHER APPROVED FLEXIBLE | |
FITTING INSTALLED TO MIN 15 DEGREE —+—_——_ FooTine SER AT banana Tocangh ook.
MANUFACTURERS BEND TYPICAL THIS DRAWING REMAINSAHE PROPERTY OF
< LINDSAY CONSULTING PTY LTD AND IS FOR
> THE SOLE USE OF THE CLIENT. NO PART
[ MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
CLIENT AND PROJECT DESCRIPTION
PAUL CLOUT DESIGN
RECOMMENDATIONS <
\
“EXPANDA” JOINT (LUBRICATED WRAPPED
IN 2 LAYERS OF 200 MICRON POLYTHENE AND PROPOSED RESIDENCE
\ sascne THICKNESS
25MM AND 40MM ON SEWER MAIN OR
"E" SITES UNLESS SEALED WITH PRESSURE SENSITIVE TAPE TO
NOTED OTHERWISE BRANCH une EXCLUDE SOIL PARTICLES] NO.30 THE PROMONTORY
| F |
FXPANDAY JOINT (LUBRICATED WRAPPED I TYPICAL PIPE THROUGH FOOTING DETAIL -SECTION fd ;
SEALED WITH PRESSURE SENSITIVE TAPE TO Not to scale ORAWING TILE
EXCLUDE SOIL PARTICLES
TYPICAL CONNECTION FROM PIPE WORK TO BRANCH LINE DETAIL PLUMBING DETAILS
Not to scale
\
DOWN PIPE \/\\ PROVIDE VISUAL SPACE /\
TO COMPLY WITH \/ PROVIDE VISUAL SPACE SCALES
I as 3660.1 FLEXIBLE JOINT BETWEEN | — TO. COMPLY WITH
SLAB AND WALL AS 3660.1
OVERLAP PIPES 150MM
MINIMUM AS SHOWN
GROUND SURFACE FALL
1:50 MIN
GRATED aN
|
STORM WATER SURVEY DATUM
DRAINAGE PIPE
SELECTED ARTICULATIO [—
FLEXIBLE JOINT ON
SLAB TO BE TIED BACK
TO THE BUILDING TO MINIMISE
FORCES ON PIPE WORK WHERE
SPECIFIED BY AN ENGINEER ASSOCIATED CONSULTANTS
ALLOW PIPE WORK TO on / INGROUND
0
VERTICALLY INDEPENDENT PIPE WORK
OF BUILDING FOOTINGS
TYPICAL STORM WATER DETAIL (ALTERNATIVE) DOWN PIPE TO GRATED DRAIN DETAIL
Not to scale Not to scale
SELECTED ARTICULATION JOINT E.G STORM [
PLASTICS “SWIVEL JOINT” OR OTHER APPROVED So
FLEXIBLE FITTING INSTALLED TO MANUFACTURES lo 3| LAGGING
RECOMMENDATIONS “UO LE —_ —_ _— {7° SLENVE
PIPE FROM FIXTURE +
} —_ __ __ _} — REVISION LIST
THIS SITE CLASSIFICATION HAS BEEN NO pouetems oneness 0 =
DETERMINED TO BE CLASSIFIED AS A "P" AS ADDITIONAL LAGGING T0 PONOLT ui its PoOTINGS)
PER SITE CLASSIFICATION REPORT BY LINDSAY ORE TO LOCAL COUNCIL Scouser tua ae
CONSULTING P/L 210531 z (POURED IN-SITU/MONOLITHIC
S WITH FOOTING)
TYPICAL SECTION AT 0.R.G TO PREVENT SHEAR AT FOOTING FACE en posarnowe
DRAWING NUMBER SHEET] REV.
Not to scale 21-0531-F9 JIA
Page 10
LINDSAY CONSULTING PTY
LTD
[OCR of page images]
REINFORCED WALLS FOR WIND CATEGORY —
LINTEL SIZE — refer table
N3 190mm WALL
LINTEL SIZE — refer table
FORCE TO BE
TRANSFERRED
IN THIS DIRECTION
6/3.15D NAILS PER BLOCK
TIMBER BLOCKS
LONG ENOUGH TO
AVOID SPLITTING
FORCE TO BE
TRANSFERRED
IN THIS DIRECTION
PROVIDEIGAP FOR
TRUSS DEFL'N
RACING WALL PERPENDICULAR
TO ROOF TRUSSES
BRACING WALL TO TRUSSES
DESIGN STRENGTH JD4& - 3.2kN (Fig 9.4.2 (vii))
2/NN2 NAILING PLATES OR
FORTS R Oa Fa | FRAMING ANCHORS TO
I I | I {_———-————— iW EITHER END OF NOGGING
1 | | | I { I 6/B2.8 NAILS 4/3.15 NAILS H.W.
I ot | | ll Il
| o400 max. |! N12 at 800 Imax centres Il] over 2400 to 3000 max II a“
I ot I I ll Il ay
Io | | ll Il Ks
| | | | n QS EZ
Io | | ll I N
1 | | i UY
14 | | AN Ll cS
i q GAP TO 7 [>
L 1/N12 at 1/N12 both 1/N12 extra in 2nd or 1/N12 both 1/N12_ under S
corners sides of 3rd core both sides of sides of all window sills Aq)
opening openings over 2400 opening VA
All construction to be in accordance with the Besser
Technical Specification ” Solid Besser Home System BRACING WALI
Simplified Design” using Besser products. Refer to relevant
manufacturers specification if using other products
acl sssen vo tz swum BRACING WALL TO TRUSSES
. rs OR 20.26 ro DESIGN STRENGTH JD4 - 3.0kN (Fig 9.4.2 (v))
s|* |
&
| W8 stirrups at 200 oe
fe _© . .
centres in S lintels o |
=| BESSER 20.20
wo
TYPE A LINTEL |
a [| | 1] W8 stirrups ot 200
oe | centres in S lintels
© — ee
roe BESSER 20.20
| BESSER 20.12
2 | OR 20.15
gs} || |__|} W8 stirrups at 200
» | centres in S lintels
|
2 || pescer v0.19 TYPE C LINTEL
OR 20.15 © gf
a oS
~.
TYPE BB LINTEL |
a4 |
3 |
po BESSER 20.20 | BESSER 20.20
2 | |
& | |
Ss || | [] We stirrups at 200 |
” | centres in S lintels [} |__|
ee So I
BESSER 20.12 <|® BESSER 20.20
OR 20.15 ~ | LINTEL CODE
wr | WB stirrups ot 200 A212 8212 BB212. C212
TYPE B LINTEL I ° centres in S lintels A116 B116 BB116 C116
—— A212S B212S BB216S C212S
BESSER 20.12 A116S B116S BB116S C116S
OR 20.15 A216 B216 BB216 C216
oe A216S B216S BB216S C216S
A220 B220 BB220 C220
A220S B220S BB220S €220S
TYPE D LINTEL
REINFORCEMENT
0212 2-N12 top and bottom
D116 1-N16 top and bottom
0212S 2-N12 top and bottom W8 stirrups at 200 centres
D116S 1-N16 top and bottom with W8 stirrups at 200 centres
0216 2-N16 top and bottom
0216S 2-N16 top and bottom with W8 stirrups at 200 centres
0220 2-N20 top and bottom
0220S 2-N20 top and bottom with W8 stirrups at 200 centres
LINDSAY CONSULTING 2
RP
OFF, 2¢/82 PARKER ATREET, MAROOGAYDORE PH Si
Structural
CA
THIS DRAWING REMAINS HE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
CLIENT AND PROJECT DESCRIPTION
PAUL CLOUT DESIGN
PROPOSED RESIDENCE
NO.30 THE PROMONTORY
NOOSAVILLE
DRAWING TITLE
BLOCKWORK DETAILS
SCALES
SURVEY DATUM
ASSOCIATED CONSULTANTS
REVISION LIST
>
ORIGINAL ISSUE 20/05/21
‘ompurer File
210531FD.DWG
DRAWING NUMBER SHEET
21-0531-F10 10
REV,
Page 11
LINDSAY CONSULTING PTY
LTD
[OCR of page images]
NOTE THAT LINTELS BASED ON TRUSS LAYOUT
Aat2 Aat2 oe SHOWN. BUILDER SHALL CONFIRM LINTELS FOR
coe oe ee ee aoa os
Non-LBW Head if Thi 4 es TRUSS LAYOUT PROVIDED BY MANUFACTURER
lI HI | PRIOR TO CONSTRUCTION.
ll Ul | SUITABLE FOR N3 CONDITIONS
i ii
i ii
i ii
i ii
ee. a lI ill
os T i ii
N i ii
sh 2 |II il
5 = |
Me i || ii
r — {II Ie |
tH II i)
B a |
~ ~ ! iil
“ x ii w
y 8 I | 8 |
i ii
i ii
; ; |2====s========= |p --~ ~~~ ________,.,
j I 8 Beam 71. STEEL BEAM 2/2 STEEL BEAM 1 ees
le = F i a Beam III
140x35 = 140x35 LBW HI |
n HI |
q HI |
< li |
. . si 140x35 HI Non-LBW Head |
7) n
LBW 90x35 il
ee Beam il
| LBW ill | 89x5 SHS. Fixed to slab with
| ei 4 + . . . oe 1-M16 welded base plate.
| : | Fixed to rafter with 200 high x
=—S= — LEW * Lew . a ay 90 wide x 8 thick cleat &
| 2-M12 bolts
| 8 |
| jz —— n |
mE I |
| 8 L___, |
= |
| e| g |
| A212
| | =
| Direct tiedown - M12 rod joe] fee ¢| le 2 [fe . . . . . © . a Ie © © © © e
| A212 A212 A212 A212
| _ (Ramin SCHEDULE - SHEET ROOF NOGGINGS - 1350mm CRS MAXIMUM
c : WIND CLASSIFICATION - N3 TRUSSES FIXED IN A/W TRUSS
190mm core filled blockwork with N12 verticals @ STUD HEIGHTS & SIZES MANUFACTURERS SPECIFIETIONS
800 crs. Provide 1 course bond beam with 2-N12 @
GROUND FLOOR STRUCTURAL PLAN cling hgh op of wa See ee asm mums
SCALE 1:100 RIBBON PLATE - 90x35 MGP12 s00 .
Bracing Required 94.0 kN TIE-DOWN SPACING - AS SHOWN 1200
Bracing Provided >150 kN {500
CONNECTION DETAIL NUMBERS
UB to top of Blockwork detail 1
310 UB to 460 UB connection detail
310 UB to 310 UB connection detail
Timber to 460 UB connection detail
310 UB to SHS Connection detail
Timber to 310 UB connection detail
Timber to side of blockwork Connection detail
ONDRWNDN —
ee
Bracing Required
Bracing Provided
59.0 kN
>150 kN
ANY EXTERNALLY EXPOSED PINE MUST BE H3 TREATED
LINDSAY CONSULTING P/L RECOMMEND H3 TRUECORE TREATMENT
MEMBERS DESIGNED WITH HYNE DESIGN V7.5.15
BOTTOM PLATE - 90x35 MGP10
NON LOAD BEARING WALLS
STUDS 3000 - 90x35 MGP10 @ 450 CRS
TOP PLATE - 90x35 MGP10
BOTTOM PLATE - 90x35 MGP10
TRUSS TIE-DOWN - M12 RODS AT
CORNERS, EACH SIDE OPENINGS. THE TOP
PLATE SHALL FIXED OR TIED TO THE
LINTEL WITHIN 100mm OF EACH
TRUSS/RAFTER.
ROOF BATTENS.
METAL ROOF BATTENS FIXED IN
ACCORDANCE WITH MANUFACTURER'S,
SPECIFICATIONS
1800
2100
2400
2700
3000
3600
PRWWUN DDD
PROTECTIVE COATINGS FOR STEELWORK
MUST BE IN ACCORDANCE WITH THE BCA
3.4.4.4 AND TABLE 3.4.4.2
THIS DRAWING REMAINS HE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
CLIENT AND PROJECT DESCRIPTION
PAUL CLOUT DESIGN
PROPOSED RESIDENCE
NO.30 THE PROMONTORY
NOOSAVILLE
DRAWING TITLE
STRUCTURAL PLAN
SCALES
0 { 2 3 4m
a
Orig. 4100
SURVEY DATUM
ASSOCIATED CONSULTANTS
REVISION LIST
>
ORIGINAL ISSUE 21/05/21
fompuler Fle
210531FD.DWG
DRAWING NUMBER ‘SHEET | REV.
21-0531-F11 yA
Page 12
IN-PLANE FIXING ON TOP FIXING CENTRE FIXING Type 1 - 1 Triple grip with 4/2.8 nails each end
R1 - 360x42 LVL15 Rafters @ 600 crs min Type 2 Type 1 Type 2 - Pryda Framing Bracket with 6 / 35mm long x 3.15 nails
R2 - 360x42 LVL15 Continuous Rafters @ 900 crs min Type 2 Type 1 Type 3 each end each side
Type 3 - Cyclone Strap 30x0.8 GI strap & 6/2.8 nails each end
R3 - 300x42 LVL15 Continuous Rafters @ 900 crs min Type 2 Type 1 Type 3
(250mm min down stud otherwise must go to a Type 4)
R4 - 300x42 LVL15 Rafters @ 900 crs min Type 2 Type 1 Type 4 - Double Triple grip with 6/2.8 nails each end LINDSAY CONSULTING PTY
LTD
Page 13
FRONT VIEW SIDE VIEW
LINDSAY CONSULTING PTY
LTD
460 UB 74.6
S2, fy = 300
2M16 8.8N/TB
200mm min embedment
40
90 100 100
175
20 36 70 49
43
43
58 100 58
107
310 UB 32.0
215
S1, fy = 320
215.0x175.0x12.0 mm PLATE
(fy = 260 MPa, fu = 410 MPa)
10.0 mm CFW SP (fu = 490.00 MPa) WELDS
4M24 8.8N/S (fu = 830.00 MPa) BOLTS
95x40 mm Top Cope
95x40 mm Top Cope
80
20 30 30
35
35
310 UB 46.2 230.0x80.0x6.0 mm PLATE
(fy = 280 MPa, fu = 410 MPa)
70 70 45
S3, fy = 300 250.0x166.0x6.0 mm BEARING PACKER
119
6.0 mm CFW SP (fu = 490.00 MPa) WELDS
40 170 40 (fy = 280.00 MPa, fu = 410.00 MPa) 3M20 8.8N/S (fu = 830.00 MPa) BOLTS
310 UB 46.2
230
4M12 8.8N/TB
3.0 mm CFW GP PACKER WELDS S3, fy = 300
75x35 mm Top Cope
75x35 mm Bottom Cope
75x35 mm Top Cope
45
75x35 mm Bottom Cope
Page 14
LINDSAY CONSULTING PTY
LTD
[OCR of page images]
NOTES
1. STRUCTURAL
a) Concrete
- F'c = 25MPa at 28 days. 32MPa if within 1km of coastline
- Concrete shall comply with AS2783
- Concreting shall be carried out in one continuous operation by pneumatic spraying process
- Shade concrete and keep moist for 7 days.
- Exposure Classification (AS2783) - B2.
b) Reinforcement Fy = 250MPa. S12 bars throughout, lap 400 where required.
c) Foundations
Bars shall be tied securely in position.
- Cover shall be 65mm to vertical reinforcement to the inside face.
- Excavation shall follow contours of pool shape. Where over excavation occurs fill with concrete
- Foundation material shall be uniform over entire pool base, if not refer to Engineer
- In clay or rocky ground use 75mm thick layer of 20mm nominal gravel under base
- Minimium safe bearing capacity - 100kPa
- Pool walls shall be poured against undisturbed natural ground, if not refer to Structural Engineer.
aA
Total length 16700 MAX
d) Design - Design suitable for sites up to and including Class H (AS2870-2011)
- If pool is located in fill or aboveground refer to Structural Engineer.
- Drawing not to be used for pools in Exposure Classification C (AS2783)
- Walls have not been designed for cantilever walkways
2. CONSTRUCTION
a) Construction shall comply with AS2783.
3. GENERAL
a) Ground water pressure shall be relieved by Hydrostatic valve as shown.
b) Surface water shall be prevented from penetrating down beside pool wall by
grading surrounding areas away from the pool
c) Security fencing shall be as required by the Local Authority.
d) Finishes to pool surface shall be as detailed by Pool Contractor.
e) All hydraulic equipment (eg. pump, filter, hydrostatic relief valve, skimmer box etc.)
shall be as specified by the Pool Contractor
900 wide x 75 thick slab all round with F52
fabric CP or pavers with cement stabilized
B filling sand. Refer Note 3{b) ————]
300
Maximium surface area - 100m?
Finish to Clients or
Contractors requirements ™
Water Level
200 | 150 mw
{-: ~]
3 /S12
4 | inbondbeam *
$
SS
WALLS
REFER TABLE FOR
REINFORCEMENT
Earth wire to reinforcement
Joes to dwelling earth system
300 Varies
Washed gravel to underside
of pool, refer Note ‘{c)
BASE
S12 Verticals @ 300 crs
$12 Horiz @ 300 crs
Water Level
NOTE o
Where pool wall height (H) exceeds 3
x 1200 but less than 1500
provide intermediate vertical $12 bars
as shown dotted.
(ie. S12 bars in this area at 150 c/c)
THIS IS BASED ON 150 THICK - REFER
TABLE FOR THICKER POOL SHELL — gq
R/2
SECTION B-B
Hydrostatic relief valve _
| 600
100
Overall depth (D)
2250 MAX
DIA 200 Anti vortex
cover
Unreinforced cutoff wall
REQUIRED FOR
(CLASS H2 & E SITES)
Dia 40 suction line 300
to filter (Client option)
300
Sump containin 8 a Ss
nn | d= aL. e
600 Sa oO | oO
5
LONGITUDINAL SECTION COPING VARIATION WET EDGE DETAIL
300 Varies 4
\
Po]
SECTION A-A
LINDSAY CONSULTL
OFF. 2¢/82 PARKER ATREET, MAROOGAYDORE PH 5
THIS DRAWING REMAINS HE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
CLIENT AND PROJECT DESCRIPTION
PAUL CLOUT DESIGN
PROPOSED RESIDENCE
NO.30 THE PROMONTORY
NOOSAVILLE
DRAWING TITLE
POOL DETAILS
SCALES
SURVEY DATUM
ASSOCIATED CONSULTANTS
REVISION LIST
A [ORIGINAL ISSUE 20/05/21
‘ompurer File
210531FD.DWG
DRAWING NUMBER SHEET] REV.
21-0531-F 14 14) A
Page 15
LINDSAY CONSULTING PTY
LTD
[OCR of page images]
Filter and Spa
pumping unit (optional)
Skimmer box
Outlet to stormwater
drainage or sewer as
required by council
SCHEMATIC FOR WATER CIRCULATION
All pipework shall be Dia 40 uPVC Class 9 and all fittings shall
be uPVC Class 18 all to AS1475- 1994 (R2014) | 300 Varies T
e
Ss =
3 treads at 300 +~>—
o
& cl
2
a uP
z a4
z
es
REFER TABLE
REFER TABLE
SPA DETAIL
STEP DETAILS
ee $12-200EWCP =~—
~
> Pool reinforcement
3 KS ‘ll
400
TYP
REFER TABLE
PLAN
SKIMMER BOX DETAIL
BENCH
DETAIL
300
Profile of recess
Finish to Clients or to suit skimmer box
Contractors requirements IN
5} S12 - 200 EW CP
MIN 150 Pool
reinforcement
$12 intermediates
at 200 CRS
500
MIN 150 ‘
500 MAX
CANTILEVERED EDGE BEAM DETAIL
SECTION C-C
SKIMMER BOX DETAIL
LINDSAY CONSULTI.
OFF. 2¢/82 PARKER ATREET, MAROOGAYDORE PH 5
THIS DRAWING REMAINS HE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
THIS TABLE ONLY APPLIED
FOR POOL BASE/WALL TO
BE 300mm EMBEDDED
INTO NATURAL MATERIAL
Height Above
Ground(m)
0.6
0.8
1.0
12
14
1.6
1.8)
2.0
21
Height Above
Ground({m)
0.6
0.8
1.0
1.2
14
1.6
1.8
2.0
24
ABOVE GROUND CONCRETE POOL
Maximum Overall Depth
{Coping to Inside base face)
1.2m
1.2m
1.2m
1.35m
1.6m
1.85m
1,95m
2.2m
2.3m
VERTICAL REINFORCEMENT
THICKNESS (mm)
150
S12 @ 300
S12 @ 300
S12 @ 300
$12 @ 150
$12 @ 150
$12 @ 100
175 200
$12 @ 300 S12 @ 300
$12 @ 300 S12 @ 300
$12 @ 300 S12 @ 300
$12 @ 300 S12 @ 300
$12 @ 150 S12 @ 150
$12 @ 100 $12 @ 150
$12 @ 100 S12 @ 100
HORIZONTAL REINFORCEMENT
THICKNESS (mm) ~ T
Maximum Overall Depth
{Coping to Inside base face)
1.2m
1.2m
1.2m
1.35m
1.6m
185m
1.95m
2.2m
2.3m
150
S12 @ 300
$12 @ 300
$12 @ 150
$12 @ 150
$12 @ 150
$12 @ 150
175 200
$12 @ 250 S12 @ 225
$12 @ 250 S12 @ 225
$12 @ 140 S12 @ 100
$12 @ 140 S12 @ 100
$12 @ 140 S12 @ 100
$12 @ 140 $12 @ 100
$12 @ 140 $12 @ 100
BELOW GROUND HORIZONTAL REINFORCEMENT
Maximum Overall Depth
{Coping to Inside base face)
1.2m
1.2m
1.2m
135m
1.6m
185m
1.95m
2.2m
2.3m
THICKNESS (mm) . T
150
$12 @ 300
$12 @ 300
$12 @ 300
$12 @ 300
$12 @ 300
$12 @ 300
175 200
$12 @ 250 $12 @ 225
$12 @ 250 Si2 @ 225
$12 @ 250 S12 @ 225
$12 @ 250 S12 @ 225
$12 @ 250 S12 @ 225
$12 @ 250 S12 @ 225
$12 @ 250 S12 @ 225
-T
225
$12 @ 300 EF
$12 @ 300 EF
$12 @ 300 EF
$12 @ 300 EF
$12 @ 300 EF
$12 @ 150 EF
$12 @ 150 EF
$12 @ 100 EF
250
$12 @ 300 EF
$12 @ 300 EF
$12 @ 300 EF
$12 @ 300 EF
$12 @ 300 EF
$12 @ 150 EF
$12 @ 150 EF
$12 @ 100 EF
$12 @ 100 EF
EF = EACH FACE
225
$12 @ 300 EF
$12 @ 300 EF
$12 @ 150 EF
$12 @ 150 EF
S12 @ 150 EF
$12 @ 150 EF
$12 @ 150 EF
$12 @ 150 EF
250
$12 @ 300 EF
$12 @ 300 EF
$12 @ 150 EF
$12 @ 150 EF
$12 @ 150 EF
$12 @ 150 EF
$12 @ 150 EF
$12 @ 150 EF
$12 @ 150 EF
EF = EACH FACE
225
$12 @ 300 EF
$12 @ 300 EF
$12 @ 300 EF
$12 @ 300 EF
$12 @ 300 EF
$12 @ 300 EF
$12 @ 300 EF
$12 @ 300 EF
250
$12 @ 300 EF
$12 @ 300 EF
$12 @ 300 EF
$12 @ 300 EF
$12 @ 300 EF
$12 @ 300 EF
$12 @ 300 EF
$12 @ 300 EF
$12 @ 300 EF
EF = EACH FACE
REINFORCEMENT SPECIFICATIONS HAVE BEEN DERIVED FROM AS-2783-1992 USE OF REINFORCED CONCRETE FOR SMALL
SWIMMING PCOLS.
CLIENT AND PROJECT DESCRIPTION
PAUL CLOUT DESIGN
PROPOSED RESIDENCE
NO.30 THE PROMONTORY
NOOSAVILLE
DRAWING TITLE
POOL DETAILS
SCALES
SURVEY DATUM
ASSOCIATED CONSULTANTS
REVISION LIST
>
ORIGINAL ISSUE 20/05/21
‘ompurer File
210531FD.DWG
DRAWING NUMBER SHEET] REV.
21-0531-F15 15] A
Page 16
S12 drop vertical bar
S12 corner bars @ 150 crs
N16 corner bars @ 200 crs (Below Ground)
350mm min lap
N16 corner bars @ 100 crs (Above Ground)
Radius 155mm
S12 Horizontal steel to be 350mm min lap
hooked with; Radius 155mm
50mm pin diameter min
250mm lap
30mm min cover so bars shall be LINDSAY CONSULTING PTY
LTD
slightly rotated for min cover
WALL REINFORCEMENT AS PER
DETAILS
WALL REINFORCEMENT AS PER
DETAILS
Page 17
LINDSAY CONSULTING PTY
LTD
[OCR of page images]
50
200 ater Level Provide 20 mm arris
Water Level a" corners
|; == = i\_a
LINDSAY CONSULTING °%
C7) =
7
250
OFF. 2¢/82 PARKER ATREET, MARODGAYDORE PH 2118
4-S12 in b 5s in THIS DRAWING REMAINS/HE PROPERTY OF
ring beam . ing bi LINDSAY CONSULTING PTY LTD AND IS FOR
4 S12 at 150 CRS VERTICAL . fing beam THE SOLE USE OF THE CLIENT. NO PART
$12 at 100 CRS HORIZONTAL MAY BE USED IN PART OR WHOLE WITHOUT
20 mm COVER S12 at 150 CRS VERTICAL
PRIOR EXPRESS WRITTEN CONSENT OF
—}————10 INSIDE oF POOL 512 af 100 CRS HORIZONTAL LINDSAY CONSULTING PTY LTD
3 CENTRALLY} *".
= & 200 CLIENT AND PROJECT DESCRIPTION
, 3 8 [ PAUL CLOUT DESIGN
<0 an LAPS (TYP) PROPOSED RESIDENCE
A V/ NO.30 THE PROMONTORY
! ie of re NOOSAVILLE
0 ws Us | oS
150 MIN
Dia 400 Radius min Dia 400 Radius min
Natural Ground
[4 | Natural Ground DRAWING TITLE
POOL DETAILS
Main pool reinforcement
as detailed elsewhere
300 J
SCALES
S12 at 200 Centres
each way, centrally placed
1500 mm
SECTION THROUGH ABOVE GROUND POOL
SECTION THROUGH ABOVE GROUND POOL
SURVEY DATUM
ASSOCIATED CONSULTANTS
REVISION LIST
A [ORIGINAL ISSUE 20/05/21
‘ompurer File
210531FD.DWG
DRAWING NUMBER SHEET] REV.
21-0531-F17 17) A
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