5.6 substructure 5.6.2 5.6.1 introduction

60 SA Limited 60 Sloane Avenue

Stage C Building Engineering Report

REP002 | Issue | 20 December 2013

\\GLOBAL.ARUP.COM\LONDON\BEL\JOBS\200000\229000\229690-00 60 SLOANE AVENUE\4 INTERNAL DATA\05 REPORTS\01 COMBINED\STAGE C - CONCEPT\REP002_CONCEPT DESIGN REPORT_ISSUE0.DOCX

8

5.6 Substructure

5.6.1 Introduction

The substructure consists of a single existing basement level that extends across the full footprint of the building and an additional three new partial levels of basement at the south-west of the site.. Figure 26 shows a short section and plan view of the proposed new basement. The basement will accommodate gym areas on levels B2 and B3, with B3 also supporting a 1.9m deep swimming pool. The lowest level, B4 will predominantly contain plant. There is also a 3-level automatic car parker sandwiched between level B1 slab and level B3 slab, as shown in Figure 26.

Figure 26: Section and plan view of new basement

5.6.2 Basement wall construction

The new basement will be approximately 18m deep making it relatively deep for London. It is below groundwater level and must therefore resist substantial hydrostatic as well as retained earth pressures.

Figure 27 shows the build-up of the proposed secant pile retaining wall. The piles which make up the walls parallel to the streets (Draycott Avenue, Ixworth Place and Sloane Avenue) are 900mm diameter. The wall parallel to the Thames Water sewer will need to be 1200m diameter to limit movements of the Thames Water sewer. They will also be deeper than the typical piles.

It can be seen in Figure 27 that the inside face of the basement wall should be 2500mm from an existing vertical face. This dimension allows for a 1.2m piling rig clearance as well as the piling tolerances and drained cavity wall build up. The piling rig clearance is necessary as the proposal is to remove the ground floor slab and then pile from the B1 level. Vertical obstructions such as the existing RC retaining wall and contiguous wall will need to be avoided.

Parallel to Ixworth Place, extra basement area is required to accommodate the swimming pool on level B3. It is proposed that B1 level will be partially backfilled in order to allow the piling rig to pile from ground level. Doing so will mean no vertical obstruction will exist hence the 1.2m piling rig clearance can be disregarded. Nevertheless, a 400mm wide pile guide wall should be allowed for. This reduces the offset from the existing basement wall to 2150mm. Refer to the Construction Traffic Management Plan (Arup, Nov 2013) for further details.

Figure 27: Form of basement wall and setting out





Page 19

As can be seen in Figure 26, there will be an 8.6m deep car stacking system between level B1 slab and level B3. Typically the basement floor slabs, which are 4 to 5m vertically apart, will act as intermediate props for the new secant wall.

In the car stacking area buttress walls and waling beams are required to allow the wall to effectively span the full 8.6m. Figure 28 shows how the support for the secant wall will work within the basement. The waling beam will be required at mid-height of the wall section within the car park.

Figure 28: Secant wall support system within the car park stacker

5.6.3 Raft foundation

In order to resist heave pressures due to the deep basement excavation, a raft foundation will be adopted as the foundation solution for the new deep basement. The raft will be 1200mm to spread the columns loads sufficiently and to offset the heave pressures.

It is important that the basement remains dry, therefore any water ingress that may occur through the concrete will need to be drained away. This is will be catered for by drained cavity walls and floors, that drain away into sumps.

5.6.4 Storey height transfer wall in B1

To suit the arrangement of car parking palettes in the automatic car parking system, described in section 5.6.2, a storey height wall will be required to transfer load from a column that would otherwise clash with the car spaces. This is shown in Figure 29.

Ground level B1 level B2/B3 level

Figure 29: Storey height wall transfer required above car park stacker





Page 20

5.6.5 Basement depth and uplift

The depth of the basement is limited due to the uplift effect from the hydrostatic head of groundwater and strict tolerances to movement of the adjacent Thames Water tunnel.

To meet the requirements for clear floor to ceiling heights in the new basement and assuming a 1.2m deep raft foundation the underside of the raft will be at -12.43mOD, marginally lower than the Thames Water tunnel invert of -10.8mOD.

The preliminary site investigation found the ground water level to be at -1.5mOD. Allowing for seasonal effects the design ground water level has been taken as a meter higher than the actual ground water level, resulting in 14.9m of hydrostatic ground water head. The buoyant force of water at this level will exert a upwards pressure of ~150kN/m² on the underside of the raft.

To avoid tensions piles, the down force from the permanent weight of the building must result in a greater downward pressure. A calculation has shown an overall downwards pressure of 165kN/ m², which provides an adequate factor of safety against flotation.

Figure 30: Uplift vs. downforce assessment





Page 21

5.7 Reuse of Existing Foundations

5.7.1 Introduction

The north-east half of the building will be supported on piles at basement B1 level. The intention is to reuse the existing piles in this area, however due to the rearrangement of cores and increases in loads certain pile caps will need to be removed and or strengthened with supplementary piles.

Interventions to existing pilecaps spanning over the Thames Water tunnel are to be minimised as modifications in this area could have an adverse effect on the tunnel that Thames Water will not accept. Figure 31 indicates which pile caps can remain in place without strengthening.

A preliminary load run down has determined that the load increase on the pile caps highlighted green in Figure 31 is less than 10% and are therefore likely to be suitable for re-use. However the caps highlighted in red will need to be removed and reconfigured due to the load increases. Pilecaps highlighted in orange will require supplementary piling to withstand the new loads. This is likely to be in the form of mini-piles, and reconstructed pilecaps.

Figure 31: Existing pile reuse

5.7.2 Foundation re-use strategy fundamentals

Initial load balance appraisal suggest that it should be possible to re-use existing foundations where the new loads do not exceed the realistic existing loads by more than 10%. However, further investigative survey work will be required to determine the geometry and condition of the existing foundations.

The pile caps that bridge over the tunnel provide a confining effect and so removal of these will release overburden pressure on which the tunnel is relying for its integrity. Some pilecaps over the tunnel will need to be removed and reconfigured due to the change in building grid and loads. At this stage it is felt that retaining the caps highlighted green in Figure 31 will be sufficient to confine the tunnel. This will be assessed in further detail in the next design stage.

5.7.3 Summary of proposals and conclusions

The proposed works include adding two superstructure levels which results in an increase in load on the foundations. The existing pile cap arrangement at the west end of the tunnel includes three pile caps that support columns with a cantilever & backspan system (sown red in Figure 32 below. This form of support is very sensitive to load increases as the moment induced by the leverarm of the cantilever results in a load increase that is proportional to the distance to the backspan support.

It can be seen in Figure 32 that the secant pile wall (indicated by the blue dashed line) will cut through the existing pile caps. These caps will therefore need to be removed and a new system to transfer the loads onto these piles is required. The proposed solution is to construct a T-shape storey height wall to spread the load onto the piles that surround the tunnel. It was not possible to reconfigure the pile caps in a similar form as the existing arrangement because the load increase on the columns and cantilever spans result in an unacceptable load increase on the piles. By constructing the T-shape storey height wall the load from the columns will be distributed more evenly to the surrounding piles and it is expected that only four supplementary piles will be required.

Figure 32: Intervention required for cantilever & backspan pile caps





Page 22

5.8 Design Criteria

5.8.1 Design criteria

The following Sections 5.8 to 5.11 will form the basis of the Calculation Plan, which will be used as a guide for all subsequent structural design on the project, and will eventually form part of the Building Control submission along with the design calculations.

5.8.2 Design philosophy

Assessment of existing structure

Existing structural elements that will be retained and/or strengthened are:

Transfer pilecaps bridging over the Thames Water sewer and all of those to the nort-east of the tunnel;

piles with these pilecaps;

The existing five-storey historic façade and its foundation;

Retaining walls and slab at basement B1 level

Where the proposed structural works result in an increase in load on the above elements, an assessment into their capacity will be required. The assessment will be made using current Codes of Practice and British Standards. Existing material strengths and material safety factors will be based on Codes of Practice in use at the time of original design. Assumed values will be modified as appropriate following insitu testing.

This approach is common for refurbishment projects and will ensure sufficient robustness present within the proposed scheme.

Ultimate limit state design

The design of the building structure will be based upon Limit State design principles. Limit State design utilises Partial Factors of Safety being applied to materials and load combinations, in accordance with the relevant British Standards and Codes of Practice.

Partial Factors of Safety for the maximum (minimum) load effects are to be applied as follows:

(a) Dead Load Adverse 1.4

Beneficial (0.9)

(b) Imposed Load Adverse 1.6

Beneficial (0.0)

(c) Wind Load Adverse 1.4

(e) Earth Pressure Adverse 1.4

Beneficial (0.9)

(d) Combined Load Adverse 1.2

Beneficial (0.9)

It should be noted that, although British Standards have been adopted thus far, future design calculations will be in accordance with Eurocodes as these are being phased in to supersede current British Standards.

5.8.3 Robustness and disproportionate collapse

Disproportionate collapse will be considered in accordance with Building Regulations Approved Document A: Dec 2004: Section 5. This document classifies structures based on usage, number of stories and/or floor areas.

Disproportionate collapse rules are used to ensure that if one part of the structure should fail, adjoining parts are sufficiently tied to ensure progressive collapse of the structure does not occur.

5.8.4 Design life

The structure will be designed and constructed in accordance with relevant British Standards to achieve a Design Life of 50 years. In this context, the term Design Life is understood to mean that, provided the structure is appropriately maintained, it will still meet the design criteria set out here at the end of this period.

At this stage it is not possible to make an assessment of the ‘residual design life’ of the existing elements that will be reused. This will be dependent on the current state of repair of these elements and the grade and mix of the concrete used in their construction.

As noted in Section 5.3Error! Reference source not found., the retained existing structure should be subject to a suite of survey and testing as a means of addressing this risk to the Client.

See Section 0 for further discussion on re-use of existing foundations.

For the purposes of the Stage C design, the existing structure to be retained is assumed to be in reasonable condition for its age and adequate for its current purpose.

5.8.5 Existing vertical loading

The existing vertical loads presented below have been assumed for the load rundown studies carried out on the building for the foundation re-use assessment. In this assessment, it is important to understand the actual loads to which the foundations have been subject over their life. These assumptions should be verified by site survey in advance of building strip-out in order to validate the assumptions on which the foundation re-use strategy is based.

Existing dead loads

Existing dead loads from the structure have been determined from available YRM Associates drawings and the ‘Integrating the old with the new’ article published in the Architects’ Journal. These were also corroborated with the Beers Consulting Engineers Ltd structural drawings obtained from the Health & Safety file for the 2008 4

th floor addition works.

The existing floors typically consist of a 325mm RC slab, which tapers to 200mm at the cantilever tips on the outermost column line. On ground level the floor is a 300mm slab with a





Page 23

grillage of 600mm wide, 650mm deep RC beams on the column grid. The basement level is a 150mm thick ground bearing RC slab.

Existing superimposed dead loads

Based on the use of the building, the superimposed dead loads have been assumed to consist of a 150mm raised floor and 575mm suspended ceiling and services zone.

Existing imposed loads

According to a letter from Beers Consulting Engineers Ltd dated 9th

July 2007, a report was prepared by CBRE in May2002 for the buildings then freeholder to describe the overall condition of the building . The report included a section on design floor loads and was taken from original information available at that time. The report states that the typical floors have a live load allowance of 5.0kN/m². This load allowance is typical for office buildings designed in the 1990s.

Summary of existing floor loads assumed

Figure 33: Summary of existing loading assumed for typical floors

Existing cladding loads

The existing atrium has been assumed to consist of a sandstone and concrete 250mm thick build up with 15% clear glazing area. This results in a loading of 5.1kN/m² on elevation

The curtain walling installed in 1994 is supported by the floor slabs and is not load bearing like the existing historic terracotta façade. Curtina wall load is assumed as 1.0kN/m² on elevation.

5.8.6 Proposed vertical loading

Proposed superimposed dead loads

The proposed development will consist of high-end residential apartments and therefore heavy floor finishes such as stone with underfloor heating in screed may be required.

It is envisaged that blockwork walls (2.5kN/m² on plan) may be required to provide the necessary acoustic separation between apartments. In areas over the Thames Water tunnel the loads should be minimised as far as possible for reasons explained in Section 0. Lightweight partitions (1.0 kN/m² on plan) would be suitable to minimise load increase on the foundations in these areas.

Proposed imposed loads

The imposed loads used in the design have been taken from BS 6399-1.

Residential areas 1.5 kN/m² (Category A)

Retail areas 4.0 kN/m² (Category D)

Gym areas 5.0 kN/m² (Category C4)

Car park 2.5 kN/m² (Category F)

Basement plant 7.5 kN/m² (Category E)

Roof plant 2.5kN/m²

Summary of proposed floor loads

Figure 34: Summary of proposed loading assumed for typical floors





Page 24

Proposed cladding loads

The existing historic two-storey façade will be removed and rebuilt to five storeys to match the existing five storey façade. This façade will be loadbearing.

In the atrium and on the perimeter of Fifth and Sixth floors, the façade is supported on the new structural slabs. At this stage, the atrium façade is conservatively assumed to consist of a 250mm thick terracotta façade, of which 225mm is reinforced concrete and 25mm is terracotta brick. The glazing proportion has been taken as 35%. This results in a load of 4.2kN/m².

Snow loads

Snow loading will be calculated in accordance with the rules set out in BS 6399 Part 3.

The basic snow load on the flat roof will be taken as 0.4 kN/m². The roof is loaded by lightweight plant so snow loading will be assumed to occur simultaneously with the normal plant live load allowance.

5.8.7 Vehicular loading

Columns at ground floor and within the basement have not been designed for vehicle-impact loads. Any columns which are in danger of being struck by a vehicle because they are adjacent to a road or loading bay should be protected by means of suitable barriers.

5.8.8 Lateral loading

Wind loading

Wind loading will be calculated in accordance with BS 6399-2.

Notional horizontal loading

Notional horizontal loading will be considered in accordance with BS8110-1. The building should be capable of safely resisting the notional horizontal design ultimate load applied at each floor or roof level simultaneously. This is equal to 1.5% of the characteristic dead weight of the structure between mid-height of the storey below and either mid-height of the storey above or the roof surface.

The greater effect of notional horizontal loading or wind loading will be used in the design. The effects are not taken to act simultaneously.

5.8.9 Basement grade

The basement grades, in accordance with BS8102: Code of Practice for protection of below ground structures against water from the ground, are:

Table 3: Basement grades required

The existing basement to the north-east of the site will remain largely intact, with penetrations

for formation of new piles and caps only. The existing basement is above the groundwater

table and we are not aware of any reports of water ingress through the retaining walls or

groundbearing slab. This will be investigated further by survey and following soft strip.

For basement areas at Level B1 classed as Grade 2, the new pile caps will be carefully

detailed to be integral with the existing construction and no additional waterproofing

measures should be necessary. For areas required to meet Grade 3 – Habitable, additional

measures will be necessary. These could include cavity wall and floor finishes in

combination with an active room ventilation system.

New basement levels B2 to B4 are below the existing groundwater level and as such will

required full drained cavity wall and floor systems, connected to a system of sump pumps.

See Section 0 for further details.

Basement Use Grade Description Performance requirement

Plant rooms 2 Better utility No water seepage but some damp patches acceptable

Electrical rooms, store rooms and workshops

3 Habitable No damp patches. Vapour ingress acceptable

Gym 3 Habitable No damp patches. Vapour ingress acceptable

Car park 2 Better utility No water seepage but some damp patches acceptable





Page 25

5.9 Movements and Tolerances

A detailed Movement and Tolerances Report will be produced during detailed design. This will contain the information for other members of the design team and future contractors/ specialist subcontractors to undertake design work interfacing with the structure.

5.9.1 Structural movement

Structural elements will move vertically and laterally under applied loads. Movements are defined here as those which may occur in a structural element following its construction.

Structural movements are calculated on the basis of certain assumptions about material properties, loads and structural behaviour. Actual material properties and loads will differ when compared to the assumed values used in calculation. Factors such as the increase in overall stiffness provided by the cladding and stiffness in connections will also alter the actual structural behaviour. Real building structures are influenced by the performance of elements not necessarily considered in the modelling of the structural frame, such as the cladding.

5.9.2 Movement limits

The structure will be designed with the following movement limits. Generally, these are in accordance with, or more onerous than the current British Standard.

Sway movements

As part of the serviceability checks, the overall building drift will be limited to:

δDL + LL + WL (lateral deflection due to all loads) ≤ Height / 500

As there is brittle terracotta cladding around the building perimeter and atrium, the sway of one storey relative to a storey below:

δWL (deflections due to lateral loads) ≤ Storey height / 500

Vertical movements

In accordance with BS8110-1:1997 the vertical deflections should be limited to:

δLL (deflections due to imposed loads) ≤ Span / 500 and ≤ 20mm

δDL + LL (deflections due to total loads) ≤ Span / 250

In addition to the above, deflection of reinforced edge beams supporting the façade, under all superimposed dead and live loads imposed after façade installation, shall be limited to:

δSDL + LL (total deflections post-façade installation) ≤ 15mm

The structure and cladding shall be designed to cater for these imposed movements without visible distress.

5.9.3 Tolerances

Tolerances are allowances made in the design detailing to cater for the anticipated accuracy of construction including fabrication and erection. Typically, tolerances relate to the theoretical position of an unloaded structural element at the time of its construction.

Tolerances within the fabrication and erection of the steelwork frame should be such that they do not hinder the erection or induce excessive stresses, deflections or distortions into the structure.

The constructional accuracy shall comply with the more onerous of the following:

1. Concrete National Structural Concrete Specification (NSCS), Current Edition

2. Steelwork National Structural Steelwork Specification (NSSS) Current Edition

3. Plan position ± 15mm (column or beam)

4. Level Accuracy ± 15mm, but including the following limits of flatness:

All concrete floors shall comply with the following flatness requirements:

a) ± 5mm under a 3m straight edge.

b) ± 2mm under a 1m straight edge.

Special tolerances

Tighter tolerance requirements will apply for the atrium columns.





Page 26

5.10 Materials

5.10.1 Existing structure

No information has been made available of the concrete grade used for the existing structural elements that will be reused (i.e. piles, pile caps, retaining wall). These will be confirmed at the next design stage through insitu testing.

For the existing load rundown comparison the density of reinforced concrete has been assumed to be 24kN/m²

5.10.2 New structure

Excluded materials

Only materials in accordance with ‘Good Practice in the Selection of Construction Materials’ by Arup will be specified in the structural works.

Materials standards

All materials to be incorporated into the works shall be manufactured to the relevant British or European Standard and obtained from a recognized source, carrying the relevant certification of quality control. Suitable records of material quality shall be kept by the Contractor and issued to the client before handover.

All concrete shall be obtained from suppliers carrying a Certificate of Accreditation under the Quality Scheme for Ready-mixed Concrete.

The following minimum standards shall be adopted:

Material Grade/Type Comments

Steel internal S275 / S355 BS EN 10025 : 2004

Steel external S275JO / S355JO – Rolled Open Sections

S275J2H / S355J2H – Hollow Sections

BS EN 10025 : 2004

BS EN 10210 : 2006

Stainless steel Grade 316 BS 1449: Part 2: 1983

Concrete general Grade C35/40

Sulphate class 2

BS 8500: Part 1: 2002

Concrete for metal deck slabs Grade C28/35 normal weight concrete BS 8500: Part 1: 2002

Concrete Reinforcement Deformed high yield bars (500MPa) BS 4449: 2005

Within the design the following properties shall be assumed for materials:

Materials Specific Weightϒ

Modulus of Elasticity E

Shear Modulus of Elasticity G

Poisson ratio v

Coefficient of thermal expansion α

Kg/m3 kN/mm2 kN/mm2

Mild Steel 7850 205 82.2 0.3 12x10-6 /°C

Concrete typically 2400 14 long term / 28 short term

- 0.15 12x10-6 /°C

5.10.3 Durability

All new elements of the building structure will be designed to be adequately durable under the relevant conditions, to achieve the specified design life.

For concrete elements, this will be achieved by specification of suitable mix and provision of sufficient cover, in accordance with the relevant standard.

5.10.4 Corrosion protection

Steelwork will be present in the building in the atrium façade and the roof structure. As the atrium façade is external it will require an external corrosion protection specification. This will be paint applied in the form of a suitable primer, barrier and topcoat. Consideration should be given to access for maintenance at the end of paint life, typically 25 years.

5.10.5 Fire protection

Required fire resistance periods for structural elements are:

Structure generally 90 mins

Fire-fighting shafts 120mins

Car stacker 120mins

UKPN room 240mins

Roof structure Not required

Reinforced concrete elements will have an appropriate level of cover specified.

Applied fire protection to steelwork could be intumescent coating, fire spray or board, and will be specified by the Architect.

Structural elements supporting roofs are not required to be fire resistant unless the supported roof is to be used as a means of escape.

5.10.6 Concrete finishes

Concrete floor slabs will generally have a standard floated finish.

Special concrete finishes

Refer to the Architect’s specification for any special finish requirements to visually exposed concrete.





Page 27

5.11 Design Standards and References

5.11.1 Statutory regulations

The design of the building structure shall comply with the following regulations and bye-laws:

Building Regulations 2000 and the Building Act 1984

Health and Safety at Work Act 1974

Construction (Design and Management) Regulations 2007

5.11.2 Codes of Practice

The design of the building structure will be carried out to the relevant British and European Standards, Codes of Practice and Building Regulations, and their various amendments. These include:

Loading

BS 648: 1964 Schedule of weights of building materials

BS 6399-1: 1996 Loadings for Buildings: Part 1: Code of Practice for dead and imposed loads

BS 6399-2: 1997 Loadings for Buildings: Part 2: Code of Practice for wind loads

BS 6399-3: 1988 Loadings for Buildings: Part 3: Code of Practice for imposed roof loads

Foundations

BS 8004: 1986 Code of Practice for foundations

BS 8002: 1994 Code of Practice for earth retaining structures

BS 8102: 2009 Code of Practice for protection of below ground structures against water from the ground

Concrete

BS 8110-1: 1997 Structural use of concrete: Part 1: Code of Practice for design and construction

BS 8500-1: 2002 Concrete- Complimentary British Standard to BS EN 206-1: Part 1: Method for specifying and guidance for the specifier

BS 8500-2: 2002 Concrete- Complimentary British Standard to BS EN 206-1: Part 2: Specification for constituent materials and concrete

BS EN 206-1: 2000 Part 1: Specification, performance, production and conformity

BS 4449: 2005 Steel for reinforcement of concrete: Weldable reinforcing steel – bar, coil and de-coiled product - specification

Steelwork

BS 5950-1: 2000 Structural use of steelwork in buildings: Part 1: Code of Practice for the design – rolled and welded sections

BS 5950-3: 1997 Structural use of steelwork in buildings: Part 3: Design in composite construction

BS 5493: 1977 Code of Practice for protective coating on iron and steel structures against corrosion

Masonry

BS 5628-1: 2005 Code of practice for the use of masonry: Part 1: Structural use of unreinforced masonry

BS 5628-2: 2005 Code of practice for the use of masonry: Part 2: Structural use of reinforced and prestressed masonry

Specifications

National Structural Concrete Specification (NSCS) for Building Construction, current Edition, as expanded and amended by the Project Specification

National Structural Steelwork Specification (NSSS) for Building Construction, current Edition, as expanded and amended by the Project Specification

5.11.3 Design guidance

Supplementary reference documents will be used during the design of the building, in addition to the above Standards and Codes of Practice. These include:

Design Guide on the Vibration of Floors SCI publication 076: The Steel Construction Institute: 1989

Reinforcement Detailing Manual Ove Arup Partnership: 2008

Structural guidance note 1.2: Good Practice Guide – Calculations Ove Arup Partnership: 2000

Appraisal of existing structures (Third edition) IStructE publication: 2010

Refurbishment of concrete buildings: structural and services options BSRIA Guidance Note 8/99:1999

Historical approaches to the design of concrete buildings and structures Concrete Society Technical Report No. 70: 2009

CIRIA Design of reinforced concrete flat slabs to BS 8110: 1994

CIRIA Design of shear wall buildings: 1984

CIRIA The design of deep beams in reinforced concrete: 1977

229690 For Information

60 Sloane Avenue

60 SA Limited

13 Fitzroy Street

London W1T 4BQ

Tel +44(0)20 7636 1531 Fax +44(0)20 7580 3924

www.arup.com

C:\U

sers\glen.sw

inney\D

esktop\U

ntitled.dw

g 19 N

ov 2013 11:21:44 id: 8F

C69B

28-886C

-40D

7-8B

1D

-73E

A9137F

812 G

len.sw

inney

A3 A

1

B C D E F G H

2

3

4

5

Do not scale

Issue Date By Chkd Appd

Job Title

É Arup

Job No

Discipline

Scale at A3

Drawing No Issue

Drawing Status

Client

A3

A4

A5A6

A7

A8

A10

A11

C7C6C3C2C1A2 C4 C10

B3

B2

B5

B7

D3

C5

A2

D2

D4

D5

D1

B4a

B6a

B8

D6

B1

B9

A1

A1

A9

C8 C9

C10

NTS

StructuralStructural PlanBasement B4

1200mm RAFT SLAB

Column on floor Column below floor

RC downstandRC upstand

Stability wall

Key

Storey height wall Column supported on existing tunnel pile cap

S-GA-B4

THAMES WATER TUNNEL

450thk RC Stabilitywall

Centre of secant pile wallSee S-GA-08

Face of RC liningwall

Inside face of drainedcavity wall

7650typ.

3825typ.

62503950

76303950

5165

650x650 Columns typ.

450thkRCStabilitywall

300x300 Post

18/12/13 JB NW NW

Stage C

P1P1

550x800 Columns


60 Sloane Avenue

60 SA Limited

13 Fitzroy Street

London W1T 4BQ

Tel +44(0)20 7636 1531 Fax +44(0)20 7580 3924

www.arup.com

C:\U

sers\glen.sw

inney\D

esktop\U

ntitled.dw

g 19 N

ov 2013 11:21:44 id: 8F

C69B

28-886C

-40D

7-8B

1D

-73E

A9137F

812 G

len.sw

inney

A3 A

1

B C D E F G H

2

3

4

5

Do not scale


Job Title

É Arup

Job No

Discipline

Scale at A3

Drawing No Issue

Drawing Status

Client

A3

A4

A5A6

A7

A8

A10

A11

C7C6C3C2C1A2 C4 C10

B3

B2

B5

B7

D3

C5

A2

D2

D4

D5

D1

B4a

B6a

B8

D6

B1

B9

A1

A1

A9

C8 C9

C10

400mm RC flat slab

NTS




Stability wall

Key


S-GA-B318/12/13 JB NW NW

Stage C

P1P1

THAMES WATER TUNNEL


Centre of secant pile wallSee ARUP-S-SK-018


300mmPool slab

300thkWalls topool

550x2250Buttress wall within car stackervoid

700x450dp Waling beam

CAR STACKERVOID

550x800 Columnswithin car stackervoid

650x650Columns typ. 300thk walls

around sprinklertank




60 Sloane Avenue

60 SA Limited

13 Fitzroy Street

London W1T 4BQ

Tel +44(0)20 7636 1531 Fax +44(0)20 7580 3924

www.arup.com

C:\U

sers\glen.sw

inney\D

esktop\U

ntitled.dw

g 19 N

ov 2013 11:21:44 id: 8F

C69B

28-886C

-40D

7-8B

1D

-73E

A9137F

812 G

len.sw

inney

A3 A

1

B C D E F G H

2

3

4

5

Do not scale


Job Title

É Arup

Job No

Discipline

Scale at A3

Drawing No Issue

Drawing Status

Client

A3

A4

A5A6

A7

A8

A10

A11

C7C6C3C2C1A2 C4 C10

B3

B2

B5

B7

D3

C5

A2

D2

D4

D5

D1

B4a

B6a

B8

D6

B1

B9

A1

A1

A9

C8 C9

C10

400mm RC flat slab

NTS




Stability wall

Key



Stage C

P1P1

THAMES WATER TUNNEL

Centre of secant pile wallSee ARUP-S-SK-018



CAR STACKERVOID

550x800 Columnswithin car stackervoid

700x450dp Waling beam550x2250Buttress wall within car stackervoid

300thk Wallsaround sprinklertank

650x650Columns typ.




60 Sloane Avenue

60 SA Limited

13 Fitzroy Street

London W1T 4BQ

Tel +44(0)20 7636 1531 Fax +44(0)20 7580 3924

www.arup.com

C:\U

sers\glen.sw

inney\D

esktop\U

ntitled.dw

g 19 N

ov 2013 11:21:44 id: 8F

C69B

28-886C

-40D

7-8B

1D

-73E

A9137F

812 G

len.sw

inney

A3 A

1

B C D E F G H

2

3

4

5

Do not scale


Job Title

É Arup

Job No

Discipline

Scale at A3

Drawing No Issue

Drawing Status

Client

300mm RC Flat slab

NTS




Stability wall

Key



Stage C

P2P1

Thames Watertunnel below

Secant pilewall below

Existingfaçade piers

450thk Transfer wall aboveThames Water tunnel

450thk RCStability wall

450thk Transfer wall above car stacker

400x1400RC pierstyp. tosupportfacade

550x550typ.internalcolumn



Slab edge

450thk RCStability walltyp.

7650typ.

3825typ.

250thk walls tocar lift

26/02/16 NW NWNWP2


60 Sloane Avenue

60 SA Limited

13 Fitzroy Street

London W1T 4BQ

Tel +44(0)20 7636 1531 Fax +44(0)20 7580 3924

www.arup.com

C:\U

sers\glen.sw

inney\D

esktop\U

ntitled.dw

g 19 N

ov 2013 11:21:44 id: 8F

C69B

28-886C

-40D

7-8B

1D

-73E

A9137F

812 G

len.sw

inney

A3 A

1

B C D E F G H

2

3

4

5

Do not scale


Job Title

É Arup

Job No

Discipline

Scale at A3

Drawing No Issue

Drawing Status

Client

Column supported on existing tunnel pile cap

Two-way 250mm slab on beamson column grid- to allow for stairand services penetrations

Key

600x1500dpTransfer beamtyp

NTS

StructuralStructural PlanGround Floor



Stability wall

Key

Storey height wall

S-GA-0018/12/13 JB NW NW

Stage C

P2P1

250thk walls tocar lift


300thk RCStability walltyp. aboveground floor

300thk RCStability walltyp. aboveground floor


350x350typ. edgecolumn

Slab edge


7650typ.

3825typ.

26/02/16 NW NWNWP2


60 Sloane Avenue

60 SA Limited

13 Fitzroy Street

London W1T 4BQ

Tel +44(0)20 7636 1531 Fax +44(0)20 7580 3924

www.arup.com

C:\U

sers\glen.sw

inney\D

esktop\U

ntitled.dw

g 19 N

ov 2013 11:21:44 id: 8F

C69B

28-886C

-40D

7-8B

1D

-73E

A9137F

812 G

len.sw

inney

A3 A

1

B C D E F G H

2

3

4

5

Do not scale


Job Title

É Arup

Job No

Discipline

Scale at A3

Drawing No Issue

Drawing Status

Client

300mm RC Flat slab

300x800dp

upstand beam

300x800dp

spandrel

600x545dp

downstand

600x545dpdownstand

NTS

StructuralStructural PlanFirst Floor



Stability wall

Key


S-GA-0118/12/13 JB NW NW

Stage C

P2P1

Atrium facadesteel columns203UC113 typ.

300thk RCStability walltyp



22554600

7000

7450

4570

2200

300x800dpUpstand edgebeam typ.

Slab edge

600x1250dp

Atrium column transfer beam

600x1250dpAtrium column transfer beam


300x300typ. edgecolumn


300x800dpDownstandedge beamtyp.

7650typ.

3825typ.

P2 26/02/16 NW NWNW

5.6 substructure 5.6.2 5.6.1 introduction

Documents