Civil Plans SCG 31030-OPW Issue 1-2022.11.15 · OPW22/0319

 

DRAWING SIZE — Al

 

HEIGHT DATUM

Lot 1 & 2 on RP 73072
Level Datum AHD SS = FS
Level Origin PM 18416, RL 9.967m

Survey information provided by Max
Watterson & Associates

 

 

 

xv

RETAINING TO SIDE OF BUILDINGS TO
MAINTAIN EXISTING SURFACE LEVELS
DOWN BOTH SIDE BOUNDARIES FOR
OVERLAND FLOWS

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

KEY

EX. SWPT EXISTING STORMWATER PIT
RC. HW.

EX. SMH — EXISTING SEWER MANHOLE
E.0.B. EXISTING EDGE OF BITUMEN
K&C EXISTING KERB & CHANNEL
NS.L. NATURAL SURFACE LEVEL
FH. FIRE HYDRANT

TP TELSTRA/NBN PIT

EP. ELECTRICAL POWER POLE
ET. ELECTRICAL TRANSFORMER
W.M. WATER METER

KERB EXISTING KERBING

REAR OF ALLOTMENT RETAINING WALLS SET IN FROM
BOUNDARY TO ALLOW FOR STORMWATER COLLECTION

PITS FOR CAPTURE OF NEIGHBOURING PROPERTY

 

 

 

 

 

 

 

 

 

www.dialbeforeyoudig.com.au

DIAL1100

BEFORE YOU DIG

 

 

 

 

 

 

 

 

 

     

 

 

 

 

STEEL POST AND CONCRETE PLANK
RETAINING WALLS BY SPECIALIST
CONTRACTOR

(CR REAR OF ALLOTMENT RETAINING WALLS

 

(7 SECTION

 

SURFACE RUNOFF

BUILDER TO MAINTAIN STABILITY OF NEIGHBORING
PROPERTIES DURING EARTHWORKS. POST & PLANK
WALLS CAN BE USED IF EXCAVATIONS CLOSELY

FOLLOWED BY PLANK INSTALLATION OR ALTERNATIVE
SITE RETENTION MEASURES WILL BE REQUIRED.

THIS FOOTING WITHOUT
y—— PIERS IS FOUNDED ABOVE
CRITICAL DEPTH LINE AND
IS UNSTABLE.

 

 

 

 

 

 

 

 

 

 

FOUNDATIONS ON NEIGHBOURING PROPERTIES.
SHEET PILING MUST BE INSTALLED WHERE
EXISTING FOOTINGS WILL BE FOUNDED ABOVE
ANY EXCAVATION CRITICAL DEPTH LINE

 

 

 

|
c% &. &
+ vane < Y e, ca
+ an I
. + +e. %. 20.041) 4 Q.
TK | <~ % oo | <x
Sy late a ————————— = Z a
“| | | Oe SP on
n é 0.306) ““a, ¢
+ =0.568
: | “, 0.136 -0.353
| | sd 0.769 |
| |
| 1
| | “el. 1.035
| | “e.
1 | “4
X 0.214 \-X
AXE tL — X4
ce | | \ |
\ \ es -0.228 0.672
MINOR RESHAPING TO EX. GROUND | Oo =0.878
LEVELS IN ROAD RESERVE FOR NEW \ \
DRIVEWAY. ENSURE MIN. COVER TO \ \
SERVICES ARE MAINTAINED AND \ \
RE-TURF. Lt; 4 -4.730
b oy 0.505
Re Nt Tt = |
yf De | &. 0.028 Cro
— ~~ .
|
=0.523 N
‘O-
; =0.340 0. | &
4-4 Ke
a b | REFER Drg 31031-C3.1 % — —
k.. i | FOR DRIVE WAY DETAILS.
* | ! = 1.209
%,| : =0.370 =0.654
“A + XN Bs .
. =1.144
| : 1. 1.000 0.179
Lu 4 ;
S2
&. ! t 1.016
Ke
i ok =1.202
|
| | -0.506 &,
He
— =1.331 -Y }
1:3 MAX AYy 7] Fa : y-Y
BATTER, TYPICAL “4
. . 1%,
Le | |
LEGEND gl
| 4 So.
_---77 INDICATES EXISTING SURFACE CONTOURS | | &,
48.07 AND LEVELS TO AHD. | | in = 0.585 -0.790 -1.384
| | o
__5.0% _» INDICATES FINISHED SURFACE GRADE | | o =0.969 =s00
| | 0.614 . ,
80 EXISTING SURFACE SPOT LEVELS. ‘0,
+ “1, | | %, “5 0.408 \ 0.009) “+ Sp ry
FAL INDICATES DIRECTION OF FALL rh. | 4 4+ + es a = —- = = é _— —
oN TO FINISHED SURFACE. %, LI -0.391 &,
x a g +
% 3 Sto op, 3 % a + + co mr
INDICATES DEPTH OF CUT (NEGATIVE) OR %, | SEN “24, 24 Sp, >,
FILL (POSITIVE) AS NOTED +} Qe % “ ao
= RETAINING TO SIDE OF BUILDINGS TO
a INDICATES OVERHEAD ELECTRICITY | Oo = MAINTAIN EXISTING SURFACE LEVELS. |
SUPPLY LINE o DOWN BOTH SIDE BOUNDARIES FOR
OVERLAND FLOWS FROM WITHIN SITE
S/EX INDICATES EXISTING SEWER LINE | | AND FROM NEIGHBOURING PROPERTIES |
— w——— _ INDICATES WATER MAIN APPROX
ALIGNMENT, BUILDER TO CONFIRM EXACT
onTo G W SITE PLAN — EARTHWORKS | ctor em | | Hore Be aneeoacro
_—_____+____ INDICATES TELSTRA LINE APPROX Seale 1: 150 PRIOR TO COMMENCING WORKS ON SITE. ALL CUT/FILL LEVELS SHOWN REPRESENT THE PAD LEVEL 10 SHALL CONFIRM ALL
ALIGNMENT, BUILDER TO CONFIRM EXACT SERVICES ARE TO BE PROTECTED IN THE UNDERSIDE OF THE GROUND BEARING SLABS AND RELEVANT LEVELS PRIOR TO
LOCATION PRIOR TO WORKS ACCORDANCE WITH THE AUTHORITY PAVEMENTS AND INCLUDES THE CRUSHER DUST OR ROAD COMMENCING WORKS. _
— swrex INDICATES STORMWATER DRAIN EXISTING RESPONSIBLE FOR THE SERVICE BASE LAYERS TO BE PROVIDED UNDER THE SLABS. g GROUND [zz
AS NOTED ADDITIONAL LANDSCAPING FILL NOT INCLUDED.
INDICATES POSITION OF RETAINING WALL PROVIDE SW PITS AND PIPES \ Sop, UNSTABLE
—— RV TO FUTURE DETAIL. ABOVE RETAINING WALLS TO THIS FOOTING IS FOUNDED We
CAPTURE SW RUNOFF FROM ; BELOW CRITICAL LINE AND we Sy
ADJACENT ALLOTMENTS, | IS STABLE. STABLE N
[I] wwotcates area oF Fu REFER DRG SWI.1 | \
ie PIERS SUPPORTING STRIP FOOTINGS OR \
Is POST PAD FOOTINGS FOUNDED INTO
a INDICATES AREA OF CUT r| is SELECTED MATERIAL AND BELOW
| e AA CRITICAL LINE ARE CONSIDERED STABLE.
| | r oa
EXCAVATION DEPTH | | _gxisTNG SURFACE. — 3 er NOTE:
~ “TEVEL al: THIS DETAIL ALSO APPLIES TO EXISTING
7

 

 

 

T

| THE BUILDER/CONTRACTOR
| MUST CONFIRM ALL

| RELEVANT LEVELS PRIOR TO
COMMENCING WORKS.
|

|

|

LINE OF PROPOSED
Le POOL EXCAVATION
OR OTHER TRENCH.

XN
of.
sown
HORIZONTAL Nye

(—\ CRITICAL DEPTH LINE - EXCAVATION

 

(7 PPRICAL SECTION

0

2 4 6 8 10

REINFORCED CONCRETE HEADWALL

250

 

CONSTRUCTION NOTES

GENERAL:

1. DO NOT SCALE FROM THIS DRAWING.

2. ALL DIMENSIONS IN MILLIMETRES

3. SETTING OUT DIMENSIONS ARE TO BE OBTAINED FROM THE
ARCHITECTURAL DRAWINGS.

4. ANY DISCREPANCIES BETWEEN THESE DRAWING AND THE
ARCHITECTURAL DRAWINGS ARE TO BE REFERRED TO THE
ENGINEER IMMEDIATELY.

5. THE BUILDER IS RESPONSIBLE FOR LOCATING ALL EXISTING
SERVICES WITHIN AND ADJACENT THE ALLOTMENT AND SHALL
ENSURE THAT ALL NEW WORKS ARE IN ACCORDANCE WITH
THE ATTACHED CRITICAL DEPTH LINE DIAGRAM.

FILLING NOTES

—THE SITE IS TO BE SCRAPED CLEAR OF ALL ORGANIC
MATERIAL AND DEBRIS.

—THE SUBGRADE IS TO BE ROLLED WITH A VIBRATING STEEL
DRUM ROLLER TO ACHIEVE A MINIMUM RELATIVE FIELD
DENSITY OF 98%. THE COMPACTION IS TO BE SUFFICIENT TO
ACHIEVE A BLOW COUNT OF 7 BLOWS PER 300mm WITH AN
APPROVED PERTH SAND PENETROMETER FOR A DEPTH OF
1.0m BELOW EXCAVATED LEVEL. COPIES OF COMPACTION TEST
RESULTS SHALL BE PRESENTED TO SCG CONSULTING
ENGINEERS FOR APPROVAL.

—UNLESS NOTED OTHERWISE A MINIMUM BEARING CAPACITY
OF 100kPa SHOULD BE ACHIEVED WITHIN COMPACTED FILLING.
COMPACTION & BEARING CAPACITY TEST RESULTS MUST BE
PRESENTED TO SCG CONSULTING ENGINEERS FOR APPROVAL
PRIOR TO WORKS PROCEEDING.

THE FILL MATERIAL CLEAN GRANULAR MATERIAL (I.E. SAND
TO A CLAYEY SAND IN ACCORDANCE WITH AS1726) BE FREE
OF ANY ORGANIC MATERIAL AND HAVE A CLAY CONTENT OF
LESS THAN 12% (PLASTICITY INDEX LESS THAN 25%, LINEAR
SHRINKAGE OF 15%). THE PROPOSED MATERIAL IS TO BE
INSPECTED BY SCG CONSULTING ENGINEERS PRIOR TO ITS
REMOVAL TO ENSURE ITS COMPATIBILITY.

—THE FILL IS TO BE PLACED AND COMPACTED IN
ACCORDANCE WITH AS3798-1996 TO A LEVEL SUFFICIENT TO
ACHIEVE A MINIMUM RELATIVE FIELD DENSITY OF 98%. COPIES
OF COMPACTION TEST RESULTS SHALL BE PRESENTED TO SCG
CONSULTING ENGINEERS FOR APPROVAL.

FILLING AND COMPACTING ADJACENT EXISTING STRUCTURES
IS TO BE IN STRICT ACCORDANCE WITH THE ASSOCIATED
DETAILS AND SPECIFICATIONS.

—AREAS WHERE EXISTING STRUCTURES OR TREES ARE
REMOVED SHALL BE BACKFILLED WITH THE APPROVED FILL
MATERIAL COMPACTED IN ACCORDANCE WITH AS2870-1996 TO
ACHIEVE A MINIMUM RELATIVE FIELD DENSITY OF 98%.

—ANY LOOSE OR SOFT MATERIAL UNCOVERED IN THE SITE
PREPARATION SHALL BE REMOVED AND REPLACED WITH THE
APPROVED FILL MATERIAL COMPACTED IN ACCORDANCE WITH
AS2870-1996 TO ACHIEVE A MINIMUM RELATIVE FIELD
DENSITY OF 98%.

~SITE DRAINAGE AND SILT PROTECTION MEASURES MUST BE
ISTALLED PRIOR TO CONSTRUCTION COMMENCING.

SLAB AS DETAILED

 

 

>

~] IN STRUCTURAL
DOCUMENTS
FFL AS
vw NOMINATED.

 

 

 

IL

_—— CERTIFIED FILL.

A FPL AS

NOMINATED.

 

 

 

 

 

 

 

 

 

* T\rootine AS DETAILED IN
STRUCTURAL DOCUMENTS

 

( yet LEVELS DIAGRAM
TYPICAL SECTION

 

 

Revision | Description Date

 

 

 

Issi

* FOR APPROVAL

 

DO NOT SCALE FROM THIS DRAWING

The design and associated details contained on this and associated
drawings are copyright and are not to be used or reproduced without
the written permission of SCG Consulting Engineers.

 

ENG

Ph (07) 545:

INEERS web:www.scg-engil

Unit 1/11 Project Ave,
Noosa Heads

5 5604

email:[email protected]

ineers.com

1: 300 @ A3

DEBUILD T/A,

ABN 40 098 481 899

 

Title:

EARTHWORKS PLAN

 

Project

29-27 TOOLAR St,

 

TEWANTIN

Pate Noy 21 SR

Design

 

 

SR

 

Drg No. Rev.

mass, 31030-OW2.1| .

Rev. - 10.06.16