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Kevern, Richard (DH - CADW) - LLYW.CYMRU · From: Kevern, Richard (DH - CADW) Sent: 26 June 2013...
Transcript of Kevern, Richard (DH - CADW) - LLYW.CYMRU · From: Kevern, Richard (DH - CADW) Sent: 26 June 2013...
From: Kevern, Richard (DH - CADW) Sent: 26 June 2013 14:03 To: David Cross
Subject: FW: Cyfarthfa Retail Park Development - Ref P/12/0219 - Planning Condition 12
David
Thank you for the consultation on Planning Condition 12 of the Decision Notice regarding P/12/0219 relating to mitigation of the impacts of construction on the SAM and on-site (undesignated)
archaeology.
The Slope Stability study produced by Clarkebond concludes that 'based on the slope stability assessments completed to date the development of the car park is not considered to have a detrimental effect on the slopes beneath the site or the ironworks' and recommends that the ground
conditions are inspected following excavation.
The Earthworks, Ground Improvement & Piling Vibration Assessment produced by Hammerson (Merthyr) Limited concludes that 'vibration monitors with notification (warning) and intervention systems are to be placed at 3 locations on the SAM boundary' and that 'monitoring should continue during the piling works to proposed notification (warning) and intervention thresholds of 4 - 10mm /s PPV for the retaining structures to the SAM'. These thresholds have been based on a number of
references, including English Heritage's guidance note on piling and archaeology.
Unfortunately Cadw does not have the structural engineering expertise to assess the validity of these reports, and must rely on the applicant 's assurances, and your authority, to ensure that this
mitigation is effective.
The SE edge of the scheme has been revised to 'pull the new boundary back by 2m' (in a limited area) and to allocate the parking spaces closest to the tunnel to motorcyles ('Extract From Powell Dobson's Car Park Layout). In Cadw's opinion the scheme could be improved further by the removal of the planned parking spaces immediately adjacent to the Scheduled Ancient Monument boundary on the SE side of the development site i.e the easternmost row of parking spaces, at least those south-eastwards from the proposed motorcycle parking . The scheme would thereby be enhanced by the provision of a 'cordon sanitaire' on either side of the heritage trail leading down to the viewing platform. This would give continuity with the proposed design for the NE edge of the
development.
Richard W Kevern Arweinydd Tîm Gwaith Achosion / Casework Team Leader Diogelu a Pholisi / Protection and Policy Amgylchedd Hanesyddol / Historic Environment Cadw Llywodraeth Cymru / Welsh Government
From: Cross, David [ Sent: 17 June 2013 10:57 To: Kevern, Richard (DH - CADW)
Subject: RE: Cyfarthfa Retail Park Development - Ref P/12/0219 - Planning Condition 12
Part 2 of 2
(Attachment 003-013 below)
David Cross Principal Planning Officer BSc (Planning), Ma (Urban Design), MRTPI
Merthyr Tydfil County Borough Council Unit 5, Triangle Business Park, Pentrebach, Merthyr Tydfil, CF48 4TQ
From: Cross, David
Sent: 17 June 2013 10:57 To: 'Richard.Kevern
Subject: Cyfarthfa Retail Park Development - Ref P/12/0219 - Planning Condition 12
Part 1 of 2
Good Morning Richard,
I have received details relating to the mitigation measures of the impacts of construction on the integrity of the nearby Schedule Ancient Monument (former Cyfarthfa Iron Works, GM 425). These details have been submitted pursuant to discharging condition 12 imposed on the above mentioned application. A copy of the decision notice has been attached for your reference.
Due to the number of plans/documents submitted I will forward the details across in two separate emails.
I would be grateful for your comments on the acceptability of these details and whether you are satisfied that condition 12 be discharged within 14 days from the date of this email. If you require any additional time or information please don’t hesitate to contact me.
Kind Regards
David Cross Principal Planning Officer BSc (Planning), Ma (Urban Design), MRTPI
Merthyr Tydfil County Borough Council Unit 5, Triangle Business Park, Pentrebach, Merthyr Tydfil, CF48 4TQ
From:
Sent: 07 June 2013 12:25
To: Cross, David Cc: ClaireMorison
Subject: Cyfarthfa Retail Park Extension - Planning Condition 12
David,
Please find attached our submission for the discharge of Planning Condition 12, impact of
construction on the Scheduled Ancient Monument.
Regards
Dietrich
----- Forwarded Message ----- From: Martin Hathaway < To: Sent: Thursday, 6 June 2013, 16:47 Subject: Merthyr Planning Condition 12
Dietrich,
Please find attached our response to Planning condition 12.
Much of the information has already been issued in connection with other planning
conditions but we have included all information as a complete response.
Regards
Martin
Martin Hathaway Director
For and on behalf of
clarkebond Registered in England & Wales No. 7775761
The information in this e-mail and any attachments is confidential and may be subject to legal professional privilege. It is intended solely for the attention and use of the named addressee(s).
If you are not the intended recipient, or person responsible for delivering this information to the intended recipient, please notify the sender immediately. Unless you are the intended recipient or his/her representative you are not authorised to, and must not, read, copy, distribute, use or retain this message or any part of it.
be green - keep it on the screen.
This e-mail and any files transmitted with it are confidential and intended
solely for the use of the individual or entity to whom they are addressed.
The contents of this e-mail represent the views of the individual(s) named
above and do not necessarily represent the views of Merthyr Tydfil County
Borough Council.
Mae'r e-bost hwn ac unrhyw ffeiliau a drosglwyddir gydag ef yn gyfrinachol
ac wedi'u bwriadu ar gyfer pwy bynnag y cyfeirir ef ato neu atynt. Mae
cynnwys yr e-bost hwn cynrychioli barn y sawl a enwir uchod, felly nid
ydyw'n dilyn ei fod yn cynrychioli barn Cyngor Bwrdeistref Sirol Merthyr
Tudful.
Cyngor Bwrdeistref Sirol Merthyr Tudful
Canolfan Dinesig
Stryd Y Castell
Merthyr Tudful
CF47 8AN
Merthyr Tydfil County Borough Council
Civic Centre
Castle Street
Merthyr Tydfil
CF47 8AN
clarkebond
UK Offices Bristol, Exeter, London
Overseas Office Abu Dhabi
Clarkebond (UK) Limited
Registered in England & Wales No 7775761
Registered Office : Inspiration Holdings Ltd, Empire Studio, 5-6 Leicester Square, London, WC2H 7NA
Certificate No. GB97/10493
THORN SITE Merthyr Tydfil
Slope Stability Overview 6th June 2013
Introduction
The site is located adjacent to the A470, approximately 2km West of Merthyr Tydfil, at National Grid Reference SO 037 067. Classified as Brownfield, the site was historically occupied by the Cyfarthfa Iron and Steel works (1765 – 1919) and more recently by Thorn Electrical Industries (1947 – 1993) for the manufacture of incandescent lamps.
Immediately to the East of the site there is a series of retaining walls, steep embankments approximately 7.0m in height and a tunnel. These features are all associated with the former Cyfarthfa Iron & Steelworks, protected by legislation as a Scheduled Ancient Monument (SAM GM425). The tunnel runs diagonally in from one of the retaining structures, the internal rear corner of which appears to coincide with the North-East boundary of the Thorn site. The tunnel is of substantial masonry construction with a brick arched roof and measures approximately 15m in length, x 4m wide and 4m high extending to 5m at the centre of the arch. Record drawings for the Thorn factory show the tunnel penetrating the then site boundary with the roadway to the rear of the factory passing over the top and therefore surcharging the structure.
Existing ground conditions
Existing ground conditions are typically 3m of clayey/sandy/gravelly Made Ground overlying Glacial Till which comprises predominantly sands and gravels. The ground water is at 8m depth.
Boundary sections
Additional topographic survey work was commissioned, in order to understand the current boundary conditions and assess the effects if any of the proposed development. Using this information we have generated a series of sections through the boundary as per our Drawings No. WB02534/107&108
Slope stability
Using the sections generated, we have also undertaken slope stability analysis at numerous points along the boundary (see separate report). All sections bar one pass the basic slope stability parameters with a factor of safety greater than 1.5. The exception being at the rearmost point of the tunnel where it coincides with boundary at chainage 53.2. This apparent instability is however due to limitations of the software which ignores the existence of the tunnel and the continuity of cover over the top and therefore highlights a potential a wedge failure. A combination of the profiles at chainages 45 and 53.2 are felt to be more realistic of the existing conditions and it is considered that the car park works proposed will not create a slope stability issue.
Page 2 of 2
clarkebond
Mitigation
In order to further mitigate the effects of the car park on the tunnel we have pulled the new boundary footpath back by 2m immediately adjacent to the tunnel and changed the use of the nearest parking bays to trolley bays and motorcycle spaces, as per the extract from Powell Dobson’s car park layout drawing.
Conclusion
The ground water is at depth and will not influence the slope stability. The Made Ground will be re-engineered and improved site wide, to include the Eastern boundary and approximate final compaction parameters have been used for the material properties in the slope analysis.
It can be demonstrated that increasing the surcharge load on the car parking has no significant effect on the slope stability and at these loadings, which are based on a larger articulated lorry being parked at the crest of the slope, there will be no detrimental effect on the slope below. Based on the slope stability assessments completed the development of the car park and internal access road is not considered to have a detrimental effect on the slopes beneath the site or the ironworks.
PILE NOTATION:Piles to be Driven Steel Tube, 250mm max Diameter with a S.W.L.of 250KN (unless noted on plan)Piles to have 900mm Min. Ctrs. within multi-pile Pile-Caps - (unlessnoted otherwise)Piles to have 75mm penetration into Pile-Caps.Piling Contractor to test 7 No. Piles minimum to 1.5 x SWL.
TYPICAL PILE HEAD DETAIL
T.O.F
75
600
1.H16 x 2m LONGREINFORCEMENTBAR TO BE SETCENTRALLY INTOCONCRETE PILE
2m-3
m
2m-3m DEPTH OFC35 CONCRETEFILLING INACCORDANCEWITH PILINGCONTRACTORSSPECIFICATION
450
PILE CAP
75mm PILEPENETRATIONINTO PILE CAP
PILE CUT OF LEVEL
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18
A
B
C
D
E
F
G
H
1.1
1.1
E.1
D.1
C.1
7730 7730 6770 6770 6770 7250 7250 7250 7250 7250 7250 7250 7250 7250 7250 7250 2985
1700
1700
1301
013
010
1301
075
4754
63
7927
6395
3300
4097 3633 4367 3363 6155 8000 6155
450
450
450 450
450 450
450450
450 450
450 450
450
450
450
450
450 450
519
260
450
450
450 450
260
520
450 450
260
520
450 450
260
520
450 450
260
520
450 450
260
520
450
450
450
450
779
980
450 450
4480
900
780 450 450 450 450
450 450 450 450 450 450 450 450
519
260
1701 900
450
450 450 450
260
519
450 450
2985 900
5406
1751
3193
3158
1195
7210
450 450
5406
2054
4371
4337
4302
450 450
948
6563
6601
7637
1229
450 450
519
260
450
450
450
450
450
450 45
045
0
3312 6894 10207
356
450
450
450
450
1890
450
450
5267
Drawn Checked Sheet Size
RevisionDateScale
Project No. Discipline Drawing No.
Drawing Status
Drawing Title
Project
Client
clarkebondEngineering & Management Consultants
129 Cumberland Road,Bristol,BS1 6UY
tel +44 (0) 117 929 2244fax +44 (0) 117 929 3095email [email protected] www.clarkebond.com
Bristol Exeter London Abu Dhabi
@ T
his
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written p
erm
issio
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S
A1
DO NOT SCALE THIS DRAWING
CONTRACTOR TO CHECK ALL DIMENSIONS AND REPORTALL ERRORS AND OMISSIONS TO THE ENGINEER.
Release of electronic files for development by others.Clarkebond releases this file, which was used to producestructural and civil engineering layouts and details, on thefollowing conditions:
Future users of this file are responsible for theaccuracy and suitability of the original informationin the file for the application. Clarkebond will notrelease or advise of changes they make to theirelectronic files other than that required for the issueof their structural and civil engineering drawings forthe project.
CLARKE BOND WILL NOT BE RESPONSIBLE FOR:
Any information produces by a third party.The accuracy of the drawing file once modified byothers.
CDM RESIDUAL RISKSThe work shown on this drawing is both familiar to thedesigners and routinely safely built in similar circumstancesby competent contractors.Risks are not considered significant.Relevant data is included in the Pre-ConstructionInformation Pack.
Signed: Date:
AAs indicated
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Author Checker
WB02534 003
TENDER
PILE GA
Cyfarthfa Retail Park,Merthyr Tydfil,B&Q BuildingThorn Site
Hammerson Plc
01/04/13
Rev. Description By Date
A ISSUED FOR TENDER drb 06.02.13
020
3ELEVATION GRID
H
020
020
0201E
LEV
AT
ION
GR
ID18
2ELEVATION GRID
A,B,C
4E
LEV
AT
ION
ON
GR
ID 1
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18
A
B
C
D
E
F
G
H
1.1
1.1
E.1
D.1
C.1
020
5
ELE
VA
TIO
N O
N
GR
ID 1.1
3022
5023
6023
7730 7730 6770 6770 6770 7250 7250 7250 7250 7250 7250 7250 7250 7250 7250 7250 2985
1700
1700
1301
013
010
1301
075
4754
63
3300
7730 7730 6155 8000 6155
7023
3010
GB03GB03 GB03
GB04 GB04 GB04 GB04 GB04 GB04 GB04GB04GB04GB04
GB
05G
B05
GB
05G
B05
GB
05G
B03
GB
03G
B03
GB
03G
B03
GB04 GB04 GB04 GB04 GB04 GB04 GB04 GB04 GB04GB04GB04GB04GB
03
GB03GB03GB03
GB
03
GB
02G
B02
GB
02G
B02
GB
02G
B02
GB
02
GB03GB03 GB03 GB03 GB03
GB
03G
B02
GB
02G
B02
GB
02G
B02
GB
02G
B08
GB
01G
B01
GB
01G
B01
GB
01G
B01
GB
07
GB
01
GB01 GB01 GB01
GB
01G
B01
GB
01G
B01
PC1PC2PC2
PC2PC2 PC2
PC3
PC2PC2PC2
PC2
PC2
PC2
PC2
PC2
PC2
PC2
PC2
PC2
PC2
PC2
PC2
PC2PC2
PC2PC2
PC2PC2
PC2PC3
PC3
PC2PC2PC2
PC2
PC2PC2
PC2
PC2
PC2
PC2
PC2
PC2
PC2
PC2
PC2PC2
PC2PC2
PC3
PC2
PC3
PC2
PC2
PC2
PC2
PC3
PC2
PC3
PC2
PC2
PC1PC1
PC1
PC2
PC2
PC3PC3
PC3PC3
PC3
PC3PC3
PC3 PC3PC4
PC2
PC2
PC2
PC2
PC2
PC2PC2
PC2PC2
PC2PC2
GB04
1022
28di
a M
acal
loy
with
250
sq C
onc
Sur
roun
d
28di
a M
acal
loy
with
250
sq C
onc
Sur
roun
d
28di
a M
acal
loy
with
250
sq C
onc
Sur
roun
d
28di
a M
acal
loy
with
250
sq C
onc
Sur
roun
d
28di
a M
acal
loy
with
250
sq C
onc
Sur
roun
d
28di
a M
acal
loy
with
250
sq C
onc
Sur
roun
d
28di
a M
acal
loy
with
250
sq C
onc
Sur
roun
d
28di
a M
acal
loy
with
250
sq C
onc
Sur
roun
d
28di
a M
acal
loy
with
250
sq C
onc
Sur
roun
d
28di
a M
acal
loy
with
250
sq C
onc
Sur
roun
d
28di
a M
acal
loy
with
250
sq C
onc
Sur
roun
d
28di
a M
acal
loy
with
250
sq C
onc
Sur
roun
d
28di
a M
acal
loy
with
250
sq C
onc
Sur
roun
d
28di
a M
acal
loy
with
250
sq C
onc
Sur
roun
d
28di
a M
acal
loy
with
250
sq C
onc
Sur
roun
d
28di
a M
acal
loy
with
250
sq C
onc
Sur
roun
d
GB
03
7552
2575
52
7553
450dp RCSprinklerTank
Base
450dp RCSprinklerTank
Base
7210
1301
013
010
1301
075
4754
63
PC2
GB
02
GB
02
GB03
GB
03GB03
GB
03
PUMP HOUSE BASE4650
3150
PC2
NOTE: COLUMNS ON GRID LINE 1 &1.1 TO BE DESIGNED FOR 10% OFCOLUMN Mp (FIRE BOUNDARYWALL CONDITION APPLICABLE)
14302
18.014675°
6389
3957
3957
4022
020
6ELEVATION GRID
G
020
7ELEVATION GRID
J
8023
GB01PC2
GB01 PC2
GB01GB01GB01GB01
GB
01
GB
01
GB
01
PC2PC3PC3PC3
PC1
GB04
PC1
GB
01
J
J
Q
Q
9023
4000
7781
4000
ALL STEELWORK TO BE GRADES355 UNLESS NOTEDOTHERWISE.
Foundations Notation.
1. All R.C. works cast on Ground to have 50mm Blinding Concreteunder, not over pile heads.2. All Concrete in Foundations to have Surface Protection layer toresist Sulphates.
.
TOP OFFOUNDATIONS
40
100mm MINCONCRETEENCASEMENTBELOW SSL
GRD FLR
TYPICAL H.D BOLT DETAIL
40mm DESIGN GAP UNDER BASE PLATE AND VOIDAROUND BOLTS TO BE SOLIDLY FILLED WITH A MIN 30N/mm² FINE CONCRETE GROUT COMPLETE WITH NON-SHRINK ADDITIVE
375 450 450 375
375 375
375
375
779
1529
1650
600
75
1650
600
75
1650
600
75
375
900
375
1650
1650
375 900 375
375 900 375
1650
375
375
750
750
375 375
375
375
600
75
750
4 PILE CAP (PC4) 3 PILE CAP (PC3) 2 PILE CAP (PC2) 1 PILE CAP (PC1)
ALLOW 140 kg/m³ FOR LOOSEBAR REINFORCEMENT IN RCELEMENTS
Drawn Checked Sheet Size
RevisionDateScale
Project No. Discipline Drawing No.
Drawing Status
Drawing Title
Project
Client
clarkebondEngineering & Management Consultants
129 Cumberland Road,Bristol,BS1 6UY
tel +44 (0) 117 929 2244fax +44 (0) 117 929 3095email [email protected] www.clarkebond.com
Bristol Exeter London Abu Dhabi
@ T
his
dra
win
g m
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ot be c
opie
d w
ithout prior
written p
erm
issio
n.
S
A1
DO NOT SCALE THIS DRAWING
CONTRACTOR TO CHECK ALL DIMENSIONS AND REPORTALL ERRORS AND OMISSIONS TO THE ENGINEER.
Release of electronic files for development by others.Clarkebond releases this file, which was used to producestructural and civil engineering layouts and details, on thefollowing conditions:
Future users of this file are responsible for theaccuracy and suitability of the original informationin the file for the application. Clarkebond will notrelease or advise of changes they make to theirelectronic files other than that required for the issueof their structural and civil engineering drawings forthe project.
CLARKE BOND WILL NOT BE RESPONSIBLE FOR:
Any information produces by a third party.The accuracy of the drawing file once modified byothers.
CDM RESIDUAL RISKSThe work shown on this drawing is both familiar to thedesigners and routinely safely built in similar circumstancesby competent contractors.Risks are not considered significant.Relevant data is included in the Pre-ConstructionInformation Pack.
Signed: Date:
BAs indicated
M:\C
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West &
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\WB
02534 -
Mert
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\Dra
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\WB
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13-M
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Author Checker
WB02534 004
TENDER
FOUNDATION GA
Cyfarthfa Retail ParkExtension,Merthyr Tydfil,B&Q Building.
Hammerson Plc
01/25/13
Structural Foundation Schedule
Pile Ref PileType
PC1 1 Pile Cap - 750sq x 600mm RC
PC2 2 Pile Cap - 750x1650x600dp RC
PC3 3 Pile Cap - Ex1529x1650x600dp RC
PC4 4 Pile Cap - 1650sqx600dp RC
Structural Foundation Beams
Beam Ref Size
GB01 450 x 450dp RC Grd Beam
GB02 600 x 450dp RC Grd Beam
GB03 750 x 450dp RC Grd Beam
GB04 1000 x 450dp RC Grd Beam
GB05 1465 x 450dp RC Grd Beam
GB07 450 x 600dp RC Grd Beam
GB08 600 x 600dp RC Grd Beam
Rev. Description By Date
A ISSUED FOR TENDER drb 22.02.13
B ISSUED FOR TENDER drb 22.03.13
18
C
D
E
F
G
H
450
450
900
5406
1751
3193
3158
1195
7210
450 450
5406
2054
4371
4337
4302
450 450
948
6563
6601
7637
1229
5267 4930 5600 4692 4692
6000
6000
6000
6000
6000
5187
16301
9186
3858
450
450
450 450
0201E
ast
17
17
18
C
D
E
F
G
H
2985
GB04 GB04G
B05
GB
05G
B05
GB
05G
B05
GB
03G
B03
GB
03
GB
03
GB
03G
B03
GB01 GB01
GB
01
GB04 GB04
GB
01G
B01
GB
01G
B01
PC2
PC2
PC2
PC2
PC2
PC2
PC2
PC2
PC2
PC2
PC2
PC2
PC3
PC2
PC3
PC3
PC2
PC2
PC2
PC2
PC2
28di
a M
acal
loy
with
250
sq C
onc
Sur
roun
d
GB
03
PC2PC2
PC2PC2
PC2
GB01 GB01 GB01 GB01 GB01PC1
GB
01G
B01
GB
01G
B01
GB
01G
B02
GB01
PC2
PC2
PC2
PC2
PC2
PC2
GB01
GB01
GB01
GB01
GB01
GB
01
PC1
PC2
PC2
PC2
PC2
25180
3518
8
8035
9186
9321
7210 9091 8175
1301
013
010
1301
075
4754
63
Drawn Checked Sheet Size
RevisionDateScale
Project No. Discipline Drawing No.
Drawing Status
Drawing Title
Project
Client
clarkebondEngineering & Management Consultants
129 Cumberland Road,Bristol,BS1 6UY
tel +44 (0) 117 929 2244fax +44 (0) 117 929 3095email [email protected] www.clarkebond.com
Bristol Exeter London Abu Dhabi
@ T
his
dra
win
g m
ay n
ot be c
opie
d w
ithout prior
written p
erm
issio
n.
S
A1
DO NOT SCALE THIS DRAWING
CONTRACTOR TO CHECK ALL DIMENSIONS AND REPORTALL ERRORS AND OMISSIONS TO THE ENGINEER.
Release of electronic files for development by others.Clarkebond releases this file, which was used to producestructural and civil engineering layouts and details, on thefollowing conditions:
Future users of this file are responsible for theaccuracy and suitability of the original informationin the file for the application. Clarkebond will notrelease or advise of changes they make to theirelectronic files other than that required for the issueof their structural and civil engineering drawings forthe project.
CLARKE BOND WILL NOT BE RESPONSIBLE FOR:
Any information produces by a third party.The accuracy of the drawing file once modified byothers.
CDM RESIDUAL RISKSThe work shown on this drawing is both familiar to thedesigners and routinely safely built in similar circumstancesby competent contractors.Risks are not considered significant.Relevant data is included in the Pre-ConstructionInformation Pack.
Signed: Date:
A 1 : 200
M:\C
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West &
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\WB
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\Dra
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\WB
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Author Checker
WB02534 005
TENDER
GARDEN CENTREPILE & FOUNDATIONGA
Cyfarthfa Retail Park,Merthyr Tydfil,B&Q BuildingThorn Site
Hammerson Plc
01/30/13
1 : 200
PILE GA1 1 : 200
FOUNDATION GA2
Structural Foundation Beams
Beam Ref Size
GB01 450 x 450dp RC Grd Beam
GB02 600 x 450dp RC Grd Beam
GB03 750 x 450dp RC Grd Beam
GB04 1000 x 450dp RC Grd Beam
GB05 1465 x 450dp RC Grd Beam
GB06 1000 x 600dp RC Grd Beam
Structural Foundation Schedule
Pile Ref PileType
PC1 1 Pile Cap - 750sq x 600mm
PC2 2 Pile Cap - 750x1650x600dp
PC3 3 Pile Cap - Ex1529x1650x600dp
PC4 4 Pile Cap - 1650sqx600dp
Rev. Description By Date
A ISSUED FOR TENDER drb 06.02.13
ridge
ridge
valley
FG
FG1500x1500
unobstructedlanding for lift
Up
13
11
12
9
6
8
7
4
5
10
14
020
3ELEVATION GRID
H
020
020
2ELEVATION GRID
A,B,C
4E
LEV
AT
ION
ON
GR
ID 1
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18
A
B
C
D
E
F
G
7730 7730 6770 6770 6770 7250 7250 7250 7250 7250 7250 7250 7250 7250 7250 7250 2985
1700
1700
1301
013
010
1301
075
4754
63
2022
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SHS 200
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SHS 200
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SHS 200
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SHS 200
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SHS 200
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SHS 200
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UB254x
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5
ELE
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ID 1.1
3022
5023
6023
7023
3010
1022
175mm THK RC GROUND BEARING SLAB REINFORCED WITH A252 FABRIC TOP
AND BOTTOM (30mm COVER, 3
00 min LAPS) O
N 1200g POLYTHENE GROUT
CHECK ON MINIM
UM 200mm OF WELL COMPACTED DOT TYPE 1 BACKFILL.
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73
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SHS 200
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UC254x
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73
UC254x
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73
UC254x
254x
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UC152x
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PFC200x
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75x2
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75x2
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75x2
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75x2
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75x2
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75x2
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75x2
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SHS 200
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SHS 200
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SHS 200
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SHS 200
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SHS 200
x200
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SHS 200
x200
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SHS 200
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SHS 200
x200
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SHS 200
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SHS 200
x200
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SHS 200
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PFC200x
75x2
3
PFC200x
75x2
3
8023
SHS 200
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x10
SHS 200
x200
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PFC200x
75x2
3
PFC200x
75x2
3
J
J
Q
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9023
175mm THK RC GROUND BEARING SLABREINFORCED WITH A252 FABRIC TOP ANDBOTTOM (30mm COVER, 300 min LAPS) ON 1200gPOLYTHENE GROUT CHECK ON MINIMUM 200mmOF WELL COMPACTED DOT TYPE 1 BACKFILL.
UC152x
152x
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UC152x
152x
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2x30
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152x
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30
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254x
73
UC254x
254x
73
PFC200x
75x2
3
PFC200x
75x2
3
PFC200x
75x2
3
NOTE:UNIT 1 (175THK) SLAB TO COMPLY WITH THEREQUIREMENTS OF THE B&Q 2012 SHELL SPECIFICATION
Drawn Checked Sheet Size
RevisionDateScale
Project No. Discipline Drawing No.
Drawing Status
Drawing Title
Project
Client
clarkebondEngineering & Management Consultants
129 Cumberland Road,Bristol,BS1 6UY
tel +44 (0) 117 929 2244fax +44 (0) 117 929 3095email [email protected] www.clarkebond.com
Bristol Exeter London Abu Dhabi
@ T
his
dra
win
g m
ay n
ot be c
opie
d w
ithout prior
written p
erm
issio
n.
S
A1
DO NOT SCALE THIS DRAWING
CONTRACTOR TO CHECK ALL DIMENSIONS AND REPORTALL ERRORS AND OMISSIONS TO THE ENGINEER.
Release of electronic files for development by others.Clarkebond releases this file, which was used to producestructural and civil engineering layouts and details, on thefollowing conditions:
Future users of this file are responsible for theaccuracy and suitability of the original informationin the file for the application. Clarkebond will notrelease or advise of changes they make to theirelectronic files other than that required for the issueof their structural and civil engineering drawings forthe project.
CLARKE BOND WILL NOT BE RESPONSIBLE FOR:
Any information produces by a third party.The accuracy of the drawing file once modified byothers.
CDM RESIDUAL RISKSThe work shown on this drawing is both familiar to thedesigners and routinely safely built in similar circumstancesby competent contractors.Risks are not considered significant.Relevant data is included in the Pre-ConstructionInformation Pack.
Signed: Date:
B 1 : 200
M:\C
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Reta
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&Q
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.rvt
Author Checker
WB02534 006
TENDER
GROUND FLOOR GA
Cyfarthfa Retail ParkExtension,Merthyr Tydfil,B&Q Building.
Hammerson Plc
01/02/13
Rev. Description By Date
A ISSUED FOR TENDER drb 22.02.13
B ISSUED FOR TENDER drb 22.03.13
Engineering & Management Consultants
clarkebond
Bristol Exeter London Abu Dhabi
129 Cumberland RoadBristolBS1 6UY
tel +44 (0) 117 929 2244fax +44 (0) 117 929 3095e-mail [email protected] www.clarkebond.com
Report No Date
WB02534 February 2013
Project
Thorn Site, Merthyr Tydfil. Earthworks, Ground Improvement & Piling Vibration Assessment
Client
Hammerson (Merthyr) Limited
CLARKEBOND (UK) LTD 129 CUMBERLAND ROAD BRISTOL BS1 6UY
Report No: Date:
WB02534 February 2013
Project:
Thorn Site, Merthyr Tydfil Earthworks, Ground Improvement & Piling Vibration
Assessment
Issue Number Status Description of Amendments
Rev A Final Dynamic Compaction Omitted 01 May ‘13
Report prepared by:
Signed
Engineer PJ Edbrooke
Approved for issue by:
Signed
Director M G Hathaway
This report is provided for the benefit only of the party to whom it is addressed. Clarke Bond does not extend responsibility to any third party for the whole or any part of the contents. Clarke Bond owes no duty of care in relation to this report to any third party. The reportage has been undertaken with all reasonable skill, care and due diligence. Clarke Bond disclaims any responsibility to the client or others in respect of any matter(s) outside this agreed scope of the above works.
© Clarkebond (UK) Ltd
WB02534 Thorn Site, Merthyr Tydfil Earthworks, Ground Improvement & Piling Vibration Assessment February 2013
Thorn Site, Merthyr TydfilEarthworks, Ground Improvement & Piling Vibration Assessment
1.0 The site
The site is located adjacent to the A470, approximately 2km West of Merthyr Tydfil, at National Grid Reference SO 037 067. Classified as Brownfield, the site was historically occupied by the Cyfarthfa Iron and Steel works (1765 – 1919) and more recently by Thorn Electrical Industries (1947 – 1993) for the manufacture ofincandescent lamps.Immediately to the East of the site there is a series of retaining walls and steep embankmentsapproximately 7.0m in height. An old blocked-off tunnel runs some 15m from one of these retainingstructures towards the North-East boundary of the site. These walls and embankments are allassociated with the former Cyfarthfa Iron & Steelworks and are protected by legislation as aScheduled Ancient Monument (SAM GM425). The wider area including the site itself is included in anarea classified as a conservation area and HLC - Historic Land Characterisation area.Several utilities with associated easements run around the perimeter of the site on the South-Westerncorner, services include Gas, Electricity, BT and several large diameter (600, 700, & 150) StrategicWater mains (Welsh Water). A public footpath runs along the Southern and Eastern boundary to anunderpass running beneath the A470, a pedestrian route continues up the remainder of the Easternboundary and across the adjacent land.
The site is underlain by Glacial deposits overlying Coal measures at depth. Made ground typically consisting of black sand, coarse gravel with ash, coal traces, demolition rubble and boulders is present across the site, varying in depth from approximately 3.00m – 7.50m, see Site Investigation reports. Some buried archaeological remains of the Iron and Steel works were discovered in a recent archaeological investigation, whilst more modern obstructions thought to be associated with the foundations and ground slabs of the Thorn factory were encountered during the ground investigations, the latter being found approximately 1.0m below EGL. Underground streams or culverts (associated with previous developments) leading to the low level stream North of the site may be present, where encountered they will be diverted as necessary prior to being abandoned. Due the depth and nature of the made ground, a ground preparation or enabling works contract is proposed, prior to construction of the main development.
The enabling works will be subject to an archaeological watching brief.
2.0 Engineering considerations
The made ground is not suitable as a founding stratum, due to its inherent variability and risk of intolerable settlement. Conventional shallow strip and pad foundations will not be acceptable and therefore alternative founding and ground improvement techniques must be considered.
Foundations: Due to the depth and number of obstructions and the need to penetrate the glacial till, small diameter (approx’ 180) thick-wall open steel tube piling is deemed the most appropriate. These are classified as small displacement piles and will be driven in discreet locations coincident with the main building grid with insitu concrete ground beams spanning between insitu concrete pile caps. The open nature of the tube facilitates chiselling through obstructions in the made ground and penetration into the glacial deposits. Pile lengths in the order of 10m are envisaged.
WB02534 Thorn Site, Merthyr Tydfil Earthworks, Ground Improvement & Piling Vibration Assessment February 2013
Ground Slabs: In order minimise pile numbers and allow the use of ground bearing slabs, several ground improvement techniques have been reviewed in order to limit the overall settlement to acceptable limits. Rolling Dynamic Compaction, Vibro Compaction and Dynamic Compaction were discounted as being unsuitable for this site due the close proximity with the SAM and services corridor, thus we selected Traditional Excavation and re-compaction in layers for use under the building footprint, service yards, hardstandings and car parks.
3.0 Vibration:
The potential for vibration was considered at an early stage in the design process, and the building structures were sighted as far away from the SAM boundary as possible. The minimum distance being approx’ 25m to the North of the site, increasing to over 90m in the South.
As a requirement of conditions imposed under Planning, the potential effects of vibration during the Earthworks, Ground Improvement & Piling processes needs to be considered. This requirement relates to the standing structures of Scheduled Ancient Monument 425 (Cyfarthfa Iron & Steelworks) on the Eastern boundary. We have however also considered the statutory services corridor on the Southern and Western boundary (water, gas, electricity and BT)
4.0 Earthworks, Ground Improvement & Piling proposals and mitigation measures:
The Earthworks, Ground Improvement & Piling proposal are defined in our document ‘Thorn Site Overview and Schedule of Works and our drawings No. WB02534/S/001 & 002 the method statement on these drawings being superseded the document noted above. The piles will be installed crawler mounted rig fitted with a hydraulic impact hammer, full details will be included in the specialist contractor’s method statement. The selection of the pile/rig type is itself a mitigation measure, as this represents the least intrusive method of piling available, to contend with the demolition rubble, boulders, sub-structure masonry and underlying glacial deposits. As a further mitigation measure, all pile positions are to be probed to a depth of 2.5m, any obstructions removed and the excavation re-filled with granular material. Chiselling through the deeper below-ground obstructions was considered the most suitable method of dealing with obstructions.
The induced transient vibration levels associated with this type piling system are shown to be low, as can be seen from test data contained under Annexe D of BS 5228-2:2009. Open ended driven cast in place piles in similar ground conditions show average ppv’s of 3.5mm/s at 20m.
The ground improvement technique utilises traditional plant and equipment.
5.0 Vibration limits
The following references were considered in arriving at an appropriate transient vibration limits: i) BS 5228-2:2009 Code of practice for noise and vibration control on construction and open sites
– Part 2: Vibration.ii) English Heritage Piling and Archaeology – Guidance Noteiii) Arcellor Mittal Piling Handbook 8th Ed (2008)iv) Eurocode 3 Part 5 Pilingv) BRE Digest 403 19In summary, the guidance provided in these documents is as follows:Table B.2 BS 5228-2:2009 suggests the following limits (Peak Particle Velocity in mm/s)Reinforced or framed structures Industrial and heavy commercial buildings50 mm/s at 4 to 15 Hz50 mm/s at 15 Hz and above
WB02534 Thorn Site, Merthyr Tydfil Earthworks, Ground Improvement & Piling Vibration Assessment February 2013
Unreinforced or light framed structures Residential or light commercial buildings 15 mm/s at 4 Hz increasing to 20 mm/s at 15 Hz. 20 mm/s at 15 Hz increasing to 50 mm/s at 40 Hz and above.
Tabulated permissible limits for classes of structure l Ruins and damaged buildings, protected as monuments 2 mm/sll Buildings with visible defects, cracks in masonry 4 mm/slll Undamaged buildings in technically good condition 8 mm/slV Well-stiffened buildings (i.e industrial) 10-40mm/s
Notwithstanding the above, BS5228 also recommends limiting ppv’s in masonry retaining walls to 10mm/s at the base and 40mm/s at the crest. With vibrations limits on buried services of 15mm/s continuous and 30mm/s intermittent.
Table 12.3.6.2 Arcellor Mittal Handbook reproduced from Eurocode3: Part 5. l Ruins, buildings of architectural merit, continuous 2 mm/s, transient 4mm/sll Residential, continuous 5 mm/s, transient 10mm/slll Light Commercial, continuous 10 mm/s, transient 20mm/slV Heavy Industrial, continuous 15 mm/s, transient 30mm/sV Buried Services, continuous 25 mm/s, transient 40mm/s
As can be seen, there is considerable variation in the permissible values between these references.
The retaining structures are in effect ruins which may be cracked and distorted but protected as a Scheduled Ancient Monument, and closely aligned to class l buildings as defined in the English Heritage guidance.
BS 5228-2:2009 B.3.2 states “Important buildings which are difficult to repair might require special consideration on a case by case basis. A building of historical value should not (unless it is structurally unsound) be assumed to be more sensitive.”
Eurocode 3: part 5 also states that the values prescribed for continuous vibration may be doubled in respect of transient vibration. As both the ground improvement and piling operations are of a temporarily sustained source of mechanical vibration, they can therefore defined as transient.
6.0 Conclusion:
Vibration monitors with notification (warning) and intervention systems are to be placed at 3 locations on the SAM boundary and 2 locations adjacent the services corridor.
On-site measurement and monitoring of vibration levels is to be undertaken during the conventional earthworks to the external areas, to establish background working levels. The conventional earthworks will consist of site stripping, screening, removal of obstructions, crushing of site won material which is to be replaced and compacted in layers in accordance with the Specification for Highways Works.
Monitoring should continue during the Piling works to proposed notification (warning) and intervention thresholds of 4 -10mm/s PPV for the retaining structures to the SAM and 30-40mm/s PPV for buried services