2 Belgrave Road_Planning Construction Method Statement

Residential

Commercial

Retail

Conservation

Elite Designers Ltd, 3 Princeton Court, 55 Felsham Road, London SW15 1AZ Tel 020 8785 4499 Fax 020 8785 4999 E [email protected]

Project Number: 2019-354

Address: 2 Belgrave Road, Barnes, SW13 9NS

Client: Coffey Architects

Title: Planning Basement Construction Method Statement.

Date: 03rd December 2019.

Revision: 00

Prepared by: Structural Engineer (See end of report for details).

Prepared by: Bart Kopyto 03/12/2019

Checked by: John Fitzpatrick 03/12/2019

Structural Design Report 2019-354 2 Belgrave Road.

PREAMBLE:

This report has been prepared by Elite Designers on the instruction of the project architects, acting on behalf of the client and is for the sole

use and benefit of the client.

Elite Designers shall not be responsible for any use of the report or its content for any purpose than that it was prepared and provided. If the

client wishes to pass copies of the report to other parties, the whole of the report should be copied. No professional liability or warranty is

extended to other parties by Elite Designers as a result of permitting the report to be copied or by any other cause without the express written

agreement of Elite Designers.

TERMS OF REFERENCE:

We were appointed by the client to prepare a supporting Structural Design Statement in support of a planning application for the refurbishment

and sub-structure works at 2 Belgrave Road, London, SW13.

Table of Contents

1.0 ~ Introduction:................................................................................................................................................. 3

2.0~ Existing Structure: ......................................................................................................................................... 3

3.0 ~ Party wall: .................................................................................................................................................... 4

4.0 ~ General descriptions of works: ...................................................................................................................... 4

5.0 ~ Historic Background: ..................................................................................................................................... 4

6.0 ~ Ground Conditions / Geology: ....................................................................................................................... 4

6.1 Ground Bearing Pressure & Suitability: .................................................................................................................... 5

6.2 Slope Stability: .......................................................................................................................................................... 5

7.0 ~ Watercourses and Existing Trees: .................................................................................................................. 5

7.1 Ground Water ........................................................................................................................................................... 5

7.2 Watercourses: ........................................................................................................................................................... 5

7.3 Existing Trees: ........................................................................................................................................................... 6

7.4 Flooding: ................................................................................................................................................................... 6

8.0 ~ Description of Proposed Structure: ................................................................................................................ 6

9.0 ~ Construction Method: ................................................................................................................................... 6

9.1 Piling general concept: .............................................................................................................................................. 6

9.2 Piling step by step: .................................................................................................................................................... 7

9.3 Temporary Works: .................................................................................................................................................... 7

10.0 ~ Potential Ground Movements to Adjoining Properties: ................................................................................. 7

11.0 ~ Underground Structures & Existing services: ................................................................................................ 8

12.0 ~ Surface Water and Sewer Drainage ............................................................................................................. 8

12.1 SUDS: ....................................................................................................................................................................... 8

13.0 ~ Excavation of soil: ....................................................................................................................................... 8

14.0 ~ Waterproofing and Ground Water:.............................................................................................................. 8

15.0 ~ Considerate Contractors Scheme: ................................................................................................................ 9

16.0 ~ Dust:........................................................................................................................................................... 9

17.0 ~ Noise .......................................................................................................................................................... 9

18.0 ~ Vibration .................................................................................................................................................... 9

19.0 ~ Demolition, Recycling & Site Hoarding: .......................................................................................................10

20.0 ~ Conclusion: ................................................................................................................................................10

Appendix A: Drawings ..........................................................................................................................................11

Appendix B: Preliminary Calculations....................................................................................................................12

Appendix C: Geotechnical & Services ....................................................................................................................13

Appendix D: Damage category classification from CIRIA C580 ...............................................................................14

Appendix E: De-watering ......................................................................................................................................15


Construction Method Statement

1.0 ~ Introduction:

Elite Designers is a firm of Consulting Structural and Civil Engineers operating from offices in South West London. High

end residential refurbishments and developments of all scales have been central to the workload of the practice within

central London and the surrounding Greater London area. As a practice, we have produced many single and multilevel

basements designs to both new and existing buildings. Our general understanding of the development of London, its

geology and unique features together with direct experience on many sites puts us in a strong position to advise clients

on works to their buildings, and particularly the design and construction of their basement.

This report sets out the design philosophy for the proposed works to 2 Belgrave Road. It should be read in conjunction

with the detailed planning stage structural drawings and calculations attached in appendices which detail both the

temporary and permanent design stages of the subterranean development along with all other relevant consultant’s

reports submitted with the application. The aim of the method statement is to ensure safe and proper construction of the

proposed works and to ensure no adverse effects to the existing or neighbouring structures, while also addressing the

requirements of The London Borough of Richmond Upon Thames.

This Structural Engineers Construction Method Statement (CMS) is based on and takes account of all the reports and

drawings in the appendices, as well as the previously approved documentations and principles.

While considering the most appropriate method of retaining the soil around the basement levels in both the temporary &

permanent conditions, several potential methods were assessed. A feasibility study was undertaken to determine the

most appropriate construction method and to consider the worth of full demolition of the existing building. The first stage

of the feasibility was to assess the Architect’s proposal and to suggest alterations to the project where necessary from a

structural point of view to ensure long term stability of the building and minimise the requirements of temporary works

during construction. The study allowed for an appraisal of the different potential construction methods available. In this

study the merits and shortcomings of sheet piling, bored piling and traditional underpinning techniques were examined.

Having examined the results of this study, it was felt that at this stage the most appropriate solution would be for a piling

technique to be employed; in reality this will require the existing building to be demolished but given the current state of

the structure and the proposals this will be necessary anyway, this will be discussed further in detail in a separate report.

The construction sequence will deal with any issues of excavations under or adjacent to an existing property or road

while minimising the potential losses of usable floor area. Given the preference to minimise any inconvenience to

neighbouring properties and to maximise usable floor area of the proposed development, the piling option would lend

itself to fulfilling all the aforementioned, and the structural requirements of this development. For these reasons it was

decided to detail the proposed solution shown in the appendix A drawings.

Following this a series of calculations were carried out (a summary of which is attached in the appendices) to allow the

production of planning stage drawings. These were used to prepare preliminary budget costs to the project, to access

potential program savings, and are submitted as a viable engineering solution for planning; in addition they allowed the

party wall process to be commenced and will provide a solid base for engineering discussion should the project progress

to the detailed design stage.

The preliminary calculations carried out, a summary of which is attached in appendix B, ensure the overall structural

integrity of both the existing and neighboring structures is retained throughout development. The stability of the building

in all stages of construction and in the completed stage is provided for by careful sequencing of works to support the new

existing building above the proposed basement works.

Due to the nature and makeup of the existing underlying soil types, slope instabilities are not of concern and loading

patterns have been checked to ensure they will not occur . This is particularly evident with retaining piled solutions as

the size and speed of the excavations under the existing structure can be carefully controlled and monitored as necessary

to ensure no rotations of the wall segments, individually or as a group can occur. The proposed solution ensures no

instabilities are created or allowed to occur within the soil mass during both the construction process and in the permanent

state; therefore, any settlement to the surrounding area will be negligible. By following the step by step installation method

in Section 9, any adverse effects on neighbouring properties will be minimised/mitigated.

A party wall agreement is required, and this will detail the allowable construction tolerances and impacts on the

neighboring properties (currently there are no foreseen effects to the integrity of surrounding structures). A suitably

experienced surveyor will need to prepare a fair and impartial party wall agreement. This agreement will deal with the

right to execute the party wall works, the time and manner of executing any party wall work, and any other matter that

arises between the parties connected to the party wall works.

This method statement should only be used as a guide. Responsibility for site safety and the implementation of applicable

building practices and British Standards are the responsibility of the Main Contractor. This method statement is not

exhaustive and assumes the Main Contractor has the competence and relevant experience to undertake building works

of this nature.

2.0~ Existing Structure:

The existing property consists of a 2-Storey, three bedroom residence. It is a detached property that has neighboring

properties to the north and south. The front of the building is setback circa 6m from the footpath line, and there is a

substantial backyard area.

The property appears to have been constructed sometime around the late 1930’s although the exact age of

construction is unknown. The property is constructed of masonry walls with timber floors. The adjacent neighboring

properties are presumably of the similar age although vary in construction detail.


The local topography is reasonably flat; therefore, the site is unlikely to be surcharged during periods of heavy rainfall.

A more detailed discussion of flooding is assessed in separate document.

An inspection of the existing building was carried out to determine the condition of the existing structure and its ability to

deal with the proposed development. The existing structure is in a reasonable state of repair given its age however there

has been little maintenance carried out over the years and the building is starting to show signs of degradation there

were several cracks and its full condition is discussed in more detail in a separate document. The roof and floors appear

to be of a traditional timber construction. The floor and roof structures are supported on structural masonry walls with

commonly encountered corbel bases and strip footings that bears directly onto the soil foundation.

3.0 ~ Party wall:

The proposed works include the excavation of a new basement level within 6m of the adjacent property to the north and

south; therefore, full procedures under The Party Wall etc. Act 1996 will be required. The procedures should outline

allowable construction tolerances and impacts on the adjacent property. There are currently no foreseen effects on the

integrity of the adjacent property due to the works proposed in this report.

The structural scheme adopted has been designed with due regard to maintaining the structural stability and integrity of

neighbouring buildings & structures and surrounding land. The structural form of the basement and the method of

construction have been developed to ensure that lateral deflections, and associated ground movements, are kept within

acceptable limits during and post construction. An initial assessment of the predicted ground surface movements using

the approach set out in CIRIA C850 has indicated that the predicted category of damage to adjacent properties would

be category 0/1– very slight.

4.0 ~ General descriptions of works:

The proposal works involve the construction of a new basement around the footprint of the existing property, along with

extensive alteration to the structure above ground level.

The proposed building would use a combination of loadbearing masonry and structural steelwork at ground level to

open-up the living space. This will require the installation of steel moment frames to support the elements above and to

replicate the lateral stability that is currently being provided by the walls.

Access for materials and the removal of spoil will be via the front of the property. The exact method in which soil is to be

removed from the site will be detailed in the contractor’s management plan.

5.0 ~ Historic Background:

The site appears to have escaped bomb damage following a review of the WW2 bomb maps. A reproduced extract

maps shows a potential strike sites within 150m of the site, but given the evidence recorded during an inspection, no

impact is expected on the basement construction from these.

`

6.0 ~ Ground Conditions / Geology:

Local knowledge of the area backed up by the results of a detailed review of the British Geological survey suggest the

underlying soil to be a moderate thicknesses of made ground (1.8m) over sandy gravels (Kempton park gravels 4 to

5m in thickness) which over lies the London clay formations. The water table would appear around the formation level

of the basement and as such a dewatering method maybe required on the site, samples of previously used methods

are contained in the appendix and will require consultation with specialized subcontractors for design and installation.

Water monitoring should be carried out during the detailed design and throughout the construction process to establish

the exact water table levels at the time.

SITE

LOCATION

SITE

LOCATION


It appears from the site investigation that the amount of water moving through the excavation will be limited and that

minor water entries should be manageable by sump pumping with a suitable discharge location to ensure removed

water doesn’t interfere with the works. Pumped water would need to be treated with settlement tanks or other approved

measures to ensure the quality of local groundwater sources. A dewatering method may be required to keep the

excavations dry through the construction phase. This is discussed further in the appendix and specialised advice form

a specialised dewatering company will be sought to ensure both minimal fines are removed from the soil profile and

water quality is unaffected by the works.

As the formation level of the basement slab is likely to sit around the interface on the London Clay, care will need to be

taken to ensure the excavation head stays dry. As such, the head will be covered immediately following excavation with

a sacrificial concrete layer and external water sources (such as leaking supply pipes or irrigation systems) will be

minimized.

In line with design standards we need to allow for uplift within the design of the base floor slab. The uplift forces can be

easily counteracted by the self-weight of the basement structure itself and the use an anti-heave product such as

Cellcore.

Given the depths at which the water table appears to be, and the proposed depth to which it is planned to excavate for

constructing the basement, it is likely that the construction may project into the water level. However, given this minimal

intrusion during construction it is safe to conclude there should be no adverse effects by the development to the local

hydrology of the area.

A desk top investigation has been carried out to establish the positions of any underground utilities, main drainage or

infrastructure and ensure the basement works do not impact on these. The initial investigation will be backed up by a full

detailed site survey which positions the services. The contractor should carry out works under the assumption that there

may be additional unknown service locations and take all necessary precautions. It will be necessary to carry out some

works to the drainage locally within the curtilage of the development to allow for the new requirements on both surface

and foul water drainage of the new layouts but these will not impact in any way on the neighboring properties.

Given the depth to the underside of the proposed basement, and assuming the basement is constructed as per the

suggested methodology drawings, minimal temporary works should be required.

6.1 Ground Bearing Pressure & Suitability:

Gravels and the London Clay, which is commonly found throughout the borough, is generally suitable for a basement

construction of this type and provides an allowable bearing pressure of 150kN/m2 which has been assumed in the design

of the structure at this stage. We have constructed similar basements using the proposed constructed methodology in

close proximity to this site.

6.2 Slope Stability:

Generally, the site is on level ground and is not cut into the side of hills or valleys. Therefore, slope instability is not

considered to be a problem.

7.0 ~ Watercourses and Existing Trees:

7.1 Ground Water

The current site investigations suggest the ground water may interfere with the excavations proposed on site, but this

will be dealt with by use of standard dewatering techniques. It is recommended that further monitoring of the water

levels is continued to confirm the water level more accurately.

The local area is considered to be flat.

There are no ponds, streams, or other surface water features on or immediately adjacent to site.

The local area is predominantly residential properties intersected by highways. The current surface water flow regimes

can therefore be summarised as follows:

• Rain water falls onto hard standing surfaces and roofs with most discharging directly into the existing drainage

system and some being taken up in evaporation.

• Garden, permeable areas and green areas where present will absorb rainfall directly into the ground and

discharge back to the local ground water.

The proposals do not materially alter the existing surface water flow path.

Subterranean ground water flow paths are most likely to be in an approximate east to west direction with water gently

flowing along the top of the Clay to the river. The proposals would appear not to materially affect these potential flows,

with water simply flowing around the basement before continuing along its normal flow path.

7.2 Watercourses:

A desk top study and review of the “Lost Rivers of London” show there are no immediate underground rivers, however

there is the ‘Beverly Brook' located circa 1.2 miles away to the south and the Thames is in close proximity.

Neither of these is expected to influence the proposed basement works directly as the Thames in this area is controlled

by flood defenses.

The substratum is suspected River gravels over the Clay. These layers are permeable and some perched water could

be expected on site. Seasonal variations in the ground water are to be expected and the contractor will be required to

have considered suitable remediation measures during excavations and general basement works.


7.3 Existing Trees:

There are trees surrounding the existing and proposed development. A detailed arboricultural report will deal with the

impact on the tree; however, it is expected that construction will not significantly harm the roots as existing foundations

will have acted as a root barrier.

On the boundary line, there is a large tree but the existing foundations and boundary walls will have acted as a significant

barrier to root penetration into our site. Given our proposal is to excavate away from the location of these trees and that

it is highly unlikely that the roots from the existing tree will have migrated under the barriers, it is expected that construction

will not significantly harm any surrounding roots.

Never the less, further investigation will be carried out prior to construction to establish this and the contractor will provide

in his method statement measures to be taken to protect any adjacent shrubbery from both aerial and subterranean

damage. These measures will need to be approved and accepted by the neighbor during the party wall process.

The depth of influence in terms of soil shrinkage is not expected to be greater than 2.5m below ground and as the depth

of the proposed foundations is significantly beyond this; there is no risk of any shrubbery causing movements of the

foundation.

7.4 Flooding:

A review on the environment agency website has shown that the site is classed as flood zone 3, this is discussed in

further detail in a separate report. Due to the present hydrological status, we would not expect the proposal to have an

adverse effect on the ground water flow in the area.

8.0 ~ Description of Proposed Structure:

The proposal is to construct a basement below the existing property, in line with some of the walls above. A series of

steel frames and beams will be installed at ground floor level to replace a number load bearing masonry walls. . These

proposed works are outlined in the architect’s proposal.

The following gives a proposed overview of the installation sequence for the proposed development.

1. Demolition works as approved to be carried out.

2. The basement retaining wall piles can be installed in the standard hit and miss pattern in line with the structural

engineer’s drawings.

3. Once the piles have cured and temporary propping is in place, the main bulk excavation can take place in line

with traffic management plans. Complete the basement works, primarily base and top slab.

4. Install permanent foundations and steel frame supports beneath high level masonry walls as per structural

engineer’s drawings.

5. Construct superstructure.

Please note that all temporary works are the responsibility of the main contractor and a full package of works and

method statements will be required prior to works commencing.

See appendix A with planning stage drawings showing further details of the proposed structural solution.

It is recommended these works are carried out by a suitable experienced contractor familiar with this type of construction

and the techniques required to produce the desired end result.

9.0 ~ Construction Method:

In addition to the detailed description of the piling sequence given below, reference should be made to the

drawing attached in Appendix A which gives a visual representation of the proposed works.

9.1 Piling general concept:

The secant piling wall will be constructed with 350mm diameter concrete piles which need to be reinforced in the top

section to deal with the lateral loading stresses caused by the soil being retained. The piles will be constructed in total

within the curtilage of the existing property but will be close enough to the land of the neighboring properties to evoke the

requirements of the party wall regulations and will therefore require discussion and agreement with the adjoining owners.

The walls will be constructed to an approved sequence as shown on the drawings, the piles are drilled in a hit and miss

pattern to begin with (with the secondary pile places approximately 0.8 to 0.9 pile diameters apart), and the infill piles cut

into the piles cast in the first sequence in the normal manner for this type of construction. The walls will need to be back

propped by the floors during excavation of the central mass


9.2 Piling step by step:

i. Prior to bringing the piling rig on site, check with piling contractor the requirements of a working platform and

install to their design and specification if required.

ii. Mark out datum line to determine various surface heights.

iii. Mark out pile sequence locations as specified by engineer’s drawings.

iv. Following sequencing guidance from engineers drawings mark out proposed pile position with a pair of

reference markers at 1.0m from the pile pin, approximately 90 degrees apart.

v. Rig operator to set up over pile pin position and position auger relative to reference marks. Directed and

checked by banks man.

vi. The flap at the tip of the auger is closed and secured. Auger tip lowered to ground level and position

rechecked. Drilling to commence upon banks man approval.

vii. Concrete is prepared while piling gang grout up concrete pump, hoses and flight, concrete pump operator to

check concrete complies with design mix. Concrete held in agitator.

viii. Rig operator augers to required design depth. Reference markers are to be used to check pile position during

the first few meters of drilling.

ix. If obstruction encountered, engineer to be notified of pile number and depth. Move rig to next pile position

whilst obstruction removal is dealt with. Contractor to be advised of procedure should obstruction not be

removable. If necessary, pile bores to be backfilled and made safe. Open excavation to be protected when

open.

x. When design depth reached, the auger is to be kept rotating to allow all spoil in the bore to rise.

xi. Concrete can be pumped to rig while rig operator monitors instrumentation and adjusts auger rate of

withdrawal accordingly.

xii. Pressure, concrete flow and over-break to be monitored throughout operation.

xiii. During the withdrawal the rig operator is to activate the flight cleaner. If an automatic cleaner is not fitted to the

rig then the piling gang must clean the flight manually to prevent spoil /arising travelling above head height- this

will be controlled by the piling foreman who must ensure the auger is not rotating when it is manually cleaned.

xiv. When auger tip reaches platform level, concrete pumping is stopped.

xv. Attendant excavator as directed by the banks man clears spoil and concrete slurry from pile heap.

xvi. Piling operative cleans out pile head by hand. Reinforcement cage is lifted into position either by using service

winch on piling rig, attendant excavator or service crane with a short drop chain secured to lifting point on

dipping arm; cage to be pushed into pile.

xvii. Banks man to check position of the cage in the pile, centering where necessary. Reinforcement generally to be

installed flush with PPL. Anchor pile reinforcement or threaded bars that project above piling platform to have

protective caps.

xviii. Concrete testing cube samples to be taken as per engineering specification.

xix. Rig is moved onto next pile in the sequence and positioned as above, with piles installed as per point’s v to

xvii.

xx. Equipment to be cleaned and maintained as per normal methods.

xxi. This sequence of piling is to continue until all perimeter piles have been installed.

9.3 Temporary Works:

No Structural works will commence without a detailed temporary works design, and a drawing and calculation package

in place including all necessary method statements.

The attached structural drawings give proposed acceptable details for the excavations and a proposed sequence for

the works. By following this sequence, the extent of temporary supporting works can be minimised and stability of the

building above and adjacent building is maintained. The contractor is advised to have some sheeting available to deal

with any unexpected pockets of poor ground.

10.0 ~ Potential Ground Movements to Adjoining Properties:

Anticipated movements are expected to be minimal and suppressed by the stiffness of the above structure and those

adjoining. The stability of the existing building, and the adjoining building, has been carefully considered at this stage.

The proposed basement works should have a negligible effect on the stability of the above and surrounding structures.

The category of movement expected for this element of works would be a category 0-1 as per the building damage

classification table based on CIRIA C580 guidance (see appendix D).

The Contractor will be required to monitor ground movements during the works to check the validity of the ground

movement analysis and the performance of the temporary works and construction methods. A ‘traffic light’ system of

green, amber, red trigger values will be set with specific Contractor actions set against each trigger values.

Traffic

light

Trigger Value

(mm)

Contractor Action

Green <8 No action required.

Amber 8-12 Notify the CA and Party wall Surveyors. Increase frequency of monitoring. Implement

contingency measures if movement continues

Red >12 Notify the CA and the party wall surveyors. Implement measures to cease movement

and stop work.

A suitable experienced contractor familiar with propping techniques and sequential operations should be appointed. The

designer has considered the risk to the adjoining properties and the proposed foundation system offers an inherently

strong foundation to existing load bearing walls.

Monitoring of the surrounding building will be carried out during the works to assess possible movements, and the findings

will be reported to the adjoining surveyors periodically if necessary.


11.0 ~ Underground Structures & Existing services:

A desk top investigation has been carried out to establish the positions of any underground utilities, main drainage or

infrastructure to ensure no impact on these. Investigations show the positions of services; however, the contractor should

carry out works under the assumption that there may be additional unknown service locations, taking all necessary

precautions. It is the contractor’s responsibility to coordinate any alterations of these incoming services with the

appropriate service suppliers. All appropriate measures to be taken for any required alterations.

A survey has been carried out - drainage and all other services i.e. gas and electricity are common to the site address

only.

A preliminary search shows that the closest underground station to the development is Kew gardens; however, as the

distance is circa 1.5miles away, the proposed works will not have any influence on these structures. It is not necessary

to advise London underground asset protection department to check alignments and the proposed works will not affect

any existing tunnels or access shafts. No other underground structures, tunnels or vaults are expected near the

proposed works.

12.0 ~ Surface Water and Sewer Drainage

Where possible, the existing drainage and sewage connections will be maintained. It may be necessary to locally carry

out some works to the surface and foul water drainage within the curtilage of the development to suit the requirements

of the new basement and internal layout changes. These works will not impact in any way on the neighbouring properties.

A sustainable, environmentally friendly and responsible approach will be taken where possible in the design of the surface

water for the development.

To prevent the basement from flooding due to backflow from the mains networks, a ‘positively pumped device’ should be

installed in conjunction with an overhead pipe system.

The proposed works will not alter the current state of the property as it will remain as a single-family residence. Therefore,

the volume of both foul and surface water that is discharged into the mains sewers is not expected to be affected. A

detailed analysis at design stage will be carried out to ensure that existing discharge rates to the main sewers are not

increased beyond existing levels.

12.1 SUDS:

The NPPF states that developments should give “priority to the use of sustainable drainage systems”. SUDs are

designed to mimic natural drainage methods and reduce the burden on the sewer system following the Pitt review

(2008) which found that two thirds of flooded properties in June/July 2007 were as a result of surface water overloading

the sewer system.

The SUDs hierarchy offers techniques to reduce flood risk, pollution and increase biodiversity and sets out the most

sustainable methods which if not employed should be fully justified.

• Living Roofs will not be used on the project as there are no suitable roof slopes available to implement this.

The existing roofs are being maintained as previously.

• Basins and ponds will not be used on the project as the constraints on available floor space will not allow for it.

• Filter strips and swales will not be used on the project as the constraints on the available floor space will not

allow for it.

• Infiltration devices are not considered feasible as the basement is below the level of the water table and due to

the proximity of adjacent buildings there are no opportunities to use permeable surfaces on the project as there

is no paving on the site.

13.0 ~ Excavation of soil:

The soil will be excavated and removed using small excavators / conveyor belts up to ground level and transferred from

site as per a suitable traffic management plan. Public rights of way will be maintained where necessary and the footpaths

and street adjacent to the site will be cleaned each evening. The frequency of vehicle movements will be confirmed by

the chosen contractor and approved by the council before works commence.

14.0 ~ Waterproofing and Ground Water:

Concrete elements where practically possible will be design to BS8007 in minimise water ingress. In addition to this a

drainage system (cavity type or other) should be installed in accordance with BS8102 to provide a fully water proof

envelope in the event of any water ingress through the concrete.

A sump pump will be required to remove any water ingress through the concrete structure and this will need to be

designed by a specialist drainage engineer. A preliminary plan is shown in the appendix with outline drainage details.


15.0 ~ Considerate Contractors Scheme:

The Contractor will be required to demonstrate a positive attitude and commitment toward minimising environmental

disturbance to local residents and will be required to be registered to the Considerate Contractors Scheme and adhere

to the guidelines set out by the scheme and the Council’s Control of Pollution & Noise from Demolition and Construction

Sites Code of Practice.

The Underpinning Contractor is to be a registered member of the Association of Specialist Underpinning Contractors.

Impacts on the local amenity will be strictly controlled and managed by the Contractor.

Working hours will be restricted as required by the Local Authority.

The Contractor will be required to provide a Construction Management Plan prior to undertaking the works. The contents

of this plan must be agreed with the Local Authority and complied with unless otherwise agreed with the Council.

A letter drop shall be carried out by the contractor to all surrounding properties affected by the development. The letter

will advise residents of commencement and duration of the works along with contact details for the project.

Noise, dust and vibration will be controlled by employing Best Practicable Means (BPM) as prescribed in the following

legislative documents and the approved code of practice BS 5228:

• The Control of Pollution Act 1972

• The Health & Safety at Work Act 1974

• The Environmental Protection Act 1990

• Construction (Design and Management) Regulations 1994

• The Clean Air Act 1993

General measures to be adopted by the Contractor to reduce noise, dust and vibration include:

• Erection of site hoarding to act as minor acoustic screen.

• Use of super silenced plant where feasible.

• Use of well-maintained modern plant.

• Site operatives to be well trained to ensure that noise minimisation and BPM’s are implemented.

• Effective noise and vibration monitoring to be implemented.

• Reducing the need to adopt percussive and vibrating machinery.

• Vehicles not to be left idling.

• Vehicles to be washed and cleaned effectively before leaving site.

• All loads entering and leaving the site to be covered.

• Measures to be adopted to prevent site runoff of water or mud.

• Water to be used as a dust suppressant.

• Cutting equipment to use water as suppressant or suitable local exhaust ventilation system.

• Skips to be covered.

• Drop heights to be minimised during deconstruction.

• Use of agreed wet cleaning methods or mechanical road sweepers on all roads around site.

• Set up and monitor effective site monitoring of dust emissions.

• Working hours to be restricted as required by the Local Authority.

16.0 ~ Dust:

The BRE ‘Control of Dust from Construction and Demolition Activities’ 2003, London Councils/GLA Best Practice Guide

“Control of dust and emissions from construction and demolition” and Mayor of London’s SPG on ‘Control of Dust and

Emissions’ 2014, which gives best practice guidance on the control of dust and vehicle fumes will be implemented and

followed where possible.

Stock piles will be minimised and covered/damped down. A water supply/stand pipe will be available on site for dust

suppression purposes.

Vehicle movements: Any loads likely to produce dust shall be covered and a wheel wash facility will be provided, where

necessary, at the exit to the site to prevent tracking of material off site. The contractor will monitor the areas immediately

surrounding the site daily to ensure dust and dirt is minimised.

All personnel working in a dusty area shall, where necessary, wear a dust mask deemed suitable by the HSE (Health

and Safety Executive). General dust extraction will be used if required and local extraction used whilst wall chasing.

On completion of demolition and the heavy structural works, the contractor will get a window cleaning company to attend

all overlooking neighbouring properties if required.

17.0 ~ Noise

Under the Control of Pollution Act 1974, Part 3, Environmental Protection Act of 1990 and the Noise Regulation Act,

noise is a recognized form of pollution and as such can be classified as a nuisance.

The Control of Noise (Codes of Practice for Construction and Open Site) Order 1984 gives legal approval for BS 5228,

parts 1 & 2, 1984. This provides information on noise and noise control on Construction Sites. Every attempt shall be

made to control noise at source.

On site when construction works are in progress, everybody has a responsibility to see that the activities are carried out

in the quietest practicable manner. Where noisy activities are unavoidable, the disturbance shall be

minimised/attenuated by choice of technique, timing, shielding or protection as appropriate.

Where any person is liable to be exposed to noise levels greater than 80 dB (A), he/she shall be informed and provided

with suitable ear protection. The most likely protection, in ascending order of attenuation is ear plugs, ear muffs and

noise attenuation helmets. Noise will be kept to a minimum always and any further restrictions imposed under the terms

of the construction contract shall be strictly adhered to.

18.0 ~ Vibration

All works involving vibration shall be minimised, and where possible, eradicated by design and the use of controlled

mechanical equipment. The contractor shall install a monitoring system to surrounding areas to monitor vibration levels.


After discussion with the party wall surveyor and depending on the activities taking place on site throughout the job,

vibration limits should be set accordingly. An alarm should be activated if these limits are reached which will notify the

site immediately. Works should cease at this point and only restart only after measures have been implemented to reduce

the vibration to an acceptable level.

Any operation involving vibration will have a HAVS risk assessment and procedures put into place to minimize the effects

on personnel.

19.0 ~ Demolition, Recycling & Site Hoarding:

Contractors are to adopt the practices outlined within the ICE Demolition Protocol to mitigate the impact of the demolition

works.

Where practical, demolition material should be taken to recycling plants. Demolition work is to take place within the

hoarded confines of the site. Materials such as stock bricks, re-usable timbers; steel beams etc. are to be recycled where

possible.

The Contractor will be required to provide a Site Waste Management Plan describing how site waste is to be minimised

and dealt with. To minimise dust and dirt from demolition, it is recommended the following measures shall be

implemented:

• Any debris or dust/dirt falling onto the street and public highway will be cleared as it occurs by designated

cleaners and washed down fully every night.

• Demolished materials are to be removed to a skip placed in front of the site which will be emptied regularly as

required.

Building work which can be heard at the boundary of the site should not be carried out on Sundays or bank holidays. It

is suggested the contractor allow for this when programming the works. Council working hours and conditions of the

planning will be strictly adhered to by the contractor.

20.0 ~ Conclusion:

We do not anticipate any damage to the existing structure, adjoining structures or public road as a result of these works

if they are carried out in the approved manner described above by competent contractors. There should not be any

impact on the integrity of the adjoining structures. Due to the soil conditions and the suggested foundation solution; we

do not anticipate any significant settlement following the excavation.

There will be no slope stability issues because of the development as the ground is generally level across the site. The

proposed structure is basically a piled retaining wall solution; this form of construction will provide adequate support to

the existing structure and public road facilities, and we do not anticipate any adverse effects on the surrounding

properties. Excessive temporary works are not deemed necessary for the proposed basement excavation as the

structure has been developed to allow for all loading which may occur during both the construction phases and the

permanent load cases. A detailed description of the propping and full face support is given in section 9. The contractor

selected for the works should have suitable experience carrying out this type of underpinning works and will be

required to be a member of the considerate contractor scheme.

The existing drainage where possible will be retained and reused. The main connection to Thames water mains will

be retained and alterations will be required within the curtilage of the project only. In addition, employing SUDS

should ensure the current discharge rates are maintained and that the new basement structures are protected from

flooding.

There are several small trees surrounding the development but consideration of the protection of the root zone has been

undertaken and we consider that all these trees of worth will remain unaffected by the works.

It is my opinion that the proposed works can be carried out within a safe and cost effective manner by a suitable

contractor.

___________________________________

John Fitzpatrick B (Struct) Eng, CEng, M.I.E.I., M.I.C.E

Senior Chartered Structural Engineer

Elite Designers Ltd.


Appendix A: Drawings

C-01

150thk RC Lining wall

450thk RC SLAB

15

0th

k R

C L

in

in

g w

all

15

0th

k R

C L

in

in

g w

all

15

0th

k R

C L

in

in

g w

all

15

0th

k R

C L

in

in

g w

all

150thk RC Lining wall

Tension

piles

Concrete Pad Footing

For Column

PROPOSED BASEMENT PILE LAYOUT

SCALE 1:50

NOTE:

- Piles assumed 350Ø along perimeter of basement

- Tension piles to be confirmed by piling contractor

NOTE:


- Tension piles to be confirmed by piling contractor

C-01

C-01

C-01

C-01

C-01C-01

C-01

WATERPROOFING AND FINISHES

TO ARCHITECTS DETAILS

Finish to architects specification

RC

p

ile

s, d

es

ig

n b

y o

th

ers

200min


TO

B

E C

ON

FI

RM

ED

B

Y A

RC

HI

TE

CT

Se

e p

la

n

Lining wall constructed after beams have

been installed and excavation has taken place

Refer to ground floor

slab detail for layer build up

RC pile cap

design by others

Scale 1:20

TYPICAL PILE WALL SECTIONPZ

01

C

L

Ø

175150

Scale 1:20

PILING TOLERENCE ZONE DETAILPZ

01

Tolerance zone 150mm. Contractor to achieve

tolerance with assumed use of guide wall to

reduce positional tolerance to 25mm. Vertical

tolerance: 75mm over height of piles = 100mm in

total.

Pile center line

Contractor to account for infillbetween installed piles and liner wall

Reinforced piles by specialist

contractor

INSIDE OUTSIDE

Screed

Insulation

Reinforced concrete slab

Hardcore

Sand blining

dpm

Cordek

Delta membrane


Scale: 1:10

TYPICAL GROUND FLOOR SLAB DETAILSD

01

Se

e p

la

n

30

WATERPROOFING AND FINISHES

TO ARCHITECTS DETAILS

Scale: 1:10

TYPICAL SLAB DETAIL AGAINST PILEBF

01

RC

p

ile

s, d

es

ig

n b

y o

th

ers

3x2no. H16 bars chemically anchored to

each pile with HILTI RE-500 Chemical

adhesive with min 200mm embedment.

Installed to manufactures specification.




200min

RC pile cap

design by others

Scale: 1:10

TYPICAL PILE CAP DETAIL FOR STEEL BEAMPC

01

RC

p

ile

s, d

es

ig

n b

y o

th

ers

Service void

Steel beam

150



60

0

20

0

15

0th

k R

C L

in

in

g w

all

150

625

SECTION 1A-1A

SCALE 1:20

200mm thk concrete slab with

SMD TR80+1.2mm Metal decking

with 2 layers A252 mesh

NOTE:


Notes:

1. This drawing is to be read in conjunction with all relevant

architects, engineers & specialist sub-contractors drawings

and the specification.

2. Any discrepancies between the site conditions and these

drawings to be reported to Elite Designers. Dimensions

must not be scaled and should be checked on site.

3. All dimensions are in millimetres, levels are in metres a.o.d.

(above ordnance datum).

4. Foundations have been designed on a safe increase in

bearing pressure of 150kN/m² bearing 200mm into sandy

gravel strata.

5. All new steelwork to be grade S355 and be supplied to site

blast cleaned to Swedish standard SA2

1

2 painted with high

build zinc phosphate alkyd primer to 80 microns after

fabrication. Any mechanical damage to coating to be

touched up on site in accordance with the specification.

6. All new steel beams to have a minimum of 100mm bearing

either end.

7. Lengths of all members are to be verified on site by the

Contractor.

8. Catnic type lintels to have a minimum bearing of 150mm

either end.

9. All temporary works to ensure the structural stability of all

elements in the temporary state during construction are to

be the responsibility of the contractor.

10. Cover to reinforcement to be 25mm to all bars unless

noted otherwise.

11. Checking the location of the existing services in relation

to the elements of the new construction works is the

responsibility of the principal contractor. Any discrepancy

between the existing services and the new construction

works should be reported to Elite Designers before the

commencement of the works.

12. The principal contractor is to provide all necessary

flexible sleeves or lintels where drainage pipes pass

through walls or foundations.

13. The principal contractor is to ensure that at all times the

excavations shall remain free from standing water.

14. Movement joints to be positioned @ 6m c/c in blockwork

and @ 12m c/c in brickwork.

15. Movement joints to be 15mm hydrocell or similar joint

filler with a 15x15mm two part polysulphate sealant.

(colour and fire resistance of sealant to be advised by

architect).

16. All load bearing blockwork below DPC to be 7N/mm²

dense concrete block.

17. Provide Ancon ST1 wall ties in accordance with DD140

@ 450 c/c vertically and @ 900 c/c horizontally, staggered

u.n.o.

18. All bolts to be Grade 8.8 M20 unless noted otherwise.

19. All insulation details have been produced to comply

with relevant regulations where possible. However, the

responsibility for checking the compliance and

execution of insulation details lies with the main

contractor.

20. Floor joists spanning in excess of 2.5m should be

strutted by one or more rows of solid or herringbone

strutting as follows:

Joists <2.5m - None required

Joists 2.5 - 4.5m - One row required

Joists >4.5m - Two rows required

21. All beam end reactions shown are unfactored unless

noted otherwise.

Drg. No.

Approved

Scales (A1)

Ch'd(Eng.)

Drawn

Project

Title

DescriptionDateRev.

Rev.

appby ch'd

Elite Designers Structural Engineers

12 Princeton Court

53-55 Felsham Road

Putney

London SW15 1AZ

+44 (0)20 8785 4499

elitedesigners.co.uk


12 Princeton Court

53-55 Felsham Road

Putney

London SW15 1AZ

+44 (0)20 8785 4499


C/A

A 04/12/19 ISSUED FOR INFORMATION BK JGF JGF

FOR INFORMATION

00 1 2

2 Belgrave Road

London

SW13

PROPOSED BASEMENT UNDERPIN LAYOUT

PROPOSED BASEMENT LAYOUT

Coffey Architects

AS SHOWN

BK 04/12/2019

JGF

04/12/2019

JGF 04/12/2019

2017-293- 01 A

Piling rig is positioned

correctly and the pile is

excavated to full depth. Care to

be taken to ensure pile is

positioned correctly and

plumbness of pile is maintained

during the excavation process.

S-90

223,042

706,185

8°

S-90

223,042

706,185

8°

Concrete grout is pumped in

the excavation through the

flight as the auger is with

drawn. Once filled to formation

level, reinforcing steel cage if

required to be pushed into pile

once poured using either the

service winch or a service

crane.

Steelwork which will support

ground floor metal deck is

installed to prop piles at this

level.

Central mass is excavated

using mechanical excavator.

spoil to be removed using

conveyor belt system. Care to

be taken to excavate to the

formation level of the

intermediate floor only.

Base floor slab is cast with

sacrificial under slab to

prevent scour damage from

de-watering process.

Notes:











gravel strata.



1

2 painted with high





either end.


Contractor.


either end.





noted otherwise.

















architect).





u.n.o.






contractor.








noted otherwise.

Drg. No.

Approved

Scales (A1)

Ch'd(Eng.)

Drawn

Project

Title

DescriptionDateRev.

Rev.

appby ch'd


12 Princeton Court

53-55 Felsham Road

Putney

London SW15 1AZ

+44 (0)20 8785 4499



12 Princeton Court

53-55 Felsham Road

Putney

London SW15 1AZ

+44 (0)20 8785 4499


C/A

FOR INFORMATION

00 1 2


2 Belgrave Road

London

SW13

PILE EXCAVATION SEQUENCE

Coffey Architects

AS SHOWN

BK 04/12/2019

JGF

04/12/2019

JGF 04/12/2019

2017-293- 02 A

UC

B

M

Front lightwell Front lightwell

UC BM UC BM

UC

B

M

UC BM

UC BM

UC

B

M

UC BM

U

C

B

M

UC

B

M

C-01

C-01

C-01

C-01

C-01

C-01

C-01

PROPOSED BASEMENT LAYOUT

SCALE 1:50 (ELEMENTS ABOVE)

200mm thk concrete slab with

SMD TR80+1.2mm Metal decking

with 2 layers A252 mesh

C-01

600mm min 400dp

Mass Concrete

Strip Foundation

U

C

B

M

U

C

B

M

U

C

B

M

UC

B

M

U

C

B

M

UC

B

M

UC BM

C-01

Front lightwell

U

C

B

M

U

C

B

M

NOTE:

- Floor Joists

- 200x50 C24 @ 400c/c

- Double up timbers around openings

PROPOSED GROUND FLOOR LAYOUT

SCALE 1:50 (ELEMENTS ABOVE)

C-01

UC

B

M

U

C

B

M

U

C

B

M

C-01

C-01

C-01

C-01

C-01

UC BM

U

C

B

M

UC BM

C-01

UC BM

UC

B

M

C-01

C-01

C-01

UC BM

UC BM

UC BM

UC

B

M

UC

B

M

UC BM

C-01

UC

B

M

UC

B

M

UC

B

M

UC

B

M

UC

B

M

C-01

UC

B

M

U

C

B

M

C-01

Notes:











gravel strata.



1

2 painted with high





either end.


Contractor.


either end.





noted otherwise.

















architect).





u.n.o.






contractor.








noted otherwise.

Drg. No.

Approved

Scales (A1)

Ch'd(Eng.)

Drawn

Project

Title

DescriptionDateRev.

Rev.

appby ch'd


12 Princeton Court

53-55 Felsham Road

Putney

London SW15 1AZ

+44 (0)20 8785 4499



12 Princeton Court

53-55 Felsham Road

Putney

London SW15 1AZ

+44 (0)20 8785 4499


C/A

FOR INFORMATION

00 1 2


2 Belgrave Road

London

SW13

PROPOSED BASEMENT & GROUND FLOOR LAYOUT

Coffey Architects

AS SHOWN

BK 04/12/2019

JGF

04/12/2019

JGF 04/12/2019

2017-293- 03 A

UC BM

UC BM

FIRST FLOOR LAYOUT

SCALE 1:50 (Elements above)

NOTE:

- Floor Joists

- 200x50 C24 @ 400c/c


UC BM

UC BM

UC

B

M

UC

B

M

C-01

C-01

UC BM

C-01

UC

B

M

UC

B

M

UC

B

M

C-01 C-01

SECOND FLOOR LAYOUT

SCALE 1:50 (Elements above)

NOTE:

- Roof Joists

- 200x50 C24 @ 400c/c


UC BM

UC BM

Notes:











gravel strata.



1

2 painted with high





either end.


Contractor.


either end.





noted otherwise.

















architect).





u.n.o.






contractor.








noted otherwise.

Drg. No.

Approved

Scales (A1)

Ch'd(Eng.)

Drawn

Project

Title

DescriptionDateRev.

Rev.

appby ch'd


12 Princeton Court

53-55 Felsham Road

Putney

London SW15 1AZ

+44 (0)20 8785 4499



12 Princeton Court

53-55 Felsham Road

Putney

London SW15 1AZ

+44 (0)20 8785 4499


C/A

FOR INFORMATION

00 1 2


2 Belgrave Road

London

SW13

PROPOSED 1ST & 2ND FLOOR LAYOUT

Coffey Architects

AS SHOWN

BK 04/12/2019

JGF

04/12/2019

JGF 04/12/2019

2017-293- 04 A

Timber joists notched

to fit into beam

Finishes to Architects

Spec

Scale: 1:10

TYPICAL TIMBER TO STEEL DETAILFR

01

Plasterboard

UC Beam

Timber noggin fixed to steel beam web with

4 No. 5.5 self tapping screws with

M6 large flat washer (alternate noggins)

Steel joist hanger

Simpson Strong-Tie JHS270

or similar approved

Plasterboard

UC Beam

Timber packers bolted to beam

with M12 coach bolts @400mm c/c.

OR

Timber packers bolted to

beam with M12 coach

bolts centers to match joist

spacing

New Joists

See Plan for size

(Or Existing)

Joist

New Joists

See Plan for size

(or existing)

Finishes to Architects

Spec

Wire nails

SECTION

UC bottom flange

UC web

JoistJoist

JoistJoist

Joist Joist

Joist

UC web

UC

B

ea

m

UC bottom flange

Packers ommited

for clarity

SECTION

UC

B

ea

m

Joist Hanger

Wall plate bolted to wall

with M12 Hilti Hit HY 70

bolts @ 400c/c

Timber Joists

Scale: 1:10

TYPICAL TIMBER JOIST SUPPORT DETAILTJ

03

Scale: 1:10

TYPICAL DOUBLE JOIST DETAILTJ

01

M12 Coach bolts

@500 c/c

63Ø Double Sided

Tooth Plate Connector

Scale: 1:10

TYPICAL JOIST STRAPPING DETAILFS

01

Timber Joist

150mm X 50mm noggins

at strap positions

Wall plate bolted to wall

with M12 Hilti Hit HY 70 bolts

@500c/c

Packing between wall and joist

Ne

w / E

xis

tin

g W

all

Scale: 1:10

TYPICAL TRIPLE JOIST DETAILTJ

02

M12 Coach bolts

@500 c/c

63Ø Double Sided

Tooth Plate Connector

Ne

w / E

xis

tin

g W

all

Scale: 1:10

TYPICAL COLUMN FIXING DETAIL TO STRUCTURECF

01

UC

16Ø Hole drilled through flange

@ 500c/c staggered for M12 chemical

anchor

50

05

00

Building substrate

(Brick, concrete, block)

ELEVATION

Dry packing (0-25mm typical)

14Ø Hole for M12 chemical anchor

suitable for substrata refer to

manufacture for min embedment

depth

16Ø Hole drilled through

flange @ 500c/c staggered

PLAN

20

min

Note:

If column to be tilted in tanked zone

i.e basement refer to waterproofing

detail prior to fixing

UC

250

UC BEAM

3535

15

250

35 35

35

SH

S

Scale: 1:10

CONNECTION DETAILSC

03

SHS

250 wide plate 15mm thick

2x2 M20 bolts

15mm Thick plate

PLAN VIEW

M20 bolts

Notes:











gravel strata.



1

2 painted with high





either end.


Contractor.


either end.





noted otherwise.

















architect).





u.n.o.






contractor.








noted otherwise.

Drg. No.

Approved

Scales (A1)

Ch'd(Eng.)

Drawn

Project

Title

DescriptionDateRev.

Rev.

appby ch'd


12 Princeton Court

53-55 Felsham Road

Putney

London SW15 1AZ

+44 (0)20 8785 4499



12 Princeton Court

53-55 Felsham Road

Putney

London SW15 1AZ

+44 (0)20 8785 4499


C/A

FOR INFORMATION

00 1 2


2 Belgrave Road

London

SW13

PROPOSED STRUCTURAL DETAILS

Coffey Architects

AS SHOWN

BK 04/12/2019

JGF

04/12/2019

JGF 04/12/2019

2017-293- 05 A

Structural Design Report 2019-354 2 Belgrave Road. Page 12

Appendix B: Preliminary Calculations

Elite Designers

Structural Design Criteria Page 1 of 5

Project Description

Elite designers were engaged to consult on obtaining planning permission for the development. 2.0 Design Standards

The following are the principal standards used in the design:

BS6399: Part 1:1996 British Standards: Loading for buildings. Part 1: Code of Practice for dead and imposed loads.

BS En 1991-1 Euro code 1. Code of Practice for wind loads

BS6399: Part 3:1988 British Standard: Loading for Buildings (amended May 1997). Part 3: Code of Practice for imposed roof loads.

BS En 1992 -1 Euro code 2 Code of Practice for design and construction of concrete structures.

BS En 1993 -1 Euro code 3 Structural use of steelwork in building.

BS8004:1986 British Standard: Code of practice for foundations.

3.0 Materials

3.1 Concrete

Normal weight concrete to BS 8500.

Assumed concrete grades and cover to reinforcement in given locations are as follows:

Concrete Grade Location Cover

C40 Foundations 50mm for formed sides 75mm for cast against ground

C35 Internal areas 35mm (typical)

Concrete Properties: Density: 24 kN/m3 (normal-weight concrete) Young’s Modulus (short-term): Ec = 27,000 N/mm2 for Grade C35 Poisson’s Ratio: = 0.15 Coefficient of thermal expansion: = 10 x 10 –6/C Long term elastic modulus Eclong term = 13,500 N/mm2 for Grade C35

3.2 Reinforcement

Deformed reinforcing bars: BS 4449, Grade 460 (fy = 460 N/mm2).

Steel fabric: BS 4483 (minimum fy = 460 N/mm2).

3.3 Structural Steelwork

Hot-rolled sections, bars and plates: BS EN 10025, Grades S275 and S355.

Elite Designers


Steel

Designation

Minimum yield strength (N/mm2) by nominal thickness Minimum tensile

strength (N/mm2)

t<16 >16

<40

>40

<63

>63

<80

>80

<100

>100

<150

t<100

>100

<150

S275 275 265 255 245 235 225 410 400

S355 355 345 335 325 315 295 490 470

Steel hollow sections: BS EN 10210, Grade S355 (and Grade S275). Steel shapes shall be selected from BS 4 and BS EN 10210. Angle shapes shall be selected from BS4848. Steel properties:

Density: 78 kN/m3 Young’s Modulus (short-term): E = 205,000 N/mm2 Poisson’s Ratio: � = 0.30 Coefficient of thermal expansion: = 11.7 x 10 –6/C

3.4 Bolts

HSFG bolts: BS 4395. Preferred sizes are 20 and 24.

Bearing bolts: BS3692, Grade 8.8. Preferred sizes are 20 and 24.

3.5 Welding

For S275 steel: Grade E43 to BS639. For S355 steel: Grade E51 to BS639.

4.0 Gravity Loads

4.1 Material Self-Weight

Dead loads have been calculated using the following material densities:

Concrete (normal weight) 24 kN/m3 Steel 77 kN/m3 Concrete block work walls 20 kN/m3 Concrete fill (normal weight) 24 kN/m3

Dead loads are to be calculated from detail information of floor and roof build ups as shown in detailed drawings.

Elite Designers


4.2 Live Loads – General

Live loads assumed for each occupancy are as follows: Uniform *Concentrated Load (kN/m2) Load (kN) Roof (with access) 1.5 1.8 Roof (without access) 0.6 0.9

Offices 2.5 2.7 Restaurants, Bars and Lounges 5.0 3.6 Reception Areas 5.0 3.6

Changing Rooms and Toilets 2.0 1.8 Corridors & stairs 4.0 4.5

Plant rooms 7.5 NR 4.5 Car Parks 2.5 9.0 Mezzaine storage 2.4Kn per metre height of

storage * Concentrated loads shall act over an area 50mm x 50mm unless otherwise noted. “NR” denotes uniform loads that are non-reducible. Other live loads may be reduced in accordance with codes.

5.0 Wind Load Criteria

5.1 Basic Wind Speed

According to the wind speed map for Great Britain and Ireland the basic wind speed at the site is 21 m/s. 5.2 Wind Speed

The site wind speed is determined from the basic wind speed taking into consideration the influence of the site altitude, direction, seasonal changes in climate and a probability factor.

Altitude factor, Sa = 1 + 0.001 ΔS = 1 + 0.001 x m = 1.02

Direction factor, Sd = 1.0

Seasonal factor Ss: as the building is considered to be exposed to wind for a period greater than 6

months, no reduction applies. Ss = 1.0.

Probability factor Sp: the standard probability of exceeding the basic wind speed is used. Sp = 1.0.

Site wind speed, Vs = Vb x Sa x Sd x Ss x Sp = 21.42 = m/s

5.3 Effective Wind Speed

The effective wind speed takes into account the effective height of the building (effect of neighbouring

buildings), the closest distance to the sea and the location of the site (town or country).

Effective height He: conservatively take He = Hr = 20 m.

Closest distance to sea: 30km

Town/Country: the building site is located within town.

Elite Designers


Terrain and building factor Sb = 1.96

Effective wind speed Ve = Vs x Sb = 41.98

Dynamic Pressure, qs = 0.613 x Ve2 = 1.1 kN/m2

Further reduction in the wind loading may be achieved through more accurate means of wind loading. 6.0 Foundation Design Refer to soil investigation report for further detail of ground properties.

Allowable bearing capacity = 150 kN/m2 Density, = 20 kN/m3 Angle of internal friction,’ = 30

Groundwater was found to be generally up to 1.8m OD MH but for design purposes the ground water will be taken to be at 1m OD MH. 7.0 Performance Design Criteria

7.1 Beam and Slab Deflections Slabs and beams have typically been designed to the span/effective depth limits stated in BS En1992. Per BS En 1992, these span/effective depth limits “are based on limiting the total deflection to span/250 and this should normally ensure that the part of the deflection occurring after construction of finishes and partitions will be limited to span/500. 7.2 Building Sway

The building sway (measured at the highest occupied level, relative to foundation level) is limited to: H/500 for wind loading (for 50 year return period) 7.3 Interstory Drift

For concrete structures subject to wind loads, the interstorey drift (racking component) is limited to:

H/500 (H = storey height).

For steel structures subject to wind loads, the interstorey drift is limited to the following:

H/500 for sway frames

H/300 for other systems

7.4 Floor Vibration

The natural frequency of long span floor beams shall not be less than 4 Hz.

Elite Designers


8.0 Load Combinations

The ultimate limit state load combinations for concrete and steel are as follows:

Load Combination

Load type

Dead Imposed Earth &

water

pressure

Wind

Adverse

Beneficial

Advers

e

Beneficial

1. Dead and

imposed (and earth

and water pressure)

1.4 1.0 1.6 0 1.4 -

2. Dead and wind

(and earth and

water pressure)

1.4 1.0 - - 1.4 1.4

3. Dead and wind

and imposed (and

earth and water

pressure)

1.2 1.2 1.2 1.2 1.2 1.2

*4. Dead and

seismic (and earth

and water

pressure).

1.4 1.0 - - 1.4 -

*5. Dead and

seismic and

imposed (and earth

and water pressure)

1.2 1.2 1.2 1.2 1.2 -

3 Princeton Court

53-55 Felsham Road

Putney

London SW15 1AZ

Project

2 Belgrave Road

Job no.

2019-354

Calcs for

Preliminary padfooting analysis

Start page no./Revision

1

Calcs by

BK

Calcs date

03/12/2019

Checked by

JGF

Checked date

03/12/2019

Approved by

NJR

Approved date

03/12/2019

PAD FOOTING ANALYSIS AND DESIGN (BS8110-1:1997)

TEDDS calculation version 2.0.07

1800

18

00

75

07

50

750 750

Pad footing details

Length of pad footing; L = 1800 mm

Width of pad footing; B = 1800 mm

Area of pad footing; A = L × B = 3.240 m2

Depth of pad footing; h = 400 mm

Depth of soil over pad footing; hsoil = 200 mm

Density of concrete; ρconc = 23.6 kN/m3

Column details

Column base length; lA = 300 mm

Column base width; bA = 300 mm

Column eccentricity in x; ePxA = 0 mm

Column eccentricity in y; ePyA = 0 mm

Soil details

Density of soil; ρsoil = 20.0 kN/m3

Design shear strength; φ’ = 25.0 deg

Design base friction; δ = 19.3 deg

Allowable bearing pressure; Pbearing = 150 kN/m2

Axial loading on column

Dead axial load on column; PGA = 275.0 kN

Imposed axial load on column; PQA = 65.0 kN

Wind axial load on column; PWA = 0.0 kN

Total axial load on column; PA = 340.0 kN

Foundation loads

Dead surcharge load; FGsur = 5.000 kN/m2

Imposed surcharge load; FQsur = 0.000 kN/m2

3 Princeton Court

53-55 Felsham Road

Putney

London SW15 1AZ

Project

2 Belgrave Road

Job no.

2019-354

Calcs for



2

Calcs by

BK

Calcs date

03/12/2019

Checked by

JGF

Checked date

03/12/2019

Approved by

NJR

Approved date

03/12/2019

Pad footing self weight; Fswt = h × ρconc = 9.440 kN/m2

Soil self weight; Fsoil = hsoil × ρsoil = 4.000 kN/m2

Total foundation load; F = A × (FGsur + FQsur + Fswt + Fsoil) = 59.7 kN

Calculate pad base reaction

Total base reaction; T = F + PA = 399.7 kN

Eccentricity of base reaction in x; eTx = (PA × ePxA + MxA + HxA × h) / T = 0 mm

Eccentricity of base reaction in y; eTy = (PA × ePyA + MyA + HyA × h) / T = 0 mm

Check pad base reaction eccentricity

abs(eTx) / L + abs(eTy) / B = 0.000

Base reaction acts within middle third of base

Calculate pad base pressures

q1 = T / A - 6 × T × eTx / (L × A) - 6 × T × eTy / (B × A) = 123.378 kN/m2

q2 = T / A - 6 × T × eTx / (L × A) + 6 × T × eTy / (B × A) = 123.378 kN/m2

q3 = T / A + 6 × T × eTx / (L × A) - 6 × T × eTy / (B × A) = 123.378 kN/m2

q4 = T / A + 6 × T × eTx / (L × A) + 6 × T × eTy / (B × A) = 123.378 kN/m2

Minimum base pressure; qmin = min(q1, q2, q3, q4) = 123.378 kN/m2

Maximum base pressure; qmax = max(q1, q2, q3, q4) = 123.378 kN/m2

PASS - Maximum base pressure is less than allowable bearing pressure

123.4 kN/m

123.4 kN/m

123.4 kN/m

123.4 kN/m

2

2

2

2

Partial safety factors for loads

Partial safety factor for dead loads; γfG = 1.40

Partial safety factor for imposed loads; γfQ = 1.60

Partial safety factor for wind loads; γfW = 0.00

Ultimate axial loading on column

Ultimate axial load on column; PuA = PGA × γfG + PQA × γfQ + PWA × γfW = 489.0 kN

3 Princeton Court

53-55 Felsham Road

Putney

London SW15 1AZ

Project

2 Belgrave Road

Job no.

2019-354

Calcs for



3

Calcs by

BK

Calcs date

03/12/2019

Checked by

JGF

Checked date

03/12/2019

Approved by

NJR

Approved date

03/12/2019

Ultimate foundation loads

Ultimate foundation load; Fu = A × [(FGsur + Fswt + Fsoil) × γfG + FQsur × γfQ] = 83.6 kN

Ultimate horizontal loading on column

Ultimate horizontal load in x direction; HxuA = HGxA × γfG + HQxA × γfQ + HWxA × γfW = 0.0 kN

Ultimate horizontal load in y direction; HyuA = HGyA × γfG + HQyA × γfQ + HWyA × γfW = 0.0 kN

Ultimate moment on column

Ultimate moment on column in x direction; MxuA = MGxA × γfG + MQxA × γfQ + MWxA × γfW = 0.000 kNm

Ultimate moment on column in y direction; MyuA = MGyA × γfG + MQyA × γfQ + MWyA × γfW = 0.000 kNm

Calculate ultimate pad base reaction

Ultimate base reaction; Tu = Fu + PuA = 572.6 kN

Eccentricity of ultimate base reaction in x; eTxu = (PuA × ePxA + MxuA + HxuA × h) / Tu = 0 mm

Eccentricity of ultimate base reaction in y; eTyu = (PuA × ePyA + MyuA + HyuA × h) / Tu = 0 mm

Calculate ultimate pad base pressures

q1u = Tu/A - 6×Tu×eTxu/(L×A) - 6×Tu×eTyu/(B×A) = 176.742 kN/m2

q2u = Tu/A - 6×Tu×eTxu/(L×A) + 6×Tu× eTyu/(B×A) = 176.742 kN/m2

q3u = Tu/A + 6×Tu×eTxu/(L×A) - 6×Tu×eTyu/(B×A) = 176.742 kN/m2

q4u = Tu/A + 6×Tu×eTxu/(L×A) + 6×Tu×eTyu/(B×A) = 176.742 kN/m2

Minimum ultimate base pressure; qminu = min(q1u, q2u, q3u, q4u) = 176.742 kN/m2

Maximum ultimate base pressure; qmaxu = max(q1u, q2u, q3u, q4u) = 176.742 kN/m2

Calculate rate of change of base pressure in x direction

Left hand base reaction; fuL = (q1u + q2u) × B / 2 = 318.135 kN/m

Right hand base reaction; fuR = (q3u + q4u) × B / 2 = 318.135 kN/m

Length of base reaction; Lx = L = 1800 mm

Rate of change of base pressure; Cx = (fuR - fuL) / Lx = 0.000 kN/m/m

Calculate pad lengths in x direction

Left hand length; LL = L / 2 + ePxA = 900 mm

Right hand length; LR = L / 2 - ePxA = 900 mm

Calculate ultimate moments in x direction

Ultimate moment in x direction; Mx = fuL × LL2 / 2 + Cx × LL

3 / 6 - Fu × LL2 / (2 × L) = 110.025 kNm

Calculate rate of change of base pressure in y direction

Top edge base reaction; fuT = (q2u + q4u) × L / 2 = 318.135 kN/m

Bottom edge base reaction; fuB = (q1u + q3u) × L / 2 = 318.135 kN/m

Length of base reaction; Ly = B = 1800 mm

Rate of change of base pressure; Cy = (fuB - fuT) / Ly = 0.000 kN/m/m

Calculate pad lengths in y direction

Top length; LT = B / 2 - ePyA = 900 mm

Bottom length; LB = B / 2 + ePyA = 900 mm

Calculate ultimate moments in y direction

Ultimate moment in y direction; My = fuT × LT2 / 2 + Cy × LT

3 / 6 - Fu × LT2 / (2 × B) = 110.025 kNm

Material details

Characteristic strength of concrete; fcu = 30 N/mm2

Characteristic strength of reinforcement; fy = 500 N/mm2

Characteristic strength of shear reinforcement; fyv = 500 N/mm2

3 Princeton Court

53-55 Felsham Road

Putney

London SW15 1AZ

Project

2 Belgrave Road

Job no.

2019-354

Calcs for



4

Calcs by

BK

Calcs date

03/12/2019

Checked by

JGF

Checked date

03/12/2019

Approved by

NJR

Approved date

03/12/2019

Nominal cover to reinforcement; cnom = 30 mm

Moment design in x direction

Diameter of tension reinforcement; φxB = 12 mm

Depth of tension reinforcement; dx = h - cnom - φxB / 2 = 364 mm

Design formula for rectangular beams (cl 3.4.4.4)

Kx = Mx / (B × dx2 × fcu) = 0.015

Kx’ = 0.156

Kx < Kx' compression reinforcement is not required

Lever arm; zx = dx × min([0.5 + √(0.25 - Kx / 0.9)], 0.95) = 346 mm

Area of tension reinforcement required; As_x_req = Mx / (0.87 × fy × zx) = 731 mm2

Minimum area of tension reinforcement; As_x_min = 0.0013 × B × h = 936 mm2

Tension reinforcement provided; 9 No. 12 dia. bars bottom (225 centres)

Area of tension reinforcement provided; As_xB_prov = NxB × π × φxB2 / 4 = 1018 mm2

PASS - Tension reinforcement provided exceeds tension reinforcement required

Moment design in y direction

Diameter of tension reinforcement; φyB = 12 mm

Depth of tension reinforcement; dy = h - cnom - φxB - φyB / 2 = 352 mm

Design formula for rectangular beams (cl 3.4.4.4)

Ky = My / (L × dy2 × fcu) = 0.016

Ky’ = 0.156

Ky < Ky' compression reinforcement is not required

Lever arm; zy = dy × min([0.5 + √(0.25 - Ky / 0.9)], 0.95) = 334 mm

Area of tension reinforcement required; As_y_req = My / (0.87 × fy × zy) = 756 mm2

Minimum area of tension reinforcement; As_y_min = 0.0013 × L × h = 936 mm2

Tension reinforcement provided; 9 No. 12 dia. bars bottom (225 centres)

Area of tension reinforcement provided; As_yB_prov = NyB × π × φyB2 / 4 = 1018 mm2

PASS - Tension reinforcement provided exceeds tension reinforcement required

Calculate ultimate shear force at d from top face of column

Ultimate pressure for shear; qsu = (q1u - Cy × (B / 2 + ePyA + bA / 2 + dy) / L + q4u) / 2

qsu = 176.742 kN/m2

Area loaded for shear; As = L × (B / 2 - ePyA - bA / 2 - dy) = 0.716 m2

Ultimate shear force; Vsu = As × (qsu - Fu / A) = 108.123 kN

Shear stresses at d from top face of column (cl 3.5.5.2)

Design shear stress; vsu = Vsu / (L × dy) = 0.171 N/mm2

From BS 8110:Part 1:1997 - Table 3.8

Design concrete shear stress; vc = 0.79 N/mm2 × min(3, [100 × As_yB_prov / (L × dy)]1/3) × max((400 mm

/ dy)1/4, 0.67) × (min(fcu / 1 N/mm2, 40) / 25)1/3 / 1.25 = 0.377 N/mm2

Allowable design shear stress; vmax = min(0.8 N/mm2 × √(fcu / 1 N/mm2), 5 N/mm2) = 4.382 N/mm2

PASS - vsu < vc - No shear reinforcement required

Calculate ultimate punching shear force at face of column

Ultimate pressure for punching shear; qpuA = q1u+[(L/2+ePxA-lA/2)+(lA)/2]×Cx/B-[(B/2+ePyA-bA/2)+(bA)/2]×Cy/L =

176.742 kN/m2

Average effective depth of reinforcement; d = (dx + dy) / 2 = 358 mm

Area loaded for punching shear at column; ApA = (lA)×(bA) = 0.090 m2

3 Princeton Court

53-55 Felsham Road

Putney

London SW15 1AZ

Project

2 Belgrave Road

Job no.

2019-354

Calcs for



5

Calcs by

BK

Calcs date

03/12/2019

Checked by

JGF

Checked date

03/12/2019

Approved by

NJR

Approved date

03/12/2019

Length of punching shear perimeter; upA = 2×(lA)+2×(bA) = 1200 mm

Ultimate shear force at shear perimeter; VpuA = PuA + (Fu / A - qpuA) × ApA = 475.417 kN

Effective shear force at shear perimeter; VpuAeff = VpuA = 475.417 kN

Punching shear stresses at face of column (cl 3.7.7.2)

Design shear stress; vpuA = VpuAeff / (upA × d) = 1.107 N/mm2

Allowable design shear stress; vmax = min(0.8N/mm2 × √(fcu / 1 N/mm2), 5 N/mm2) = 4.382 N/mm2

PASS - Design shear stress is less than allowable design shear stress

Calculate ultimate punching shear force at perimeter of 1.5 d from face of column

Ultimate pressure for punching shear; qpuA1.5d = q1u+[L/2]×Cx/B-[(B/2+ePyA-bA/2-1.5×d)+(bA+2×1.5×d)/2]×Cy/L =

176.742 kN/m2

Average effective depth of reinforcement; d = (dx + dy) / 2 = 358 mm

Area loaded for punching shear at column; ApA1.5d = L×(bA+2×1.5×d) = 2.473 m2

Length of punching shear perimeter; upA1.5d = 2×L = 3600 mm

Ultimate shear force at shear perimeter; VpuA1.5d = PuA + (Fu / A - qpuA1.5d) × ApA1.5d = 115.730 kN

Effective shear force at shear perimeter; VpuA1.5deff = VpuA1.5d × 1.25 = 144.663 kN

Punching shear stresses at perimeter of 1.5 d from face of column (cl 3.7.7.2)

Design shear stress; vpuA1.5d = VpuA1.5deff / (upA1.5d × d) = 0.112 N/mm2

From BS 8110:Part 1:1997 - Table 3.8

Design concrete shear stress; vc = 0.79 N/mm2 × min(3, [100 × (As_xB_prov / (B × dx) + As_yB_prov / (L ×

dy)) / 2]1/3) × max((800 mm / (dx + dy))1/4, 0.67) × (min(fcu / 1 N/mm2, 40)

/ 25)1/3 / 1.25 = 0.373 N/mm2

Allowable design shear stress; vmax = min(0.8N/mm2 × √(fcu / 1 N/mm2), 5 N/mm2) = 4.382 N/mm2

PASS - vpuA1.5d < vc - No shear reinforcement required

Shear at d from column face

Punching shear perimeter at 1.5 × d from column face

9 No. 12 dia. bars btm (225 c/c)

9 No. 12 dia. bars btm (225 c/c)

12 Princeton Court

53-55 Felsham Road

Putney

London SW15 1AZ

Project

2 Belgrave Road

Job no.

2019-354

Calcs for

Typical floor joists


1

Calcs by

BK

Calcs date

03/12/2019

Checked by

JGF

Checked date

03/12/2019

Approved by

NJR

Approved date

03/12/2019

TIMBER JOIST DESIGN (BS5268-2:2002)

Tedds calculation version 1.1.03

Joist details

Joist breadth; b = 47 mm

Joist depth; h = 200 mm

Joist spacing; s = 400 mm

Timber strength class; C24

Service class of timber; 1

mm 4200

1A B

Span details

Number of spans; Nspan = 1

Length of bearing; Lb = 100 mm

Effective length of span; Ls1 = 4200 mm

20

0

47

100

Section properties

Second moment of area; I = b × h3 / 12 = 31333333 mm4

Section modulus; Z = b × h2 / 6 = 313333 mm3

Loading details

Joist self weight; Fswt = b × h × ρchar × gacc = 0.03 kN/m

Dead load; Fd_udl = 0.75 kN/m2

Imposed UDL(Long term); Fi_udl = 1.50 kN/m2

Imposed point load (Medium term); Fi_pt = 1.40 kN

Modification factors

Service class for bending parallel to grain; K2m = 1.00

Service class for compression; K2c = 1.00

Service class for shear parallel to grain; K2s = 1.00

12 Princeton Court

53-55 Felsham Road

Putney

London SW15 1AZ

Project

2 Belgrave Road

Job no.

2019-354

Calcs for



2

Calcs by

BK

Calcs date

03/12/2019

Checked by

JGF

Checked date

03/12/2019

Approved by

NJR

Approved date

03/12/2019

Service class for modulus of elasticity; K2e = 1.00

Section depth factor; K7 = 1.05

Load sharing factor; K8 = 1.10

Consider long term loads

Load duration factor; K3 = 1.00

Maximum bending moment; M = 2.056 kNm

Maximum shear force; V = 1.958 kN

Maximum support reaction; R = 1.958 kN

Maximum deflection; δ = 11.551 mm

Check bending stress

Bending stress; σm = 7.500 N/mm2

Permissible bending stress; σm_adm = σm × K2m × K3 × K7 × K8 = 8.626 N/mm2

Applied bending stress; σm_max = M / Z = 6.561 N/mm2

PASS - Applied bending stress within permissible limits

Check shear stress

Shear stress; τ = 0.710 N/mm2

Permissible shear stress; τadm = τ × K2s × K3 × K8 = 0.781 N/mm2

Applied shear stress; τmax = 3 × V / (2 × b × h) = 0.312 N/mm2

PASS - Applied shear stress within permissible limits

Check bearing stress

Compression perpendicular to grain (no wane); σcp1 = 2.400 N/mm2

Permissible bearing stress; σc_adm = σcp1 × K2c × K3 × K8 = 2.640 N/mm2

Applied bearing stress; σc_max = R / (b × Lb) = 0.417 N/mm2

PASS - Applied bearing stress within permissible limits

Check deflection

Permissible deflection; δadm = min(Ls1 × 0.003, 14 mm) = 12.600 mm

Bending deflection (based on Emean); δbending = 11.162 mm

Shear deflection; δshear = 0.389 mm

Total deflection; δ = δbending + δshear = 11.551 mm

PASS - Actual deflection within permissible limits

Consider medium term loads

Load duration factor; K3 = 1.25

Maximum bending moment; M = 2.203 kNm

Maximum shear force; V = 2.098 kN

Maximum support reaction; R = 2.098 kN

Maximum deflection; δ = 10.780 mm

Check bending stress

Bending stress; σm = 7.500 N/mm2

Permissible bending stress; σm_adm = σm × K2m × K3 × K7 × K8 = 10.783 N/mm2

Applied bending stress; σm_max = M / Z = 7.030 N/mm2

PASS - Applied bending stress within permissible limits

Check shear stress

Shear stress; τ = 0.710 N/mm2

Permissible shear stress; τadm = τ × K2s × K3 × K8 = 0.976 N/mm2

12 Princeton Court

53-55 Felsham Road

Putney

London SW15 1AZ

Project

2 Belgrave Road

Job no.

2019-354

Calcs for



3

Calcs by

BK

Calcs date

03/12/2019

Checked by

JGF

Checked date

03/12/2019

Approved by

NJR

Approved date

03/12/2019

Applied shear stress; τmax = 3 × V / (2 × b × h) = 0.335 N/mm2

PASS - Applied shear stress within permissible limits

Check bearing stress

Compression perpendicular to grain (no wane); σcp1 = 2.400 N/mm2

Permissible bearing stress; σc_adm = σcp1 × K2c × K3 × K8 = 3.300 N/mm2

Applied bearing stress; σc_max = R / (b × Lb) = 0.446 N/mm2

PASS - Applied bearing stress within permissible limits

Check deflection

Permissible deflection; δadm = min(Ls1 × 0.003, 14 mm) = 12.600 mm

Bending deflection (based on Emean); δbending = 10.364 mm

Shear deflection; δshear = 0.417 mm

Total deflection; δ = δbending + δshear = 10.780 mm

PASS - Actual deflection within permissible limits

Eurocode

Client Calculation By John Fitzpatrick

Project Name Company Name 2 Belgrave Road

Project Ref. Date 03/12/2019

Slab Ref. Location

Comments

Revision

1 Overall Summary

Construction Stage PASS Max. UF 0.37

Composite Stage PASS Max. UF 0.65

Fire Stage PASS Max. UF 0.00

2 Input Parameters

2.1 Deck/Span Properties

Deck Type TR80+, 1.2mm, S350 Span 5.000m

Span Type Single Support Width 100mm

Number of Props 2 Prop Width 100mm

2.2 Slab Properties

Slab Depth 200mm Concrete Type C25/30

Slab Type Single Wet/Dry Density 2550/2450 kg/m³

Concrete Volume 0.156m³/m² Modular Ratio 12.12

Calculated Min. Mesh A252 Specified Bar N/A

Mesh Yield Strength 500 N/mm² Bar Yield Strength 500 N/mm²

2.3 Loadings SLS (kN/m²) ULS (kN/m²)

Concrete Weight (wet) 3.90 5.85

Deck + Reinforcement 0.19 0.25

Total Slab (Construction Stage) 4.09 6.11

Construction Load 1.50 2.25

Imposed Load 4.00 6.00

Ceilings + Services 0.50 0.68

Finishes 0.00 0.00

Partitions 1.00 1.50

Total Selfweight 3.94 5.31

Page 1 of 2Elements Calculation Summary

03/12/2019about:blank

Generated using SMD Elements® version 2.3.1.0

2.4 Concentrated Loading

Name Type Live Dead Finishes Width Location Length Start Finish

(kN/(m)) (kN/(m)) (mm) (mm) (mm) (mm) (mm) (mm)

No concentrated loading

3 Design Criteria

Fire Period 0.5 hrs Fire Analysis Method EC Standard

Live Load Factor 1.50 Dead Load Factor 1.35

Superimposed Load Factor 1.35 ψ0 Factor 0.70

ψ1 Factor 0.50 ψ

2 Factor 0.30

4 Construction Stage

Applied Capacity/Limit Unity Factor

Web Shear 7.66 kN/m 106.98 kN/m 0.07

Web Crushing 15.19 kN/m 52.70 kN/m 0.29

Bending (Sagging) 1.96 kNm/m 18.73 kNm/m 0.10

Bending (Hogging) 2.24 kNm/m 12.61 kNm/m 0.18

Bending & Web Crushing 0.47 1.25 0.37

Deflection 0.4 mm 9.1 mm 0.05

(Deflection limit is the lesser of Span/180 and 20mm)

Load on Props 15.32 kN/m

5 Composite Stage

Average Composite Inertia 37115682 mm4


Vertical Shear 34.40 kN/m 56.63 kN/m 0.61

Bending Resistance 38.61 kNm/m 59.50 kNm/m 0.65

Imposed Load Deflection 5.2 mm 14.3 mm 0.37

(Deflection limit is the lesser of Span/350 and 20 mm)

Total Load Deflection 9.7 mm 20.0 mm 0.48

(Deflection limit is the lesser of Span/250 and 20 mm)

Dynamic Deflection 0.40 mm[1]

6 Fire Stage


Moment Resistance 20.82 kNm/m 0.00 kNm/m 0.00[2]

Notes

� This calculation is based on slab poured to the constant thickness specified. No account is taken for any additional concrete weight as a result of deflection of the supporting structure.

� Where "calculated minimum" is chosen for reinforcement, values represent minimum design code requirements. These may need to be increased for other purposes (e.g. crack control, transverse reinforcement for composite beams etc.)

� This calculation does not consider any reinforcement requirements not associated with composite action between deck and concrete (e.g. cantilever, void trimming etc.). These should be specified separately.

[1] This figure represents the dynamic deflection of the slab only. This should be added to the dynamic deflection of supporting beams when considering natural frequency of floor plate (Refer SCI P-354)

[2] No fire stage moment resistance or unity factor is reported for a fire period of 0.5 hours. In accordance with the design standard the composite stage design (at ambient temperature) is deemed to satisfy this requirement.

Page 2 of 2Elements Calculation Summary

03/12/2019about:blank


Appendix C: Geotechnical & Services

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elm

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18 21 21 23 26 27 30 31 30 30 32 34 31 34 35 38 40 50 50(2

0)TD

TD

140+

140+

140+

140+

140+

140+

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root

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serv

ed.

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Appendix D: Damage category classification from CIRIA C580


Appendix E: De-watering


Dewatering Method Statement for Lower Basement Construction

Nature of Works: Dewatering method statement for the lower proposed basement level.

Introduction:

This report sets out the design philosophy for the proposed dewatering methods for construction below

the water table. There are many tried and tested methods for allowing safe construction below the

water table, as consulting engineers we have successfully completed a number of jobs with below

ground structures extending into the water table summaries of which are included in this report.

This report should be read in conjunction with the structural drawings which form part of the planning

application. The aim of the method statement is to ensure safe and proper construction of the

proposed works and ensure no adverse affects to existing or neighbouring structures.

While there are many different methods available, two are more commonly used for the proposed type

of construction, these will be discussed in detail and will both require party wall approval and input.

The two methods proposed are well dewatering or permeation grouting. Final decisions of which will

be employed will be based on cost and approvals but the principles by which both methods work are

essentially the same.

While detailed design of both these method require input from the sub-contractor performing

the installation, this method statement lays down the guide line of the proposed procedures.


Water levels:

Given the depths at which the water table appears and the proposed depth to which it is planned to

excavate the lower ground levels, it is likely that at worst case the construction will project 4m to 4.5m

into the water level over part of the site with much of the sub 2 floor being only 2m to 2.5m below the

current water table level.

Water table levels should continue to be monitored and measured to confirm the expected level at

which the water table will be encountered. Preliminary bore hole information and surrounding

boreholes have been used to establish the existing water table level but further monitoring will give a

more accurate view as the water movements around the site.

The level of the water table can fluctuate seasonally and as such monitoring should be carried out at

different times over a number of months to ensure reliable information.

Design:

The design principle is to remove water temporarily to allow for excavation of the soil below the water

table. The two proposed method vary slightly in how the achieve this.

Dewatering wells:Here well points are bored in strategic points around the site using a cable percussion rig. The wells

are the lined with a water permeable sleeve and submersible pumps are installed in each of the wells.

The pumps are then adjusted and controlled specifically to suit the site soil conditions to locally lower

the water table levels to allow for excavation to progress. Adjustments can be made through the works

to allow for seasonal variations and movements in the water level. After completion of the excavation,

the pumps are removed and the well heads capped to allow the water table to return to its previous

level. The system is design, installed and monitored by an experience subcontractor and has been

successfully used on a project of similar size now nearing completion.

Permeation grouting:This method requires the creation of a perimeter barrier around the site. The barrier consists of a grout

which is pumped into the soil to infill the voids which allow water to travel through the soil. Again

strategic holes are bored around the perimeter of the site to allow for injection of the grout. The grout

hardens to form a plug between the top of the water table and the underlying London clay and will

therefore minimise water ingress in to the construction of the permanent retaining works.

Given the depths at which the water table appears and the proposed depth to which it is planned to

excavate the sub levels, along with the temporary adjustment to the levels during construction it is safe

to conclude there will be no adverse affects by the development to the local hydrology of the area.


Case Study 1:

Project: 9 &10 Southwick Place

Dewatering Method: Deep wells.

Summary: Project consisted of a full basement storey below an existing lower ground floor. The water table was

high with construction being carried out in a sandy gravel soil. Project dewatering ltd where

subcontracted to design and install a dewatering system to allow for excavation to be carried out

safely. The job required deeper excavation than expected on this job and structure installation has

recently been completed successfully without issue. A design method statement for this job has been

included for information.


Case Study 2:

Project: 70 Markham Sq

Dewatering Method: Permeation Grouting.

Summary: Project consisted of a sensitive basement install with difficult party wall requirements and construction

into the water table. A scheme of permeation grouting was used to form a water impenetrable barrier

around the site to allow for easy construction of the perimeter underpins. This job is currently under

construction with the permeation grouting appearing to have been successful. A design

method statement for this job can be included for further information.


Method Statement Dewatering wells:

Project Dewatering Limited Groundwater Engineering

www.project�dewatering.co.uk�� 1�� Tel:�01473�658807

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Risk�Assessment�&�Method�StatementInstallation�and�Commissioning�Deep�Well�Dewatering�System�

9�&�10�Southwick�Place�Basement�Extension�

Structural�London�Limited�6th�November�2012�

�� Name� Signature� Date�

Prepared�By� Matthew�Rosson� 06/11/2012�

Approved�by David�Wright� 06/11/2012�



Contents� � � � � � � � � � � �

ITEM PAGE�

1. Project�Overview�� 3�

i. Introduction� � � � � � 3�

ii. Site�Location�&�Contacts� � � � � 3�

iii. Scope�of�Works� � � � � � 4�

iv. Programme� � � � � � 4�

v. Ground�Conditions� � � � � 4�

vi. Dewatering�Outline� � � � � 4�

vii. Equipment�&�Materials� � � � � 5� � �

viii. Personnel� � � � � � 5�

ix. Health,�Safety�&�Environment� � � � 5�

x. Health,�Safety�&�Environment� � � � 6�

xi. Route�to�Nearest�Hospital�� 7�

xii. Attendances�from�Main�Contractor�� 8�

2. Installation�&�Commissioning�Works�Procedure� � � 9�

i. Introduction� � � � � � 9�

ii. Access� � � � � � � 9�

iii. Setup�of�Drilling�Rig� � � � � 9�

iv. Drilling�of�the�Wells� � � � � 9�

v. Installation�of�Well�Materials� � � � 9�

vi. Development�of�Wells� � � � � 10�

vii. Pump�and�Pipework�Installation� � � � 10�

viii. Discharge� � � � � � 10�

ix. Electrical�Works� � � � � � 10�

x. COSHH�Assessments� � � � � 10�

xi. Decommissioning�� 10�

3. Site�Operations� � � � � � � 11�

i. Maintenance� � � � � � 11�

ii. Contact� � � � � � � 11�

4. Appendix� � � � � � � 12�

i. Risk�Assessment� � � �

ii. COSHH�Assessment�Sheets�

� � � � ��

�



��PROJECT�OVERVIEW��Introduction� � � � � � � � � � � � ��We�are�pleased�to�submit�our�method�statement�for�the�installation�&�commissioning�of�12no�internal�dewatering�wells�for�the�above�project.�The�main�works�include�the�construction�of�a�basement�extension�at�the�above�property.��Site�Location�&�Contacts� � � � � � � � � � ��Site�Address:� 9&10�Southwick�Place�� London�� W2�2TN��Contact:�� Paul�McLaughlin�–�07538�557329�� Project�Manager�� Location�Plan:��

�



Scope�of�Works�� This�Method�Statement�covers�the�following�works:��

� Drilling�by�cable�percussion�techniques�� Development�by�air�lifting�techniques�� Commissioning�the�deep�well�dewatering�system�

�Risk�assessment�and�relevant�COSHH�sheets�are�included�in�the�appendix.��Programme� � � � � � � � � � � � ��We�estimate�that�the�deepwells�would�be�drilled�and�the�system�commissioned�within�~2�week�of�mobilising,�with�a�further�~2�3�day�continuous�pumping�to�achieve�maximum�drawdown.��Ground�Conditions� � � � � � � � � � � ��With�little�site�investigation�available�we�have�assumed�the�stratum�to�be�that�of�a�borehole�log�from�our�library��recorded�in�Gloucester�Square�(~100m�away)�Our�assumptions�are�based�on�the�follow�sequence�of�stratification:��

��

Top�Level�–�mBGL�

MADE�GROUND� 0.00�

Dense�brown�very�gravelly�SAND� 3.00�

Dense�brown�medium�to�course�SAND�and�fine�to�medium�GRAVEL 3.70�

Stiff�brown�fissured�silty�CLAY� 6.15�

Borehole�Complete 10.00�

�Groundwater�was�encountered�upto�1.06m�BGL��Dewatering�Outline� � � � � � � � � � � ��

� � � � Deep�Wells� � � � � �No.�of�Bores:� � � 12no.�(vertical)� � �Ground�Level:� � � Front�=�99.65mAOD�Rear�=�96.91m�AOD� � � �Well�Depth:� � � maximum�7.0m� � �Bore�Size:� � � Nominal�250mm� � � �Well�liner�Size:� � � Nominal�125mm�x�140mm�PVC� � �Slotted�wellscreen:� � 1.0mm�slotted�section� �Filter�Pack:� � � 1.7mm�to�4.2mm�Filter�Sand� �

��



Equipment�&�Materials� � � � � � � � � � � �

Drilling�Equipment:� � 1�No.�Modular�cable�percussion�drilling�rig�(max�item�weight�550Kg)�� Temporary�drilling�casings�&�drilling�tools�

� � � � � 1�No.�4WD�vehicle��Well�Installation�Materials� � 140mm�x�125mm�uPVC�Screen,�1.0mm�slot�� 140mm�x�125mm�uPVC�Plain�casing�� Filter�Gravel��Development�Equipment� � 125�cfm�compressor�� Air�line�and�airlift�assembly�

Personnel� � � � � � � � � � � � �

Drilling�Phase� Drill�Rig�Operator�� Drill�Rig�Assistant�� Commissioning�Phase� � Dewatering�Supervisor�� Dewatering�Labourer�� Health,�Safety�&�Environment� � � � � � � � � � ��General�

� All�Personnel�to�attend�site�induction�before�commencing�works.�� All�personnel�will�adhere�to�the�requirements�of�the�Company�Safety�Policy�document�and�site�specific�risk�

assessments.�Such�risk�assessments�will�be�undertaken�and�made�known�prior�to�the�commencement�of�any�work,�or�related�work,�to�that�detailed�in�this�works�procedure.��

� Subsequent�risk�assessments�will�be�undertaken�at�intervals�determined�by�any�change�in�working�practices�necessary�for�the�completion�of�our�contract.�

� Project�Dewatering�supervisor�will�be�responsible�for�giving�a�method�statement�briefing�to�all�PDL�operatives.�A�copy�of�this�record�will�be�retained�and�can�be�sent�to�main�contractor�as�requested.�

� If�a�permit�to�dig�operation�is�in�place,�a�relevant,�up�to�date�permit�to�dig�must�be�issued�by�the�main�contractor�and�signed�by�all�personnel�involved.�

�Training/Testing�

� All�operatives�are�to�have�a�minimum�CSCS�certification.�� All�operatives�to�undertaken�manual�handling�training.�� Supervisors�to�have�completed�minimum�2�day�H&S�training�course�such�as�CITB�Site�Supervisor�Safety�

Training�Scheme�(SSSTS)�or�similar.�� All�plant�operators�will�have�appropriate�training�and�experience�for�the�plant�being�operated�and�hold�

minimum�red�CPCS�card.�� All�equipment�will�be�certified�and�tested�as�appropriate.�A�copy�of�call�certification�will�be�issued�to�site�

management��Delivery�of�equipment�

� All�drilling�equipment�will�be�delivered�by�a�4�wheel�drive�vehicle�and�trailer�� All�dewatering�equipment�will�be�delivered�in�a�transit�type�vehicle.�� All�dewatering�materials�will�be�delivered�by�7.5T�curtain�sided�vehicle�with�tail�lift.�� Advanced�notice�to�be�given�to�the�main�contractor�prior�to�delivery�arriving�at�site�� All�deliveries�should�be�made�to�the�main�site�entrance�

��



�Health,�Safety�&�Environment� � � � � � � � � � ��First�Aid,�Emergence�Planning,�Welfare�and�PPE�

� All�personnel�will�follow�the�main�contractors�emergency�procedures�� All�operatives�will�be�given�address�of�working�location�in�case�they�have�to�call�emergency�services.�� Location�of�muster�points�to�be�highlighted�during�site�induction.�� Location�of�nearest�hospital�can�be�found�below�� The�main�contractor�will�be�responsible�for�providing�shared�welfare�facilities�to�all�Project�dewatering�

personnel.�� All� personnel� will� wear� appropriate� PPE� at� all� times� to� comply� with� site� safety� requirements� outlined�

within�the�site� induction.�As�a�minimum,�this�will�consist�of�safety�gloves,�safety�glasses,�hard�hat,�high�visibility�jacket/vest�&�safety�boots�as�a�minimum.��

� Safety�Gloves�are�to�be�appropriate�for�specific�task.�� Ear� defenders� should� be�worn� if� working�with� plant� and/or� equipment�with� an� operative� dB� rating� of�

80dB(A)�or�above.��Environment�

� It�is�not�anticipated�that�contaminated�ground�will�be�encountered�on�this�site.�However,�if�we�encounter�any�material�showing�signs�of�contamination,�included�abnormal�colouring,�all�personnel�will�stop�and�inform�site�management.�

� Use�most�acoustically�silenced�plant�and�equipment�available�� Control�water�generated�during�installation�activities�to�avoid�contaminating�water�courses�� Use�appropriate�filters�and�filter�pack�to�be�installed�to�facilitate�the�non�removal�of�fines�� Ensure�discharge�water�is�clean�and�free�from�suspended�solids.�� Dirty/silty�water�to�be�passed�through�a�settlement�system�prior�to�discharge�� Any�settlement�system�to�be�checked�and�maintained�at�regular�intervals�� Ensure�areas�around�discharge�locations�are�kept�clean�

��



Route�to�Nearest�Hospital� � � � � � � � � � ��In�the�event�of�an�accident,�the�nearest�Accident�and�Emergency�Hospital�is�as�follows:��Local�A&E�address�and�contact�details:��

St�Mary's�Hospital��Praed�Street�London�Greater�London�W2�1NY��

Tel:�020�3312�6666�

��Route�to�nearest�A&E�Hospital:��

�



�Attendances�Required�from�main�Contractor� � � � � � � � ��We�have�not�allowed�for�the�following�items�within�our�proposals.�We�would�require�the�Main�Contractor�to�provide�the�following�items�free�of�charge�to�Project�Dewatering�Ltd,�in�such�manner�as�to�not�delay�our�works.��If�requested,�we�would�be�willing�to�adjust�our�quotation�should�you�be�unable�to�provide�such�assistances.��

� Suitable�cranage�and�assistance’s�for�the�installation�and�any�subsequent�removal�of�borehole�pumps�and�any�other�equipment�including�the�mobilising�of�drilling�rig�within�the�lower�basement�area�required�during�the�works�–�with�access�via�front�using�block�&�tackle�

�� Adequate�disposal�point�for�water�generated�

�� Removal�of�spoil�and�or�drilling�arisings�from�all�drilling�positions.�

�� Set�out�the�location�of�each�well,�breakout�and�remove�any�hard�standing,�hard�layers�or�underground�

services�that�may�impede�or�endanger�the�operations�to�enable�installation�work�to�proceed.��

� Provide�suitable�firm�and�unobstructed�drive�access�into�the�mews�for�wheeled�vehicles�with�adequate�headroom�for�drilling�plant�in�the�basement�area,�plus�adequate�drilling�platforms.�Provide�minimum�0.8m�wide�access�and�2.5m�clear�height�over�drilling�location.�

�� Obtain�all�permissions,�permits,�sanctions�and�consents�necessary�to�allow�the�abstraction�recharge��

and�discharge�of�groundwater�at�the�site,�and�pay�for�any�charges�which�may�be�incurred,�to��enable�work�to�proceed.�

�� Provision�of�shared�welfare�facilities�and�adequate�and�secure�space�for�storage�of�the�company’s��

plant,�materials,�equipment�and�offices�etc,�including�mains�power�and�water�services�to�any�on�site�offices�or�accommodation,�in�accordance�with�current�Health�&�Safety�legislation�

�� Provide�240V/32AMP�power�supply�to�run�borehole�pumps�(1no�32�AMP�isolated�sockets)�

�� Provide�110�cfm�single�tool�compressor�~5�days�

�� Provide�water�supply�for�drilling�operations�

�� Carry�out�reinstatement�work�upon�completion�including�backfilling�or�plugging�of�boreholes�

��

�

�

�

�

�

�

�

�

�

�



INSTALLATION�&�COMMISSIONING�WORKS�PROCEDURE�

Introduction� � � � � � � � � � � � �

Wells�will�be�drilled�from�existing�ground�levels�at�12no�locations�around�the�internal�perimeter�of�the�12m�x�25m�basement�area�by�cable�percussion�methods�to�a�maximum�depth�of�7.0m�(or�1.0m�into�Clay),�terminating�with�a�250mm�diameter�bore.��

Access� � � � � � � � � � � � � �

Access�will�be�off�Southwick�Place�via�electric�gated�area�at�the�rear�of�the�propert.�Access�in�to�the�lower�basement�area�site�to�be�prepared�by�main�contractor.�The�modular�drilling�rig�will�be�lowered�down�into�the�basement�area�manually.��The�Main�Contractor�is�carry�out�site�preparation�works,�and�ensure�each�location�is�free�of�buried�services,�set�out�the�location�of�each�well�and�provide�suitable�clear�and�firm�unobstructed,�access�for�the�drilling�rig,�plus�adequate�headroom�for�the�drilling�rig�and�a�flat�stable�area�at�each�location.�The�Main�Contractor�will�remove/breakout�all�tarmac,�concrete�and�other�hard�superficial�layers�as�necessary.�If�a�permit�to�dig�system�is�in�operation,�a�permit�must�be�issued�by�the�Main�Contractor�prior�to�drilling.�Storage�of�drilling�and�well�materials�is�to�be�agreed�with�site�management.��

Set�up�of�Drill�Rig� � � � � � � � � � � ��The�rig�has�a�2.5m�height�and�has�the�ability�to�be�dismantled�and�set�up�over�the�well�location.�Components�are�manually�handled�and�have�a�maximum�width�of�0.8m.�The�drill�rig�will�be�located�over�the�marked�well�location�and�will�be�erected�to�form�the�tripod�arrangement.�The�driller�will�be�instructed�on�the�required�depth�of�drilling�for�the�well�and�given�an�indication�on�the�levels�of�the�main�strata�to�be�drilled�through,�based�on�details�from�any�site�investigation�borehole�log�available.�The�main�contractor�will�remove/set�up�all�hoardings�and�any�earth�platforms,�to�allow�rig�to�set�up�on�well�position.�An�extractor�fan�will�be�set�up�to�remove�exhaust�fumes�from�within�the�basement�area�during�drilling.�

Drilling�of�the�Wells� � � � � � � � � � � ��The�wells�will�be�drilled�by�cable�percussion�methods�from�existing�ground�level.�The�bore�is�advanced�by�using�drilling�tools�suspended�from�the�rig�winch�rope.�Clean�water�may�be�added�to�the�bore�during�drilling�as�required�to�aid�lubrication.�Temporary�casings�will�be�used�to�support�unstable�strata.�If�hard�strata,�obstructions�or�when�within�the�strata�chiselling�may�be�required�to�advance�the�bore.��Should�drilling�of�a�well�using�either�technique�be�at�a�critical�stage�at�the�end�of�normal�working�hours,�it�may�be�necessary,�due�to�unstable�ground�conditions,�to�continue�work�until�the�wellscreen�and�gravel�pack�are�installed.�On�completion�borehole�spoil�and�arisings�will�be�deposited�adjacent�to�the�well�location.�The�Main�Contractor�will�remove�and�dispose�of�this�material�as�required.�A�signed�borehole�record/log�will�be�made�an�issued�to�the�engineer.��Installation�of�Well�Materials� � � � � � � � � �Upon�completion�of�the�bore,�PDL�will�be�advised�of�strata's�and�levels�encounted�by�the�drillers�who�will�subsequently�be�advised�of�well�completion�details.�Completion�will�consist�of�a�treaded�plug�at�the�base,�followed�by�a�combination�of�slotted�and�cased�sections�to�suit�observations�extending�to�surface�level.�A�1.7mm�to�4.2mm�silica�sand�filter�pack�will�be�installed�by�gravity�feed�around�the�annulus�of�the�slotted�section�to�surface.�As�the�filter�pack�is�added�regular�dips�of�the�amount�of�filter�fed�will�be�taken�to�ensure�bridging�of�the�gravel�is�not�occurring.��As�the�filter�pack�is�added�the�temporary�drilling�casings�will�be�removed�section�by�section.�The�objectives�are�to�provide�ground�stability,�reduce�the�risk�of�removing�fines�upon�pumping�and�allow�a�free�flowing�conduit.��



�Development�of�Wells� � � � � � � � � � ��Following�well�drilling�and�installation�of�the�well�liner�and�gravel�pack,�well�development�procedures�will�commence.�The�airlift�will�be�attached�to�the�airline�and�placed�down�the�well,�approximately�1–2m�from�the�base.�The�airline�will�be�coupled�to�a�110cfm�compressor.�The�wells�will�then�be�pumped�by�airlift�for�a�minimum�period�of�1�hour�or�until�the�discharge�water�is�free�of�drilling�mud�and/or�fines.�The�airline�will�then�be�lifted�in�1.0m�intervals�and�pumped�on�for�at�least�15minutes�at�each�level�to�the�top�of�the�screened�section�of�the�well.�Initial�development�will�only�cease�when�fines�removal�is�negligible.��Pump�&�Pipework�Installation� � � � � � � � � � ��Individual�(upto�0.75�kW)�240V�submersible�borehole�pumps�are�coupled�to�50mm�MDPE�riser�pipe.�The�riser�is�connected�to�a�wellhead�and�secured�by�a�clamp.��The�wellhead�consists�of�a�90�degree�bend�and�control�valve,�this�in�turn�is�coupled�to�a��2”�flexible�hose�that�will�extend�from�each�wellhead�location�an�tee�into�a�2”�collection�main�which�will�be�suspended�above�ground�level�and�positioned�around�the�basement�perimeter.��Discharge� � � � � � � � � � � � ��The�discharge�line�will�terminate�at�the�existing�manhole�located�at�the�front�of�the�property�and�at�ground�level.��Electrical�Works�� The�12no�pumps�will�plug�into�upto�2no.�6�way�pump�control�panels.�Regarding�240�V�(single�phase)�power�and�cabling;�cables�from�each�pump�will�be�4�core�SWA�contained�within�a�thermoplastic�coating�to�BS6346.��Pump�cables�will�terminate�with�a�16Amp�4�pin+earth�plug,�which�are�subsequently�plugged�into�similarly�sized�socket�outlets�into�individual�isolator�switch�located�at�existing�ground�level.�We�have�assumed�pump�cables�will�be�taped�to�the�discharge�hose�from�the�well�to�the�surface.�The�MDU�pump�control�panels�will�govern�up�to�6no�individual�pumps�and�an�RCD�and�RCB�protect�each�MDU�channel.��It�also�has�a�visual�and�audible�alarm�system,�which�is�triggered�by�any�pumping�failure.�All�equipment�exposed�to�the�elements�will�be�at�least�IP67�rated.�All�surface�cabling�will�follow�the�route�of�the�collection�main�and�will�be�identified�by�mean�of�hi�visibility�marking�tape.��We�will�require�Structural�London�to�provide�us�with�2no�240V�32�AMP�3pin�isolated�sockets�(IP67)�to�power�the�dewatering�system.��COSHH�Assessments� � � � � � � � � � � ��COSHH�Assessment�are�attached�for�the�following�materials:��

� Diesel�Oil�� Engine�Oil�

�Decommissioning� � � � � � � � � � ��Adequate�access�needs�to�be�made�for�the�safe�removal�of�all�dewatering�pumps�and�equipment�upon�completion�of�the�dewatering�works.�We�will�require�the�main�contractor�to�provide�adequate�cranage�for�the�loading�of�all�dewatering�equipment�onto�our�transport�at�the�end�of�the�contract.��



��SITE�OPERATIONS��Maintenance� � � � � � � � � � � � ��A�PDL�operative�will�be�on�site�throughout�the�commission�period.�We�will�undertake�routine�three�weekly�maintenance�and�operation�visits.�

Contact��

At�all�times�a�24�hour�contact�service�will�be�in�place,�in�the�event�of�any�problems.�We�will�respond�immediately�and�can�be�contacted�with�the�following�telephone�numbers:��

David�Wright:� � Mobile�� 07747�626407�� Office� � 01473�658807��

Mathew�Rosson� � Mobile� � 07747�806446��

�

Project�D

ewatering�Limite

d�Groun

dwater�Engineering�

Risk�Assessm

ent�

1��Project�

9�&�10�Southw

ick�Place�–�Basement�E

xtension

�Job�No:

P00438

Date:�6

thNovem

ber�2

012�

Client�

Structural�Lon

don�Limite

d�Docum

ent�R

ef�No:

RAMS/P00438

Distribution:

PDL�Staff�

Main�Co

ntractor�Staff�

Locatio

n�9�&�10�Southw

ick�Place,�W

2�2TN�

Assessor:

Matthew

�Rosson

Discipline�

Deep�Wells�

Checked�By:

David�W

right

� � No.�

Hazards�

Who�may�

be�harmed�

Initial�Risk�

Potential�for�

Harm�

Action�

Required�

Yes/No�

Control�M

easures�

Residu

al�

Potential�

for�Harm�

HM

LH�

M�

L�General�

1�Manual�H

andling�

Site�

Person

nel�

Long�te

rm�health

�risk�

�M�

�Yes�

Use�mechanical�lifting�where�possible.�Only�ite

ms�weighing�up�to

�25Kg�to�be�lifted�

manually,�heavier�item

s�shou

ld�be�lifted�by�more�than�one�operative�with

�each�

operative�liftin

g�up

�to�25Kg.�Correct�lifting�techniqu

es�to

�be�adopted.�Assess�the�

load�prior�to

�lift.�Check�walking�rou

te�is�clear.�U

se�correct�gloves.�

��

L�

2�Work�clashes�with

�that�of�m

ain�

contractor�

Site�

Person

nel�

Vehicle/pedestrian�

collision

��H�

��

Yes�

Attend�site�specific�induction.�Ensure�that�all�work�activities�are�fu

lly�co�ordinated�

with

�site

�managem

ent�and�notify�main�contractor�im

mediately�of�any�program

me�

change.�

��

L�

Slip,�trips�and�falls�

1�Poor�Hou

se�Keeping�

Site�

Person

nel�

Slips,�trips�and�falls.�

Person

al�injury�

H�

��

Yes�

Hou

se�Keeping�to

�be�continually�mon

itored�to�ensure�safe�and�clear�

access/egress.�Safety�footwear�to�be�in�goo

d�working�order.�W

ork�place�to�be�

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��

Form Ref: HSF 22 Issue No. 2 Date of Issue April 2011 1 / 2

��Various� ��CA01 – Gas Oil �� !��"��#��$� Refuelling work equipment �%�!� �� Normally low; may be higher if poor refilling practices are used. � &��"��"! ��'��Name WELmg/m3 Respirable (mg/m3) � ��"��

Diesel fuel oil N/A N/A MSDS- Gas Oil ��(��'��Classified as a Category 3 carcinogen and harmful, owing to the aspiration hazard. Prolonged or repeated liquid, mist, and vapour contact with skin can lead to defatting of the skin, drying, cracking, dermatitis, erythema, oil acne and oil folliculitis. Exposure to high vapour concentrations can lead to nausea, headache and dizziness. Excessive and prolonged exposure to mists may cause a chronic inflammatory reaction of the lungs and a form of pulmonary fibrosis. ASPIRATION HAZARD! This material can enter the lungs during swallowing or vomiting and may cause acute lung inflammation and damage which in severe cases may be fatal – '!��!� induce vomiting if swallowed. Flammable (flash point > 560 C) Can readily explode in the presence of electrostatic charges generated.

�

�!��!�� '��)� ��!��*�� &�� !��Cannot eliminate use

+� ��,��,��*��

-� �'��#��SOP - Proper fuel containers and funnels to be used when refuelling Provision of adequate hygiene facilities (water, soap, towels) No eating, drinking or smoking whilst hands are dirty. No special handling precautions are necessary other than care to avoid skin contact with the product.

.� ��!��!��"��#��/ ��Since skin contact must be avoided, vinyl gloves to be worn when refuelling / filling up storage containers. If there is a risk of splashing whilst handling the liquid, suitable eye protection should be used. Contaminated clothing should be removed and laundered before reuse. Soap to be provided

0��!��"!��!��The appropriate PPE is to be worn at all times when working with this substance.

��"��!��"!��!��

�!�1��"��!��!��,��N/a� �"��!��/ ��'��None� ��!��!�2�� "��!��'��,��Information on hazards to be provided to all diesel users; No smoking during refuelling etc operations. No eating during refuelling etc operations; Hands etc to be washed after use; Diesel must never be siphoned by sucking the liquid up a tube by mouth. Diesel not to be used as a solvent or cleaning agent.

�"��!��/ ��'��Information on hazards to be provided to all users (action by Managers / Supervisors)

3��'��4��Wash eyes thoroughly with copious quantities of water Wash skin thoroughly with soap and water�

��#��$� ��!&�&��$� 3��/ ��"$�!��%�!� �� %�!� ��#�� Minor Occasional Medium Low �� 5�

��


3��'��$��Wash eye thoroughly with copious quantities of water, ensuring eyelids are held open. Obtain medical advice if any pain or redness develops or persists. �1��Wash skin thoroughly with soap and water as soon as reasonably practicable. Remove heavily contaminated clothing and wash underlying skin. �,��!��If contamination of the mouth occurs, wash out thoroughly with water. Except as a deliberate act, the ingestion of large amounts of product is unlikely. If it should occur, do not induce vomiting; obtain medical advice. I�6��!�If inhalation of mists, fumes or vapour causes irritation to the nose or throat, or coughing, remove to fresh air. If symptoms persist obtain medical advice. �

�""�'�� Contain and recover spilled material using sand or other suitable inert absorbent material. It is advised that stocks of suitable absorbent material should be held in quantities sufficient to deal with any spillage which may be reasonably anticipated. Spilled material may make surfaces slippery. Protect drains from potential spills to minimize contamination. Do not wash product into drainage system. In the case of large spills contact the appropriate authorities. If spillage occurs call the Environment Agency Hotline on 0800 807060 (24 hours a day, 7 days a week). In the case of spillage on water, prevent the spread of product by the use of suitable barrier equipment. Recover product from the surface. Protect environmentally sensitive areas and water supplies. �

Assessor Ian Turnbull Date: 04.04.2011� Signature:

Review: April 2012

��


��Various� ��CA05 – Engine Oil� ��,��"��#��$� Replacing oils during maintenance

�%�!� �� Low if funnels and correct containers are used. � &��"��"! ��'��Name WELmg/m3 STWEL(mg/m3) Respirable (mg/m3) �

��

Various Engine oils None None None MSDS-Engine Oil ��(��'��Health effects

i. Eye Contact: May cause eye irritation. ii. Skin Contact: May cause skin irritation. iii. Inhalation: May cause irritation of the respiratory tract. iv. Ingestion: Harmful if swallowed. May cause nausea, vomiting, diarrhoea, or abdominal pain.

��!��!�� '��)� ��!��*�� &�� !�� Cannot eliminate its use

+� ��,��,��N/A

-� �'��#��Funnels to be used when filling; Provision of adequate hygiene facilities; No eating, drinking or smoking whilst hands are dirty

.� ��!��!��"��#��/ ��Eye: Wear approved safety glasses or goggles with unperforated sideshields. Skin: Wear chemically impervious gloves. Wear long sleeves and long pants. Other: An emergency eyewash station should be available in case of accidental eye contact.

0��!��"!��!��The appropriate PPE is to be worn at all times when working with this substance.��

��"��!��"!��!��PPE is to be checked to ensure it is fit for purpose by

operatives before use. PPE is to be checked during site audits by HSEQ

Manager��!�1��"��!��!�� "��!��/ ��'�

��!��!�2�� "��!��'��,�All users to be made aware what to do if exposed to Engine oil

�"��!��/ ��'� Managers to inform all users

��#��$� ��!&�&��$� 3��/ ��"$�!��%�!� �� %�!� ��#��

Negligible Possible Low Low 7��$��!8��1�

�!��

��


3��'��$��Wash eye thoroughly with copious quantities of water, ensuring eyelids are held open. Obtain medical advice if any pain or redness develops or persists. �1��Wash skin thoroughly with soap and water as soon as reasonably practicable. Remove heavily contaminated clothing and wash underlying skin. �,��!��If contamination of the mouth occurs, wash out thoroughly with water. Except as a deliberate act, the ingestion of large amounts of product is unlikely. If it should occur, do not induce vomiting; obtain medical advice. �6��!��If inhalation of mists, fumes or vapour causes irritation to the nose or throat, or coughing, remove to fresh air. If symptoms persist obtain medical advice. ��

�""�'�� Contain and recover spilled material using sand or other suitable inert absorbent material. It is advised that stocks of suitable absorbent material should be held in quantities sufficient to deal with any spillage which may be reasonably anticipated. Spilled material may make surfaces slippery. Protect drains from potential spills to minimize contamination. Do not wash product into drainage system. In the case of large spills contact the appropriate authorities. If spillage occurs call the Environment Agency Hotline on 0800 807060 (24 hours a day, 7 days a week). In the case of spillage on water, prevent the spread of product by the use of suitable barrier equipment. Recover product from the surface. Protect environmentally sensitive areas and water supplies.

�


Review: April 2012

��


��Various� ��CA05 - 9��!�� (clay) ��"��#��$� On all drilling sites, various applications but generally used as a borehole sealant.

�%�!� �� Low if used correctly� &��"��"! ��'��Name WELmg/m3 STWEL(mg/m3) Respirable (mg/m3) �

��

9��!�� None None None MSDS- 9��!��(��'��Health effects

1. �$��!��"�: May cause eye irritation. 2. �1��!��"�: May cause skin irritation. 3. �6��!�� The product, as shipped, does not pose any inhalation health hazard because it contains essentially

no particles in the respirable size range

.:� �,��!�� No adverse health effects are expected from swallowing.�

��!��!�� '��)� ��!��*�� &�� !��Always look to use the best option

+� ��,��,��N/a

-� �'��#��Provision of adequate hygiene facilities (water, soap, towels) No eating, drinking or smoking whilst hands are dirty

.� ��!��!��"��#��/ ��Nitrile disposable / PVC gloves

Use overalls at all times

0��!��"!��!��The appropriate PPE is to be worn at all times when working with this substance.�

��"��!��"!��!��PPE is to be checked to ensure it is fit for purpose by

operatives before use.

PPE is to be checked during site audits by HSEQ Manager

�!�1��"��!��!��,�N/A�

�"��!��/ ��'�N/A�

��!��!�2�� "��!��'��,�All users to be made aware what to do if exposed to 9��!��

�"��!��/ ��'� Managers to inform all users

��#��$� ��!&�&��$� 3��/ ��"$�!��%�!� �� %�!� ��#��

Negligible Possible Low Low 7��$��!8��1�

�!��

��


3��'��1��Wash with water and soap �$��Flush with water for at least five minutes �,��!��Flush mouth with water �6��!��Rest. Fresh air. If symptoms develop seek medical advice �

�""�'�� Environmental care Avoid dusting Personnel care ---- Cleaning methods Scoop up spilled product, flush rest with water. BECOMES SLIPPERY WHEN WET �


Review: April 2012

Project Dewatering Limited Groundwater�Engineering�

�

�

Method�Statement�Briefing�Record�

9�&�10�Southwick�Place,�W2�2TN�

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Method�Statement�reference�number:�RAMS/P00438�

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Position:�

Date:�

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I�have�been�briefed�and�fully�understood�the�works�procedure�and�will�comply�with�the�specified�requirements�and�control�measures�for�the�above�project:�

Name� Signature� Date�

� � �

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2 Belgrave Road_Planning Construction Method Statement

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