C06-EARTHWORKS-SECTIONS-Rev.3

 

 

 

PROPOSED BUILDING - APT 02

 

BOUNDARY LINE

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

PROPOSED BUILDING - APT 03

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

BUILDING STRUCTURE
RETAINING WALL

BOUNDARY LINE

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

—— FILL —— FILL
1.50 _— —t {
a BUILDING PLATFORM RL 74.85 BUILDING PLATFORM RL 74.85
A ——— — XLI CUT
40 5 —___ |
40 5 | STRIP FOOTING ON 4500 FORNATUBE COLUMN r KM
50 8 OT | BACKHOE PITS ON BACKHOE PITS IN FILL VW
an 22 TT AREA TO SUPPORT BUILDING
: TTT SLAB. SEE DETAIL 2 ON VW
SHEET CO6.1 FOR DETAILS.
= TYPICAL. LJ a
LH LJ
NGL. \
1 \ BULLDING/BIO BASIN STRUCTURE 4509 FORNATUBE COLUMN
(coe SECTION AWA RETAINING WALL ax ON BACKHOE PITS IN FILL
= (os AREA TO SUPPORT BUILDING
OT SLAB. - TYPICAL.
LANDSCAPE BOULDER WALL
LESS THAN 1000 HIGH
FOREST To BE RETAINED PROPOSED BUILDING - APT 01 / PROPOSED DRIVEWAY PROPOSED BUILDING - APT 02 w !
76.50 CUT =
76.00 16.25 VT NGL 3
“155 ZIAT TD 6 =
75.50 |
BUILDING PLATFORM RL 75.15
7300 LLEL/ LL. A + BUILDING PLATEORM RL74.85,_ [
7450 H |
7400 74.25 |
1375 | STRIP FOOTING ON
BO 53 LDL t BACKHOE PITS AS PER LJ L|
i DETAIL 1 ON SHEET C06.1
= TYPICAL.
SECTION B-B |
|
|
|
LANDSCAPE BOULDER WALL wy!
LESS THAN 1000 HIGH PROPOSED BUILDING - APT 101, 102, 103 & 104 PROPOSED BUILDING - APT 03 = |
FOREST 10 BE RETAINED |
cur Z|
| —— FILL
7550 a p— Fil |
590 PS DTI BUILDING PLATFORM RL 74.86 BUILDING PLATFORM RL 74.86 |
a — — — — v |
40 65 - Ne [ LJ BUILDING STRUCTURE
74.00 Soe RETAINING WALL AS PER
no SP DTT STRIP FOOTING ON ON Bhan ns ian DETAIL 3 ON SHEET C06.1
no BS == TT BACKHOE PITS AS PER AREA TO SUPPORT BUILDING Ls
5 — —— — DETAIL 1 ON SHEET CO6.1 SLAB. SEE DETAIL 2 ON Lo
7250 TT SHEET (06.1 FOR DETAILS. [_]
— TYPICAL. 4 |
4500 FORNATUBE COLUMN OO |
SECTION c-C ON BACKHOE PITS IN FILL |
AREA 10 SUPPORT BUILDING
— SLAB. SEE DETAIL 2 ON

SITE_PREPARATION AND EARTHWORKS

It is recommended that the following site preparation and earthworks procedures be
carried out where the proposed development will consist of new fill, slab—on—ground
construction and/or pavement construction. Site preparation measures are detailed below:

— ANI earthworks should be carried out in accordance with AS 3798 (2007).
— Any deleterious, soft, wet or highly compressible material or topsoil material rich in

organics or root matter should be stripped and removed. No topsoil or organic material
was recorded at the bore locations, but a shallow root zone associated with vegetation
may be expected.

— The stripped surface should be rolled with at least six passes of a minimum 12 tonne

deadweight roller (or as large as practicable), with a final test roll pass accompanied

by careful visual inspection to detect the presence of any soft or loose spots. Areas
demonstrating excessive movement under test rolling will be required to be either tyned,
dried and recompacted or removed and replaced with select fill well compacted in layers.
Treatment should be to a standard sufficient so that the subgrade passes test rolling
rolling and that compaction can be achieved in the first layer of filling. The extent of
treatment is best assessed at the time of construction, but large areas of excavation
should not proceed without geotechnical advice to assess other options.

— Depressions formed by the removal of vegetation should have all disturbed, weakened

soil cleaned out and then backfilled with select fill well compacted in layers.

— It is recommended that where filling is to be carried out over sloping ground

(exceeding 8H:1V in slope), the slope should be benched to allow for the filling to be
“keyed’ into the existing slopes. These procedures will provide greater stability of the
filling and allow for adequate compaction to be achieved throughout the full depth of

the filling. Filled batters should also be overfilled and then cut back to the required
design batter angles in order to maximise compaction of the material in the batter faces.

SHEET (06.1 FOR DETAILS.

- TYPICAL.

— Based on the ground conditions encountered, excavations in the site soils could be
undertaken using conventional small to medium sized earthmoving equipment, such as
drotts, backhoes or 5 t to 15 t (or larger) excavators.

— It is considered that the majority of materials won from excavations on site where free
of organic and deleterious material will generally be suitable for reuse as bulk fill provided
the moisture content of the soils on placement approximates the OMC.

— Imported fill material, if required, should be a good quality select fill material of low
plasticity and well graded with a maximum particle size of 75 mm. The use of clayey
imported fill material will increase the estimated ground surface movements due to
moisture variation and the site classification.

— Approved structural fill should be placed in layers not exceeding 0.2 m ‘loose’ thickness,
with each layer compacted to a minimum density index of 75% or a minimum dry density
ratio of 98% relative to Standard compaction. Unbound pavement gravel should be compacted
to a minimum dry density ratio of 100% relative to Standard compaction.

— Field density testing should be carried out to confirm the standard of compaction has been
achieved and the placement moisture content. The frequency of testing should be in
accordance with AS 3798. Level 1 inspection and testing of fill must be undertaken where
the fill is to support buildings or pavements.

— The above procedures will require geotechnical inspection and testing services to be employed
during construction by an experienced and competent geotechnical testing authority. It is
recommended that earthworks inspection and testing services that will be required during
earthworks construction be carried out by DP.

BATTER SLOPES :

Very loose to loose sands have the potential to ‘collapse’ unexpectedly in a trenching situation.
All excavations will need to be battered for stability and prior to personnel entering the excavation.
Temporary excavations less than 1 m depth may remain vertical for short periods of time,
provided moisture conditions are favourable at the time of construction and provided there are

no loads, services, structures or traffic located within close distance to the crest of the
excavation. Formwork may be required to prevent loose material slumping into open excavations.

Temporary unsurcharged batter slopes should be no steeper than 2.5H:1V. Where groundwater
seepage is encountered, batter slopes will need to be considerably flatter.

The above temporary batter slopes are suggested with respect to slope stability only, and do

not allow for lateral stress relaxation which may result in movement of nearby inground services

or shallow footings. If such services are settlement-sensitive, and are located near the crest of

the excavation, then the excavation may have to be positively supported.

Long term slopes may need to be flattened to 3H:1V or less, in order to allow vehicle access

for maintenance of grass. It is recommended that all batters incorporate crest and toe drainage.
Long term slopes may need to be flattened to 3H:1V or less, in order to allow vehicle access

for maintenance of grass. It is recommended that all batters incorporate crest and toe drainage.

The batters should also be covered with topsoil and vegetation to provide long term erosion protection

— —L

 

 

 

 

 

 

 

 

 

 

 

 

 

DRAWING TITLE

EARTHWORKS SECTIONS

 

SCALE 1:100 JOB DESCRIPTION
; aan pa) APPROVED NEIL McKENZIE & ASSOCIATES PTY. LTD. man a NOOSA YOUNGCARE
2 oat | dL CONSULTING ENGINEERS CHECKED NN 32 VIEWLAND DRIVE
1 1409.21 | aL 14/699a SANDGATE ROAD DESIGNED NM NOOSA HEADS
MLE. AUST, RP.EQ. 2097, NPER 3
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No. REVISION DATE DWN | NEIL McKENZIE & ASSOCIATES © Copyright FAX: (07) 3862 1397 DATE OCT. 20 DELUCA DEVELOPMENT & CONSTRUCTION

 

 

 

 

 

 

 

 

DRAWING
NUMBER

 

Q20-004-C06

 

REVISION
NUMBER

3