geotechnical standard drawings

BA

RR

ENJO

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ILUKA RD

TH

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A R

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BEACH

WHALE

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GULLY

DARK

CONSTRUCTION SITE

ONLY

EXA

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NAME OF THE ROADMAIN ROAD No XX

GEOTECHNICAL STANDARD DRAWINGS

CAD No G17CS.dgn

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RECOMMENDED FOR ACCEPTANCESHEET No

1

No OF SHEETS

8C

FILE No DATE ISSUE

SIGNED DATE

SENIOR GEOTECHNICAL ENGINEER

LOCALITY PLAN

??? km BY ROAD FROM SYDNEY

GEO4361 27/01/2021

NOT TO SCALE

THE SITE IS APPROXIMATELY

NAME OF LOCAL GOVERNMENT AREA

SCHEDULE OF DRAWINGS

8

7

6

5

4

3

2

1

TYPICAL SLOPE STABILISATION WORKS WITH SOIL NAILS

SHOTCRETE URBAN DESIGN REQUIREMENTS

SOIL NAIL DETAILS

TYPICAL CROSS SECTIONS - SHEET B

TYPICAL CROSS SECTIONS - SHEET A

GENERAL ARRANGEMENT

NOTES

REVISION REGISTER

COVER SHEET

APPROVED FOR USE

SIGNED DATE

AND GEOTECHNICALDIRECTOR PAVEMENT

EDMS/REGISTRATION No OF PLANS

DS2012/000112

COPYRIGHT TRANSPORT FOR NSW 2020

Stanley Yuen

28/01/21

Are

Sam Henwood

29/1/2021

PRELI

MINAR

Y: NOT FO

R CONS

TRUCTI

ON

2

REVISION REGISTER SHEET INDEX AND NOTES

*

*

REVISION REGISTER

ED/REV DATE SHEET AMENDMENT DESCRIPTION AUTHORISED

1/A ALL Initial issue

*

1/B 27/01/2021 ALL

DIRECTOR ENGINEER, PAVEMENTS AND GEOTECHNICAL

SHEET INDEX

DRAWING CONTENT

COVER SHEET

SHEET No

1

NOTES FOR USE OF THESE DRAWINGS

2

3

4

5

6

7

8

REVISION REGISTER

NOTES

GENERAL ARRANGEMENT



SOIL NAIL DETAILS


17/10/2012 DP&G

DP&G

URBAN DESIGN REQUIREMENT ADDED.

SOIL MATERIAL AND SHOTCRETE

(2) ADDITIONAL DETAILS FOR UNSUITABLE

(1) ADDITIONAL NOTES ADDED IN SHEET 2

DRAWINGS).

(THIS NOTE TO BE REMOVED FOR 'AS CONSTRUCTION

BETWEEN 10 TO 20 DEGREES BELOW HORIZONTAL.

REQUIREMENTS. THEY SHOULD GENERALLY BE INSTALLED

THE DESIGN NEEDS TO SUIT THE SITE GEOTECHNICAL

THE ORIENTATION OF NAILS SHOWN IS INDICATIVE ONLY AND 4.

OTHER DRAWINGS.

THESE DRAWINGS MUST BE READ IN CONJUNCTION WITH 3.

WITH APPROPRIATE NOTES.

THE REPORT MUST BE INCLUDED ON THE DESIGN DRAWINGS

IN THE DESIGN REPORT. SAFETY ELEMENTS DETAILED IN

INCLUDED IN THE DESIGN PROCEDURE AND DOCUMENTED

THE TOP OF THE WALL. A RISK ASSESSMENT MUST BE

THE DISH DRAIN AND OVERALL ACCESS BY THE PUBLIC TO

MAINTENANCE INSPECTION OF THE WALL AND CLEANING OF FOR

THE DESIGNER MUST TAKE INTO CONSIDERATION SAFE ACCESS 2.

APPLICABILITY TO THE SITE.

TO ASSESS THE DRAWING AND ENSURE ITS RESPONSIBILITY

THIS IS A STANDARD DRAWING. IT IS THE DESIGNERS 1.

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PREPARED CHECKED

HEIGHT DATUM: A.H.D.

FILE No DATE ISSUE No OF SHEETS

COORDINATE SYSTEM: MGA ZONE 56

FOR USE A1 ORIGINAL

ISSUE DATE AMENDMENT DESCRIPTION

ISSUE STATUS:

PREP CHCK AUTH


www.transport.nsw.gov.au


TYPICAL SOIL NAILS DETAILS DS2012/000112

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EDMS/REGISTRATION No OF PLANSENGINEERING SERVICES

GEOTECHNICAL ENGINEERING SECTION,

GEOTECHNICAL ENGINEER

MANAGER

PRELI

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ON

= 10 ~ 20kPa (FOR TRAFFIC).

= 5kPa (FOR NON-TRAFFIC).DESIGN SURCHARGE14.

SPECTRAL SHAPE FACTOR = (REFER TO AS1170.4).13.

EARTHQUAKE ACCELERATION COEFFICIENT = (REFER TO AS1170.4).12.

DESIGN LIFE = 100 YEARS.11.

SHOTCRETE

DESIGN CRITERIA

REINFORCEMENT

DRAINAGE

SOIL NAIL

EXCAVATION

CONSTRUCTION SEQUENCE

OR EQUIVALENT TO SUIT THE THREADED END OF THE SOIL NAIL.

SOIL NAIL NUTS MUST BE GRADE C COMPLYING WITH AS1112.3 AND PROPERTY CLASS 5 COMPLYING WITH AS4291.222.

AS4680 WITH A COATING WEIGHT OF 600g/m².

SOIL NAILS, BEARING PLATES, WASHERS AND STEEL MESH MUST BE HOT DIP GALVANISED IN ACCORDANCE WITH21.

LAPS ARE NOT ALLOWED OVER STRIP DRAINS.

STEEL MESH LAPS MUST BE STAGGERED AND CUT SUCH THAT ONLY TWO SHEETS ARE LAPPED AT ONE LOCATION.20.

STEEL MESH MUST BE LAPPED BY 3 WIRES.19.

IS ACHIEVED. LOCAL ADDITIONAL EXCAVATION MAY BE REQUIRED.

40mm COVER IS ACCEPTABLE TO STRIP DRAIN. CONSTRUCTION METHODOLOGY TO ENSURE COVER TO STRIP DRAIN

NOMINAL COVER TO STEEL MESH MUST BE NOT LESS THAN 75mm TO SURFACE AND ROCK.18.

NOMINAL COVER TO SOIL NAIL HEAD AND BEARING PLATE MUST BE NOT LESS THAN 50mm.17.

BEARING PLATE MUST BE GRADE 250 IN ACCORDANCE WITH AS3678.16.

STEEL MESH MUST BE GRADE D500N IN ACCORDANCE WITH AS4671.15.

GENERAL NOTES

TO THE REINFORCEMENT MUST BE MAINTAINED.

WHERE REBATES OR RECESSES ARE REQUIRED BY URBAN DESIGN SPECIFICATION, A MINIMUM CLEAR COVER5.

WALL INCLUDING ANTI-GRAFFITI COATING, IS TO BE IN ACCORDANCE WITH URBAN DESIGNER REQUIREMENT.

TERMINATIONS, REBATES, RECESSES, CHAMFERS ETC. TREATMENT TO THE EXPOSED FACE OF THE FACING PANEL

REFER TO URBAN DESIGNER REQUIREMENT FOR DETAILS OF FACING PANEL WALL FINISHES, COPING ELEMENTS,4.

ARCHITECTURAL FINISH OF THE EXPOSED SHOTCRETE OR FACING PANEL WALL MUST BE TO URBAN DESIGNER REQUIREMENTS.3.

REDUCED LEVELS ARE RELATED TO AUSTRALIAN HEIGHT DATUM.2.

ALL DIMENSIONS ARE IN MILLIMETRES UNLESS STATED OTHERWISE.1.

STABILISE THE ROCK FACE, AS DIRECTED BY THE SUITABLY QUALIFIED GEOTECHNICAL ENGINEER.

WHERE THERE ARE UNFAVOURABLE ORIENTED JOINTS, ADDITIONAL SOIL NAILS MAY BE REQUIRED TO39.

THE DEPTH OF WEATHERING, LAYERS OF WEAKER ROCK AND UNFAVOURABLE JOINTING AND BEDDING PLANES.

THE SUITABLY QUALIFIED GEOTECHNICAL ENGINEER SHALL INSPECT THE ROCK FACE FOR38.

INSTALLATION OF SOIL NAIL WALL.

SUITABLY QUALIFIED GEOTECHNICAL ENGINEER WHICH APPROVED BY PRINCIPAL AND

EXCAVATION STAGE MUST NOT EXCEED 2.0m DEPTH PRIOR TO INSPECTION BY THE CONTRACTOR'S37.

CEMENTS, BINDERS AND FILLERS.3211

SHOTCRETE WORK WITHOUT STEEL FIBRES.R68

SOIL NAILING.R64

CONCRETE (FOR GENERAL USE), MORTAR & GROUT.R53

ROCK FILLED GABIONS AND MATTRESS.R55

AND NON-PERFORATED PLASTIC).

SUB-SURFACE DRAINAGE PIPE (CORRUGATED PERFORATED3552

AGGREGATE FILTER MATERIALS FOR SUB-SURFACE DRAINAGE.3580

GEOTEXTILES.R63

EXCAVATION AND BACKFILL FOR BRIDGEWORKS.B30

EARTHWORKS.R44

INSTALL FACING WALLS (IF REQUIRED).49.

COMMENCE CONCRETE FOOTING CONSTRUCTION OF THE FACING WALL (IF REQUIRED).48.

REPEAT STEPS 41 TO 45 TO THE CUT FLOOR.47.

THE MAXIMUM EXCAVATION FOR NEXT ROW OF SOIL NAILS SHALL NOT BE GREATER THAN 1.5m.46.

COMMENCE INSTALL STEEL MESH AND APPLY SHOTCRETE FACING TO THE EXCAVATION.45.

FIX STRIP DRAINS TO THE FACE OF THE EXCAVATION.44.

COMMENCE INSTALLATION OF THE PERMANENT SOIL NAILS AND CONDUCT ACCEPTANCE TEST AS REQUIRED.43.

AS REQUIRED AND PRIOR TO INSTALLATION OF THE PERMANENT SOIL NAILS.

COMMENCE INSTALLATION OF THE SUITABILITY TEST SOIL NAILS TO TEST ALL SOIL TYPES. CARRY OUT SUITABILITY TESTING42.

(REFER TO SHEET 6).

IDENTIFIED BEHIND THE CREST OF WALL, AN L-SHAPE WALL WITH OR WITHOUT TIE BACK CAN BE CONSIDERED

COMMENCE CONSTRUCTION OF THE DISH DRAIN AND CAPPING BEAM (IF REQUIRED). IF UNSUITABLE SOIL

BY SUITABLY QUALIFIED GEOTECHNICAL ENGINEER TO VERIFY AND CONFIRM THE DESIGN ASSUMPTION.

A DEPTH OF 0.5M BELOW THE ROW OF SOIL NAILS TO BE INSTALLED. EXCAVATION FACE TO BE INSPECTED

COMMENCE EXCAVATION TO THE FACE OF CUT. THE EXCAVATION OF INDIVIDUAL "LIFTS" MUST NOT EXCEED41.

EXCAVATION COMMENCE.

ANY UTILITIES WITHIN THE VICINITY MUST BE RELOCATED/DIVERTED PRIOR TO THE40.

TfNSW SPECIFICATION

SHOTCRETE THICKNESS AS PER DESIGN (SEE TABLE 1 IN SHEET 5).10.

SOIL NAILS, GROUT AND SHOTCRETE MUST BE IN ACCORDANCE WITH SPECIFICATION R64 AND R68.9.

USE OF SHRINKAGE LIMITED CEMENT IN SHOTCRETE IN ACCORDANCE WITH SPECIFICATION R68 AND 3211.

MINIMUM 28 DAY COMPRESSIVE STRENGTH OF SHOTCRETE AND SOIL NAIL CEMENT GROUT MUST BE 40MPa.8.

R64 CLAUSE 2.3.3.

SHOTCRETE MIX DESIGN MUST BE EXPOSURE CLASSIFICATION: B2 IN ACCORDANCE WITH TfNSW SPECIFICATION7.

SHOTCRETE WALL EXPOSURE CLASSIFICATION: B1 IN ACCORDANCE WITH AS5100.6.

EXCAVATION FACE.

HDPE STRIP DRAIN TO BE CORRUGATED CORE PERFORATED AND MUST BE INSTALLED DIAGONALLY ACROSS25.

BOTTOM OF STRIP DRAINS TO BE FITTED WITH MANUFACTURED ADAPTOR DISCHARGING TO A 50mm DIAMETER OUTLET.24.

150mm HDPE STRIP DRAIN MUST BE IN ACCORDANCE WITH TfNSW SPECIFICATION 3557.23.

NAIL INSTALLED AND GROUTED.

CONSIDERED TO SUPPORT THE DRILLED FACE WITHOUT COMPROMISING OF THE DESIGN SOIL NAIL GROUT COVER PRIOR THE SOIL

IF THE DRILLED HOLE FACE IS NOT SELF SUPPORTING DURING THE HOLE EXCAVATION, A TEMPORARY/PERMANENT CASING MAY BE36.

MINIMUM COMPRESSIVE STRENGTH OF GROUT MUST BE 40MPa AT 28 DAYS.35.

GROUT TUBES MUST HAVE MINIMUM INTERNAL DIAMETER OF 12mm, MADE FROM HDPE, MINIMUM WALL THICKNESS MUST BE 2mm.34.

MUST BE 300mm FROM ENDS OF EACH NAIL. PROVIDE A MINIMUM OF THREE CENTRALIZED.

PROVIDE CENTRALIZERS FOR SOIL NAILS AT INTERVAL NOT EXCEEDING 2 000mm. FIRST AND LAST CENTRALIZED33.

ACHIEVED PRIOR TO REACHING 80% OF BAR YIELD LOAD.

CONTRACTOR TO CONFIGURE TEST SOIL NAIL TO ENSURE THAT 200% OF THE WORKING BOND STRESS CAN BE32.

WALL THICKNESS 2mm.

SOIL NAILS THAT ARE TO BE ENCAPSULATED MUST HAVE A CORRUGATED HIGH DENSITY POLYETHYLENE (HDPE) SHEATH WITH MINIMUM31.

SOIL NAILS MUST BE INSTALLED AT A DECLINATION OF 10-20 DEGREES BELOW HORIZONTAL UNLESS NOTED OTHERWISE.30.

DRILL HOLES FOR SOIL NAILS MUST BE AT LEAST 150mm DIAMETER UNLESS NOTED OTHERWISE.29.

TESTING OF SOIL NAIL MUST BE IN ACCORDANCE WITH TfNSW SPECIFICATION R64.28.

REFER TO TfNSW SPECIFICATION R64 FOR REQUIREMENTS.27.

SOIL NAIL MUST BE GRADE D500N IN ACCORDANCE WITH AS4671.26.

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GEO4361 27/01/2021 B 8

W.LIEW 27/01/2021 B.XIAO 27/01/2021

W.Li W.LIEW 27/01/2021

B.XIAO 27/01/2021




MANAGER

3

GENERAL NOTES

PRELI

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X

STRIPDRAIN

LEGEND

NAIL ROW NUMBER

SOIL NAIL

GENERAL NOTES

ONLY

EXA

MPLE

ONLY

EXA

MPLE

0

2 1

2 4 6 8 10m

SCALE 1 : 200

SCALE OR AS SHOWN

FOR OTHER GENERAL NOTES RELATING TO THIS SHEET, SEE SHEET No 03.

SUTABILITY TEST NAIL

TREATMENT AREA

BE EXERCISED WHEN WORKING IN THE VICINITY OF ALL UTILITY SERVICES.

UTILITY PLANS OBTAINED BY DIALLING PH 1100 OR FAX 1300 652 077 (DIAL BEFORE YOU DIG). CAUTION SHOULD

SHOULD BE CONFIRMED BY FIELD INSPECTION, PRIOR TO THE COMMENCEMENT OF ROADWORKS AND THE RELEVANT

BASED ON AVAILABLE DOCUMENTARY EVIDENCE. THE PRESENCE OF A UTILITY SERVICES, ITS SIZE AND LOCATION

UTILITY INFORMATION SHOWN ON THE PLANS DOES NOT DEPICT ANY MORE THAN THE PRESENCE OF A SERVICES,

4

GENERAL ARRANGEMENT

50.000

48.000

48.500

49.000

49.50050.500

50.0

00

57.0

00

60.0

00

70.0

00

SOIL NAILS

80.0

00

84.7

00

90.0

00 9

2.0

00

100.0

00

106.0

00

110.0

00

FROM TOWN X

TO TOWN Y

PLAN

NAME OF THE ROAD

X

X

X

FROM TOWN X

53.0

90

52.7

88

51.3

60

50.0

00

60.0

00

70.0

00

80.0

00

90.0

00

100.0

00

110.0

00

48.9

66

48.8

88

48.7

83

48.6

41

48.4

52

48.1

86

47.8

96

57.0

00

84.7

00

106.0

00

92.0

00

TO TOWN Y

ELEVATION

DATUM RL 45.000

NAIL WALL TC01-TC12 (RL)

TOP OF CUT AND SOIL

MC01 (RL)

EDGE OF PAVEMENT

CHAINAGES (m)

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ISSUE STATUS:

PREP CHCK AUTH





GEO4361 27/01/2021 B 8

W.LIEW 27/01/2021 B.XIAO 27/01/2021

W.Li W.LIEW 27/01/2021

B.XIAO 27/01/2021




MANAGER

PRELI

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ON

TOE OF WALL CONTROL LINE

SHOTCRETE

STRIP DRAIN

HANDRAIL TO BE DESIGNED (IF REQUIRED)

TOE OF WALL CONTROL LINE

SHOTCRETE

STRIP DRAIN

(IF REQUIRED)

CONCRETE FACING

FOOTPATH

ROAD PAVEMENT

BE DESIGNED (IF REQUIRED)

CONCRETE FOOTING TO

DISH DRAIN

MINIMUM COVER 50mmCONCRETE CAPPING BEAM TO BE DESIGNED BY OTHERS

TOP OF WALL CONTROL LINE

SHOTCRETE

STRIP DRAIN

SHOTCRETE DISH DRAIN


DISH DRAIN

MINIMUM COVER 50mm CONCRETE CAPPING BEAM TO BE DESIGNED BY OTHERS

TOP OF WALL CONTROL LINE

MIN

900

B213 PLUS BACKER ROD

FLEXIBLE SEALANT TO SPECIFICATION

TO THE KERBS

DRAINAGE DISCHARGE

1

1

1

100

MIN

900

THICKNESS OF PACKERS TO SUIT GAP

PANEL PACKERS GLUED IN PLACE

HIGH DENSITY PLASTIC PRECAST CONCRETE

DETAILS SEE TABLE 1

SOIL NAIL SPACING AND

100

MIN

300

TO BE DESIGNED BY OTHERS

PANEL AND PANEL CONNECTION

100

MIN

300

100

DETAILS SEE TABLE 1


DETAILS SEE TABLE 1


MIN

500

TYPICAL CROSS SECTION WITH CONCRETE CAPPING BEAM

AND CONCRETE FACING

TYPICAL CROSS SECTION WITH CONCRETE CAPPING BEAM

WITHOUT CONCRETE FACING

TYPICAL CROSS SECTION WITHOUT CONCRETE FACING

WHEN HANDRAIL IS NOT REQUIRED

10

10

10

50

DISCHARGED INTO STORMWATER DRAINAGE PIT

CHANNEL DRAINAGE SYSTEM TO BE DESIGNED AND

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ISSUE STATUS:

PREP CHCK AUTH





GEO4361 27/01/2021 B 8

W.LIEW 27/01/2021 B.XIAO 27/01/2021

W.Li W.LIEW 27/01/2021

B.XIAO 27/01/2021




MANAGER


ROW No(m)

LENGTH

TYPE

BAR

DIAMETER (mm)

DRILLED HOLE

TO HORIZONTAL

INCLINATION SPACING (m)

THICKNESS (mm)

SHOTCRETE

LOAD (KN)

WORKING

SOIL NAIL

x

x

x x

x

x x

x

x x

x

x x

x

x x

x

x

x

x

x

x

x

x

x

x

x

HORIZONTAL VERTICAL

0 250 500 750mm

125250

SCALE OR AS SHOWN.


5

TABLE 1: SOIL NAILS DETAILS

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6


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ISSUE STATUS:

PREP CHCK AUTH





GEO4361 27/01/2021 B 8

W.LIEW 27/01/2021 B.XIAO 27/01/2021

W.Li W.LIEW 27/01/2021

B.XIAO 27/01/2021




MANAGER

1

10

1000500

250500

0 1500mm

CJ

DISH DRAIN

VA

RIE

S

( FOR UNSUITABLE SOIL MATERIAL BEHIND THE CREST OF WALL )

TYPICAL CROSS SECTION WITH OR WITHOUT TIE BACK L-SHAPE RETAINING WALL


TIE BACK TO BE DESIGNED (IF REQUIRED)

L-SHAPE RETAINING WALL TO BE DESIGNED

TfNSW R44

IN ACCORDANCE WITH

WITH SELECT FILL

UNSUITABLE SOIL MATERIAL

REMOVED AND REPLACED

PRELI

MINAR

Y: NOT FO

R CONS

TRUCTI

ON

AT EACH SOIL NAIL

TYPICAL REINFORCEMENT GRID

0

200 100

200 400 600 800 1 000mm

SCALE 1 : 20

500500

500

500

5050

100

SOIL NAIL

BASE PLATE

200 x 200 x 16

AT ALL SOIL NAIL LOCATIONS

1 000mm LONG BOTH DIRECTIONS

AND VERTICAL REINFORCEMENT

4N20 GALVANISED HORIZONTAL

50

50

100

500

0 500 2 000mm300 1 000 1 500

100 SCALE 1 : 50

==

SOIL NAIL

STRIP DRAINS

DIAGONAL

IN S

HE

ET 4

RE

FE

R T

O T

AB

LE 1

IN SHEET 4

REFER TO TABLE 1

==

SOIL NAIL SPACING DETAIL

TYPICAL SECTION THROUGH ENCAPSULATED SOIL NAIL

0

50 SCALE 1 : 10100

100 200 300 400 500mm

HDPE SHEATH

CORRUGATED

Ø100 MIN

GROUT TUBES

GALVANISED SOIL NAIL

OUTER GROUT ANNULUS

INNER GROUT ANNULUS

0

50 SCALE 1 : 10100

100 200 300 400 500mm

GROUT TUBES

GALVANISED SOIL NAIL

GROUT ANNULUS

(MINIMUM REQUIRED = 3)

SPACING AT 2m MAX

INTERNAL CENTRALISERS

(MINIMUM REQUIRED 3)

SPACING AT 2m MAX

EXTERNAL CENTRALISERS

(MINIMUM REQUIRED = 3)

SPACING AT 2m MAX

CENTRALISERS

TYPICAL SECTION THROUGH NON-CAPSULATED SOIL NAIL

FOR SOIL NAIL

PREDRILL HOLE

FOR SOIL NAIL

PREDRILL HOLE

25 (MIN)

20 (MIN)

50mm (MIN)

VARIES

250

0 250 1 000mm500 750150

50 SCALE 1 : 25

50 (MIN) CONCRETE COVER TO NAIL

SOIL NAIL

30mm INTO SHOTCRETE

SHEATING TO EXTEND40MPa SHOTCRETE

BASEPLATE (GALVANISED)

GRID SEE DETAIL

REINFORCEMENT

SPACI

NG AT 2

.0m (M

AX)

CENTRALISERS

30

0

TYPICAL ENCAPSULATED SOIL NAILS DETAILS

VARIES

250

0 250 1 000mm500 750150

50 SCALE 1 : 25


SOIL NAIL

40MPa SHOTCRETE

BASEPLATE (GALVANISED)

GRID SEE DETAIL

REINFORCEMENT

SPACI

NG AT 2

.0m (M

AX)

CENTRALISERS

30

0

TYPICAL NON-CAPSULATED SOIL NAILS DETAILS

(10°~20°)

(10°~20°)

GALVANISED MESH TO BE DESIGNED

GALVANISED MESH TO BE DESIGNED

WASHER TO SUIT NAIL BAR

GALVANISED NUT AND BEVELLED

WASHER TO SUIT NAIL BAR

GALVANISED NUT AND BEVELLED

OVER DRI

LL30

0 (MAX)

OVER DRI

LL30

0 (MAX)

WELDED TO SHEATHING

HEAT SHRUNK END CAP

MIN

Ø150

MIN

Ø150

ACCORDANCE WITH TfNSW R64 AND 3557

150mm WIDE STRIP DRAIN IN

ACCORDANCE WITH TfNSW R64 AND 3557

150mm WIDE STRIP DRAIN IN

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ISSUE STATUS:

PREP CHCK AUTH





GEO4361 27/01/2021 B 8

W.LIEW 27/01/2021 B.XIAO 27/01/2021

W.Li W.LIEW 27/01/2021

B.XIAO 27/01/2021




MANAGER

SOIL NAIL


GALVANISED MESH SL81

S2

CJ

GALVANISED MESH SL81

FOR BOTH DIRECTION (TYP)

GALVANISED R6 U-TIES@800 C/C

0 250 500 750mm

125250 SCALE 1:12.5

VARIES

S1

TYPICAL SHOTCRETE WALL > 180mm THICK DETAILS

1st STAGE S1 SHOTCRETE 2nd STAGE S2 SHOTCRETE


7

SOIL NAIL DETAILS

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ISSUE STATUS:

PREP CHCK AUTH





GEO4361 27/01/2021 B 8

W.LIEW 27/01/2021 B.XIAO 27/01/2021

W.Li W.LIEW 27/01/2021

B.XIAO 27/01/2021




MANAGER

FIGURE 2

FIGURE 3 FIGURE 4

8

SHOTCRETE APPLICATION URBAN DESIGN REQUIREMENTS

FIGURE 1


TO BE ACHIEVED BY THE PROJECT.

FIGURES 1 TO 4 PROVIDE EXAMPLES OF ACCEPTABLE SHOTCRETE FINISHES WHICH ARE THE STANDARD

TO DETERMINE THE SATISFACTORY OUTCOME OF THE SHOTCRETING WORKS.

A FINAL INSPECTION IS TO BE UNDERTAKEN BY THE PRINCIPAL UPON COMPLETION OF THE WORKS 6.

CONTRACTOR WHILE THE FIRST COATING IS BEING APPLIED.

OF SHOTCRETE, THE PRINCIPAL SHALL BE NOTIFIED IN ORDER TO OBSERVE AND INSTRUCT THE

PRIOR TO THE COMMENCEMENT OF THE APPLICATION OF THE COLOURED AND SCULPTED LAYER 5.

SUBJECT TO THE PRINCIPAL'S APPROVAL.

COMPRISE PLASTIC SHEETING ATTACHED TO THE CUTTING OR OTHER SUITABLE ALTERNATIVES

EDGE BETWEEN THE SHOTCRETE AND THE ADJOINING ROCK FACE. THIS PROTECTION MAY

OVERSPRAY OF SHOTCRETE ONTO ADJOINING SURFACES AND TO CREATE A CLEAN AND CRISP

SHALL BE ERECTED AT THE TOP, SIDES AND BOTTOM OF THE SHOTCRETE AREA TO AVOID ANY

PRIOR TO THE FIRST APPLICATION OF SHOTCRETE ON THE PROJECT, OVERSPRAY PROTECTION 4.

EXAMPLE OF SUCH PANELS IS SHOWN IN FIGURE 2.

SHOWING BOTH THE COLOUR AND TEXTURE PROPOSED TO BE USED ON THE CUTTING. AN

TEST PANEL SIZE SHALL BE 1.2 X 1.2 M WITH AN APPLIED SHOTCRETE THICKNESS OF ABOUT 100mm

PREPARED BY THE NOZZLEMEN AND SHALL BE SUBMITTED TO THE PRINCIPAL FOR APPROVAL.

PRIOR TO THE FIRST APPLICATION OF SHOTCRETE ON THE PROJECT, TEST PANELS SHALL BE 3.

CUTTINGS AND IS UNOBTRUSIVE.

ACHIEVING A SATISFACTORY FINAL SURFACE FINISH THAT IS SIMILAR TO THE ADJOINING ROCK

COMMENCEMENT OF THE WORKS, TO EMPHASIS THE IMPORTANCE OF VISUAL AMENITY AND

A BRIEFING SESSION WITH THE SHOTCRETE CONTRACTOR SHALL BE HELD PRIOR TO 2.

MAN'S RELEVANT EXPERIENCE.

SHALL BE SUBMITTED TO THE PRINCIPAL FOR APPROVAL, ACCOMPANIED BY A RESUME OF EACH

ANTICIPATED START OF SHOTCRETE APPLICATION, THE NAMES OF THE INTENDED NOZZLEMEN

THE APPLICATION OF SCULPTED AND COLOURED SHOTCRETE. AT LEAST ONE WEEK PRIOR TO

THE NOZZLEMEN ENGAGED TO UNDERTAKE THE SHOTCRETE WORK SHALL BE EXPERIENCED IN 1.

APPLICATION OF SHOTCRETE

INTO THE ROAD CORRIDOR.

IMPACT OF THE CUTTING STABILISATION WORKS AND MORE QUICKLY BLEND THE WORKS BACK

ROADSIDE VEGETATION SHOULD BE RETAINED WHEREVER POSSIBLE TO MINIMISE THE INITIAL 6.

BLEND THEM INTO THE CUTTING.

REQUIRED, THEY SHALL BE TREATED WITH THE SAME COLOUR APPLICATIONS AND SCULPTING TO

CATCH DRAINS AT THE TOP OF CUTTINGS SHOULD BE AVOIDED WHERE POSSIBLE, BUT IF 5.

SHOTCRETE INTO THE CUTTING AND THE ROAD CORRIDOR.

NATURAL JOINTING OR CHANGES IN THE FACE OF THE ROCK TO BETTER INTEGRATE THE

SHOTCRETE BEING COUNTERSUNK INTO THE SURROUNDING ROCK, TAKING ADVANTAGE OF ANY

ROCK SURFACES SHALL BE CLEAN OF OVERSPRAY AND PRESENT A NEAT EDGE LINE WITH THE

ARE THE TREATMENT OF THE EDGES AND HOW THEY MEET THE ADJOINING SURFACES. EXISTING

OF PARTICULAR IMPORTANCE TO THE FINAL APPEARANCE OF THE CUTTING AFTER SHOTCRETING, 4.

SURFACES ON THE ADJOINING CUTTINGS.

TO VARY THE TEXTURE OF THE FINISHED SURFACE TO BETTER MATCH WITH THE ROCK

GIVEN THE VISUAL EXPOSURE OF CUTTING, ANY SHOTCRETE SHALL BE SCULPTED IN ORDER 3.

COLOURS ON THE SURFACE IS TO BE APPLIED TO ACHIEVE A MOTTLED "FAUX" ROCK FINISH.

PROCESS OF INTEGRATING THE SHOTCRETE INTO THE CUTTING. THE APPLICATION OF OXIDE

SELECTION OF AN UNOBTRUSIVE COMBINATION OF COLOURS WILL BE AN IMPORTANT STEP IN THE 2.

SHOTCRETING.

EXAMPLES OF PREVIOUS WORK FOR INSPECTION BY THE PRINCIPAL PRIOR TO COMMENCING

PATTERN AND TEXTURE OF THE ADJACENT CUTTINGS. THE CONTRACTOR SHALL PROVIDE

THE SHOTCRETE COLOUR AND FINISH SHALL MATCH THE NATURAL ROCK COLOUR, GEOLOGICAL 1.

SHOTCRETE FINISH

SHOTCRETE DESIGN GUIDELINES (R68).

VISUALLY INTEGRATED WITH THE ADJOINING CUTTING, IN ACCORDANCE WITH THE TfNSW

THE ROAD ALIGNMENT SHALL BE CAREFULLY PLANNED AND EXECUTED TO ALLOW IT TO BE

ANY STABILISING WORKS IN CUTTING THAT ARE EXPOSED TO PASSING MOTORIST DUE TO 1.

VISUAL ASPECTS

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