RS

P

MM

LM2

LM3

LM1

3.82

0

.

8

8

0

.7

1

0.78

0.74

0.65

0.62

0

.6

2

3

.

9

1

3

.

9

2

3

.

8

3

3

.9

6

0

.4

3

1

.

8

1

1

.

7

8

0

.5

4

1

.

7

9

0.47

0.47

1

.

6

6

1.50

0

.

4

3

1.66

2

.

5

2

.0

1

.

5

1

.

5

1

.0

1

.0

0

.

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.

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.5

3.0

2.5

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.

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.

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4.5

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Concrete

Reta

ining Wall

C

o

n

c

re

te

R

e

ta

in

in

g

W

a

ll

AMCO CP6

YEAR 3

MTL2 103 / 015

INNER LEVEN

PROPOSED SCOUR WORKS - PLAN

A01

AS SHOWN

B.J.Hunter

T.Rogerson 15/03/21R.S.Tosh 15/03/21

5202175 - ATK - DRG - EST - 015200

A01 BJH TR RST15/03/21 FOR APPROVAL

WORKFLOW ONLYP01 GW GW GW24/02/21

FOR APPROVAL

M. Guy 23.02.2112/03/21

MTL2 6M 0440Y

DateDate

DateDateDrawn Designed

Checked Approved

Revision

Scale Location

Drawing Number

DrawIng Title

Project Title

Drawing Status

Description of Change

Issue HistoryDateRev AppdChkdDrawn

Tel:

Fax:

200 Broomielaw

Glasgow

G1 4RU

+44 (0)141 220 2000

+44 (0)141 220 2001

Millim

etres

100

10

0

Date

:17

:52

:59

HO

WI49

12

1

5/3

/21

Usernam

e:

File

nam

e:

C:\p

rojectw

ise\m

ffanglia\ho

wi49

12\dm

s4

16

15

\5

20

217

5-A

TK

-D

RG

-E

ST

-01

52

00

.d

wg

NOTES:

1. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS NOTED

OTHERWISE. ALL LEVELS ARE IN METRES TO

ORDNANCE DATUM.

2. MTL2 UB 103 / 015 IS LOCATED AT 6m 0440yds, BETWEEN

THORNTON NORTH JN & METHIL POWER STATION.

OS GRID REFERENCE: NO 380 003.

3. DETAILS AND DIMENSIONS ARE TAKEN FROM ARCHIVE

DRAWINGS, TOPOGRAPHICAL SURVEY CARRIED OUT

BY L&M IN JANUARY 2021 AND INSPECTION BY ATKINS

IN FEBRUARY 2021.

4. BASE OF EXISTING CONCRETE WALL AT LM ABUTMENT

ASSUMED TO EXTEND BELOW BASE OF FOUNDATION

LEVEL OF LM ABUTMENT. TRIAL PIT DIG REQUIRED TO

CONFIRM BASE OF WALL. SHOULD BASE OF WALL

LEVEL BE HIGHER THAN BASE OF FOUNDATION OF LM

ABUTMENT, RIP-RAP IS TO EXTEND ACROSS TO TIE IN

WITH THE EXISTING WALL

5. THIS DRAWING SHALL BE READ IN CONJUNCTION WITH

ALL DRAWINGS IN 5202175-ATK-DRG-EST-015000

SERIES.

6. FOR SECTIONS 1-1, 2-2 & 3-3 REFER TO DRAWING

5202175-ATK-DRG-EST-015201.

PLAN LAYOUT

1 : 200

1

1

1

6

0

0

4

0

0

0

4

0

0

0

4

8

0

0

8

0

0

0

8

0

0

0

8

8

0

0

1

6

0

0

LOW MILEAGE

ES1 ABUTMENT

(DOWN)

HIGH MILEAGE

ES2 ABUTMENT

(UP)

PIER IS1

EXISTING

CONCRETE WALL

EXISTING

MASONRY WALL

EXISTING

MASONRY WALL

4

0

0

0

4

0

0

0

3

2

0

0

3

2

0

0

2

2

F

L

O

W

F

L

O

W

RIP-RAP TOE ACROSS

UPSTREAM EDGE

RIP-RAP TOE ACROSS

DOWNSTREAM EDGE

COMPLETE EXTENTS OF RETAINING WALL TO BE DEMOLISHED

TO FOUNDATION LEVEL, EARTHWORKS TO BE REGRADED TO A

1:3 SLOPE USING SITE WON MATERIAL, REFER TO SECTION 3

FOR REQUIRED SCOUR STRENGTHENING WORKS.

3

3

4

0

0

0

1

6

0

0

B2

B3

B4

B8

B6, B7

SAFETY HEALTH AND ENVIRONMENTAL INFORMATION

IN ADDITION TO THE HAZARDS / RISKS NORMALLY ASSOCIATED WITH THE TYPES

OF WORK DETAILED ON THIS DRAWING, NOTE THE FOLLOWING:

THE INTENT IS TO DEMONSTRATE COMPLIANCE WITH THE PROVISION OF THE

CONSTRUCTION (DESIGN AND MANAGEMENT) REGULATIONS 2015 GUIDANCE ON

REGULATIONS AND IN PARTICULAR BUT NO LIMITED TO THE PROVISION OF

PARAGRAPHS 81-92. THESE STATEMENTS MUST BE REVIEWED AND UPDATED AS

NECESSARY ALONG WITH THE RISK ASSESSMENT AS AND WHEN SIGNIFICANT

DESIGN CHNAGES OCCUR.

DESIGN AND CONSTRUCTION

B2

LIMITED HEADROOM UNDER SOUTH SPAN FOR EXCAVATION AND

INSTALLATION OF RIP-RAP AROUND PIER 1.

B3

B4

THIS SHE BOX IS TO BE READ IN CONJUNCTION WITH THE DESIGNER'S RISK

ASSESSMENT (REF: 5202175-ATK-RAR-EST-015001).

IT IS ASSUMED THAT ALL WORKS WILL BE CARRIED OUT BY A COMPETENT

CONTRACTOR, WHERE APPROPRIATE, WORKING TO AN APPROVED METHOD

STATEMENT.

B6

DEEP EXCAVATION REQUIRED IN CENTRAL OF CHANNEL.

POLLUTION OF WATERCOURSE AS A RESULT OF EXCAVATIONS.

B7 WORKING IN TIDAL ENVIRONMENT

B8

DEMOLITION AND REMOVAL OF UNSTABLE MASONRY RETAINING

WALL.

RISK OF EXPOSURE OF BASE OF FOUNDATIONS DURING EXCAVATION

AND INSTALLATION OF RIP-RAP..

0.0m

+5.0m

-5.0m

0.0m

+5.0m

-5.0m

0.0m

-5.0m

0.0m

-5.0m

0.0m

+5.0m

0.0m

+5.0m

AMCO CP6

YEAR 3

MTL2 103 / 015

INNER LEVEN

PROPOSED SCOUR WORKS - SECTIONS

A01

AS SHOWN

B.J.Hunter

T.Rogerson 15/03/21R.S.Tosh 15/03/21

5202175 - ATK - DRG - EST - 015201

A01 BJH TR RST15/03/21 FOR APPROVAL

WORKFLOW ONLYP01 RH RH RH12/03/21

FOR APPROVAL

M. Guy 23.02.2112/03/21

MTL2 6M 0440Y

DateDate

DateDateDrawn Designed

Checked Approved

Revision

Scale Location

Drawing Number

DrawIng Title

Project Title

Drawing Status

Description of Change

Issue HistoryDateRev AppdChkdDrawn

Tel:

Fax:

200 Broomielaw

Glasgow

G1 4RU

+44 (0)141 220 2000

+44 (0)141 220 2001

Millim

etres

100

10

0

Da

te:

17:53:41

HO

WI491

2 15

/3/2

1U

sernam

e:

Filen

am

e:

C:\p

rojectw

ise\m

ffanglia\ho

wi49

12\dm

s4

16

15

\5

20

217

5-A

TK

-D

RG

-E

ST

-01

52

01

.d

wg

NOTES:

1. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS NOTED

OTHERWISE. ALL LEVELS ARE IN METRES TO

ORDNANCE DATUM.

2. MTL2 UB 103 / 015 IS LOCATED AT 6m 0440yds, BETWEEN

THORNTON NORTH JN & METHIL POWER STATION.

OS GRID REFERENCE: NO 380 003.

3. DETAILS AND DIMENSIONS ARE TAKEN FROM ARCHIVE

DRAWINGS, TOPOGRAPHICAL SURVEY CARRIED OUT

BY L&M IN JANUARY 2021 AND INSPECTION BY ATKINS

IN FEBRUARY 2021.

4. BASE OF EXISTING CONCRETE WALL AT LM ABUTMENT

ASSUMED TO EXTEND BELOW BASE OF FOUNDATION

LEVEL OF LM ABUTMENT. TRIAL PIT DIG REQUIRED TO

CONFIRM BASE OF WALL. SHOULD BASE OF WALL

LEVEL BE HIGHER THAN BASE OF FOUNDATION OF LM

ABUTMENT, RIP-RAP IS TO EXTEND ACROSS TO TIE IN

WITH THE EXISTING WALL

5. THIS DRAWING SHALL BE READ IN CONJUNCTION WITH

ALL DRAWINGS IN 5202175-ATK-DRG-EST-015000

SERIES.

6. BASE OF FOUNDATION LEVELS DERIVED FROM CORING

INVESTIGATIONS UNDERTAKEN BY HENDERSON

THOMAS ASSOCIATES IN 2017 AND 2021. FOUNDATION

LEVEL TO BE CHECKED PRIOR TO INSTALLATION OF

WORKS DUE TO VARIANCE IN FOUNDATION LEVEL

ALONG EACH BRIDGE ELEMENT.

SECTION 1 - 1

1 : 100

4800

4000

1317

1200

200

0

1200

1600

LOW MILEAGE

ES1 ABUTMENT

(DOWN)

EXISTING CONCRETE WALL

AROUND ABUTMENT. EXTENTS

TO BE CONFIRMED

NON-WOVEN GEOTEXTILE UNDER RIP-RAP

NON-WOVEN GEOTEXTILE

UNDER RIP-RAP

Dn50=400mm RIP-RAP

PLACED IN MIN 3 LAYERS

AROUND PIER

Dn50=400mm RIP-RAP PLACED IN

MIN 2 LAYERS THROUGH CHANNEL

Dn50=400mm RIP-RAP PLACED IN

MIN 3 LAYERS AROUND PIER

300mm MINIMUM ABOVE BASE

OF FOUNDATION

PIER IS1

HIGH MILEAGE

ES2 ABUTMENT

(UP)

SECTION 2 - 2

1 : 100

3200 3200

1600 1600

160

0

80

02

000

EXISTING BED LEVEL

NON-WOVEN GEOTEXTILE LAID

UNDER RIP-RAP

SECTION 3 - 3

1 : 100

SITE WON FILL MATERIAL

3200

160

0

8

0

0

BIODEGRADABLE GEOTEXTILE

- SALIX BIONET OR SIMILAR

APPROVED

EXISTING MASONRY

RETAINING WALL REPLACED

WITH 1:3 EARTH EMBANKMENT

WITH RIP-RAP TOE.

RIP-RAP

NON-WOVEN

GEOTEXTILE

Dn50 = 400mm

RIP-RAP TOE.

BASE OF TOE

AT -1.6mAOD

TOP OF TOE

AT 0.0mAOD

1600 4000

300mm MINIMUM ABOVE BASE OF FOUNDATION

UPSTREAM BASE OF FOUNDATION LEVEL = -1.41mAOD

DOWNSTREAM BASE OF FOUNDATION LEVEL = -2.35mAOD

DECK SOFFIT

LEVEL = 3.60mAOD

800

1600

DECK SOFFIT LEVEL

= 3.50mAOD

UPSTREAM BASE OF FOUNDATION

LEVEL = 1.01mAOD

UPSTREAM BASE OF FOUNDATION

LEVEL = 1.15mAOD

GEOTEXTILE

SECURED USING

500mm HIGH x 300mm

WIDE BACKFILLED

ANCHOR TRENCH

160

0

B2

B3

B4

B3

B4

B8

PROPERTY REQUIREMENTS

TESTED IN

ACCORDANCE WITH

A

APPARENT SPECIFIC

GRAVITY

2.5-2.7 t/m

3

EN 13383-2:2002

B WATER ABSORPTION 0.5-2.0 % EN 13383-2:2002

C

AGGREGATE

ABRASION VALUE

(MICRO-DEVAL)

10-20% EN 13383-2:2002

D

SCHMIDT IMPACT

INDEX (% REBOUND)

50-60

ISRM (1988)

E

POINT LOAD

STRENGTH

4-8ISRM (1985)

F

UNCONFINED

COMPRESSIVE

STRENGTH

120-80 MPa EN 1926:1999

G

SOUNDNESS LOSS

(MgSO4)

2-10% EN1367

TYPICAL SPECIFICATION FOR FLUVIAL REVETMENTSMATERIALS

RIP RAP

1. RIP-RAP SHALL BE HARD, DENSE, DURABLE, UN-WEATHERED NATURAL ROCK,

COMPATIBLE WITH THE LOCAL GEOLOGY AND FREE FROM LAMINATIONS, WEAK

CLEAVAGE PLANES OR CHEMICAL DECOMPOSITION. IT SHALL BE ABLE TO WITHSTAND

LONG EXPOSURE TO WEATHERING, IN PARTICULAR WETTING / DRYING,

FREEZING/THAWING AND ABRASION WITHOUT BEING LIABLE TODECOMPOSITION OR

DISINTEGRATION. ONLY CLEAN STONE SHALL BE USED IN THE WORKS AND IT SHALL BE

CAPABLE OF BEING HANDLED AND PLACED WITHOUT UNDUE FRACTURE OR DAMAGE.

2. ALL RIP-RAP SHALL COMPLY WITH THE FOLLOWING REQUIREMENTS

3. WHERE INCLUSIONS OCCUR WITHIN AN OTHERWISE HOMOGENEOUS PIECE OF ROCK,

THE MATERIAL COMPRISING THE INCLUSIONS SHALL ALSO COMPLY WITH THESE

REQUIREMENTS.

4. RIP-RAP SHALL BE CUBIC/PRISMOIDAL IN SHAPE WITH LENGTH/BREADTH RATIOS

(MAXIMUM DIMENSION/MINIMUM DIMENSION) NO GREATER THAN 2.5 FOR 70% OF THE

STONES; 3.0 FOR 85% OF THE STONES; AND 3.5 FOR ALL STONES. ANGULAR, BLOCKISH

SHAPES ARE PREFERRED.

5. CARE SHALL BE TAKEN IN THE SELECTION OF A SUITABLE QUARRY TO ENSURE

CONSISTENCY IN THE QUALITY OF THE ROCK AND IN THE SHAPE, SIZE AND GRADING OF

THE RIP-RAP.

6. PRIOR TO THE AGREEMENT TO THE USE OF A PROPOSED SOURCE, THE CONTRACTOR

SHALL PROVIDE EVIDENCE OF ROCK SELECTION PROCEDURES IN OPERATION AT THE

QUARRY. PRIMARILY THIS EVIDENCE SHALL RELATE TO THE PROCEDURES IN PLACE FOR

CONSISTENTLY PRODUCING ANGULAR, BLOCKISH STONES OF THE REQUIRED ROCK

QUALITY, FREE OF DEFECTS AND TO THEREQUIRED GRADING. IT MAY ALSO INCLUDE:

(i) ASSESSMENTS OF ANY CHANGES ANTICIPATED IN THE GEOLOGY OF THE PRODUCTION

FACES DURING THE PROGRESSION OF THE CONTRACT THAT WOULD BE LIKELY TO

AFFECT COMPOSITION OR INTEGRITY.

(ii) EVIDENCE OF THE SELECTION OF A BLASTING PATTERN THAT MINIMISES THE

PRODUCTION OF LATENT FRACTURES.

(iii) EVIDENCE OF ORIENTATION OF STONE PRODUCTION FACES TO MINIMISE THE

INFLUENCE OF FRACTURES AND DISCONTINUITIES.

(iv) LENGTH OF TIME ROCK IS STOCKPILED I.E. “CURING TIMES”

(v) EVIDENCE OF REJECTION OF OUT-OF-SIZE AND FLAWED MATERIALS PRIOR TO

DESPATCH.

(vi) ANTICIPATED INCIDENCE OF BLOCK FRACTURE ON SITE, BASED EITHER ON

CONTROLLED DROP TESTS OR ROCK BREAKAGE DURING TRANSIT.

7.THE MEDIAN NOMINAL DIAMETER (Dn50) OF THE RIP-RAP SHALL BE 400mm. GRADING LM

60-300kg ACCORDING TO BS EN 13383 - 1:2013. GRADING SHALL COMPLY WITH 'THE ROCK

MANUAL, CIRIA C683'.

8. RIP-RAP SHALL HAVE A SMOOTH LINEAR GRADING CURVE AND BE WELL GRADED

WITHOUT GAPS OR ANY EXCESS OF FINE MATERIAL.

9. THE BED TO BE PROTECTED SHALL BE GRADED AS NECESSARY TO FORM THE SUB

GRADE FOR THE SCOUR PROTECTION. ALL VEGETATION SHALL BE REMOVED.

10. THE RIP-RAP LAYER SHALL BE CAREFULLY SELECTED AND PLACED (NOT TIPPED) IN

ORDER TO KEEP VOIDS TO A MINIMUM, WITH THE FINER STONES WITHIN THE RIP-RAP

BEING USED TO FILL THE VOIDS. THE FALL AND LINE OF THE RIP-RAP SHALL BE SMOOTH

AND REGULAR AND THE MATERIAL SHALL BE PLACED AND COMPACTED BY APPROPRIATE

PLANT AS WORK PROGRESSES. THE FINAL SURFACE LAYER OF STONES SHALL BE

PLACED TO PRODUCE A COMPACT FINISH TO THE LINES AND LEVELS SHOWN ON THE

DRAWINGS.

SAFETY HEALTH AND ENVIRONMENTAL INFORMATION

IN ADDITION TO THE HAZARDS / RISKS NORMALLY ASSOCIATED WITH THE TYPES

OF WORK DETAILED ON THIS DRAWING, NOTE THE FOLLOWING:

THE INTENT IS TO DEMONSTRATE COMPLIANCE WITH THE PROVISION OF THE

CONSTRUCTION (DESIGN AND MANAGEMENT) REGULATIONS 2015 GUIDANCE ON

REGULATIONS AND IN PARTICULAR BUT NO LIMITED TO THE PROVISION OF

PARAGRAPHS 81-92. THESE STATEMENTS MUST BE REVIEWED AND UPDATED AS

NECESSARY ALONG WITH THE RISK ASSESSMENT AS AND WHEN SIGNIFICANT

DESIGN CHNAGES OCCUR.

DESIGN AND CONSTRUCTION

B2

LIMITED HEADROOM UNDER SOUTH SPAN FOR EXCAVATION AND

INSTALLATION OF RIP-RAP AROUND PIER 1.

B3

B4

THIS SHE BOX IS TO BE READ IN CONJUNCTION WITH THE DESIGNER'S RISK

ASSESSMENT (REF: 5202175-ATK-RAR-EST-015001).

IT IS ASSUMED THAT ALL WORKS WILL BE CARRIED OUT BY A COMPETENT

CONTRACTOR, WHERE APPROPRIATE, WORKING TO AN APPROVED METHOD

STATEMENT.

B6

DEEP EXCAVATION REQUIRED IN CENTRAL OF CHANNEL.

POLLUTION OF WATERCOURSE AS A RESULT OF EXCAVATIONS.

B7 WORKING IN TIDAL ENVIRONMENT

B8

DEMOLITION AND REMOVAL OF UNSTABLE MASONRY RETAINING

WALL.

RISK OF EXPOSURE OF BASE OF FOUNDATIONS DURING EXCAVATION

AND INSTALLATION OF RIP-RAP..

1200