Construction Method Statement & SUDS Statement

Webb Yates Engineers Ltd 44-46 Scrutton Street London. EC2A 4HH

020 3696 1550 [email protected] www.webbyates.co.uk

Construction Method Statement &

SUDS Statement

J2211 6 Stanley Crescent, London W11

Ref: J2211-Doc-01

Revision: X15

J2211-Doc-01-X15 Page 2 of 17

CONTENTS

1 INTRODUCTION.............................................................................................................................................................................. 4

2 TERMS OF REFERENCE ................................................................................................................................................................... 4

3 THE SITE ............................................................................................................................................................................................... 5

3.1 Existing Ground Conditions................................................................................................................................................... 5

3.2 Existing Buildings ....................................................................................................................................................................... 6

4 PROPOSALS ........................................................................................................................................................................................ 6

4.1 Subterranean Volume .............................................................................................................................................................. 6

4.2 Drainage Proposals ................................................................................................................................................................... 8

5 DESIGN CONSIDERATIONS ......................................................................................................................................................... 9

5.1 Adjacent Structures .................................................................................................................................................................. 9

5.2 Watertight Construction ...................................................................................................................................................... 10

5.3 Stability ...................................................................................................................................................................................... 10

5.4 Durability .................................................................................................................................................................................. 10

6 GROUND MOVEMENTS .............................................................................................................................................................. 10

6.1 Heave Movements .................................................................................................................................................................. 10

6.2 Lateral and vertical Movements .......................................................................................................................................... 11

6.3 Ground Stability ...................................................................................................................................................................... 12

7 FACTORS AFFECTING CONSTRUCTION ............................................................................................................................ 12

7.1 Temporary works ................................................................................................................................................................... 12

7.2 Construction Hazards ........................................................................................................................................................... 12

7.3 Site Management ..................................................................................................................................................................... 12

7.4 Access and Storage................................................................................................................................................................. 12

7.5 Protection of buildings during construction .................................................................................................................... 12

8 SUMMARY AND CONCLUSIONS ............................................................................................................................................. 13

9 APPENDIX A ..................................................................................................................................................................................... 14

10 APPENDIX B ...................................................................................................................................................................................... 15

11 APPENDIX C ..................................................................................................................................................................................... 16

12 APPENDIX D ..................................................................................................................................................................................... 17

J2211-Doc-01-X15 Page 3 of 17

GENERAL NOTES

Only construction status documentation is to be constructed from. If you do not have a construction issue document

and you are about to build something, please contact Webb Yates Engineers. Ensure that you have the latest revision

prior to construction.

This document is strictly confidential to our client, or their other professional advisors to the specific purpose to which

it refers. No responsibility whatsoever is accepted to any third parties for the whole or part of its contents. This

document has been prepared for our client and does not entitle any third party to the benefit of the contents herein.

This document and its contents are copyright by Webb Yates Engineers Ltd. No part of this document may be

reproduced, stored or transmitted in any form without prior written permission from Webb Yates Engineers Ltd.

REVISION HISTORY

Revisions indicated with line in margin.

Revision status: P = Preliminary, T = Tender, C = Construction, X = For Information

Revision Date Author Reviewer Description

X1 30/09/14 SW SB First issue

X2 21/10/14 SW SB Revised issued

X3 07/05/15 SW SB Draft Issue for Planning

X4 22/05/15 SW SB Issue for planning





X9 09/05/16 SW SB Issue for Planning







Prepared by Steven Webb CEng BEng (hons) MIStructE

J2211-Doc-01-X15 Page 4 of 17

1 INTRODUCTION

The existing building is a mid-terrace property on the South West side of Stanley Crescent in Notting Hill and consists

an existing basement level, Ground, first, second and third floors.

The current proposal is to extend the existing basement by approximately 4m to the rear, beneath the existing garden.

This report outlines the current state of site and property, the proposed construction works and their method of

construction, the pertinent design considerations and the notable factors affecting construction, and is completed with

our summary and conclusions regarding the above.

The proposed approach is based on Webb Yates Engineers experience of designing and overseeing construction of a

number of similar refurbishment projects that include basement installations beneath and adjacent to existing buildings

in confined situations.

Certain aspects of the design proposals may be refined or modified during development of the scheme, while ensuring

that the principal requirements for stability of the surrounding ground and avoidance of unacceptable movements or

other distress to existing structures are adhered to.

2 TERMS OF REFERENCE

We have discussed the planning proposals with Starc Architects, on behalf of the client, to prepare a report to outline

the impact of the structural alterations and the appropriate methods for the construction of a basement extension and

minor alterations to the existing building.

The principal purpose of this report is to address the concerns of the Planning Authority with respect to the practicality

of executing the works and to the effect of the development on adjoining properties.

This report should be read in conjunction with the following documentation:

1. General arrangement drawings as existing prepared by Starc Architects;

2. General arrangement drawings as proposed prepared by Starc Architects;

J2211-Doc-01-X15 Page 5 of 17

3 THE SITE

The existing site, marked on the street map below, is located at Stanley Crescent, in the Notting Hill area of London.

Figure 1: Site Location – Extract from Street Map.

3.1 EXISTING GROUND CONDITIONS

Ground Investigations have been carried out on site by Constructive Evaluations, a report of which is appended to this

document, and involved borehole excavations.

Geological mapping and Webb Yates knowledge of the area indicates the site to be underlain by London clay with a

layer of made ground above. A 7m deep borehole confirmed that the site is underlain by the London Clay. This was

supplemented by 4 No. trial pits, one to each boundary of the basement.

Ground water was not encountered during the borehole installation. The elevated position of the site would indicate

that groundwater is not expected to be encountered during construction.

J2211-Doc-01-X15 Page 6 of 17

3.2 EXISTING BUILDINGS

The property comprises approximately 16m by 11m five storey terraced house with an existing basement level beneath

the full footprint of the building. The building has a small private garden to the rear which joins a communal garden to

the rear. The existing building is of a traditional timber and masonry construction. A small light well has been added to

the rear as part of a refurbishment in 2002. This was constructed using reinforced concrete retaining walls. Drawings

of this are included in the appendix. A recent basement has been added to No. 7 Stanley Crescent to the North. No. 5

does not have any basement structures to the rear of the main house.

As part of the site investigations, a drainage survey of the property was performed using CCTV equipment. The survey

found that the system was combined, as to be expected in a building of the age, which discharges as a 150mm drain into

the sewer in Stanley Crescent. The drains were found to be all vitrified clayware and good condition, some of which

was original and some of which was installed more recently as part of the refurbishment works.

4 PROPOSALS

It is proposed to remove the existing 2002 light well extension and to construct a new basement box of 11m x 4m to

a depth of approximately 4m from existing ground to new slab level, 2.3m below the level of the existing basement slab

below the main house. The proposed basement will be set a distance away from the main building with only a small

section of the basement adjoining the main house to create a link. The proposed basement will be constructed in a

hit/miss sequence to limit ground movement and will be discussed in later sections of this report.

Note within the communal park to the rear of the site is a Hawthorn tree. The tree’s root protection area (RPA) is

dictating the proposed basement outline and the rear basement wall boundary will be constructed to the proposed tree

root protection area. In order to not encroach into the RPA zone, exaction will be carried carefully to the RPA boundary

and the proposed wall will be cast against the soil of the RPA boundary. The clay sub-strata will allow a vertical excavated

face to be formed and therefore no over-dig is anticipated.

4.1 SUBTERRANEAN VOLUME

Creation of the new subterranean volume will require a well-planned, coordinated and sequenced operation to be

undertaken. The sensitivity of the existing adjacent building and party fence wall to movement and settlement and the

risk of collapse, if the permanent horizontal support provided by the ground is removed, will be the primary concern in

the selection of a foundation solution. The permanent works will be constructed in a manner that ensures that the

existing adjacent masonry structure and the ground surrounding the site is continuously supported both vertically and

horizontally without undue movement as the works progress.

A desire to maximise the habitable space in the new basement extension means that the extension is tight up against

the boundary on two sides. It is therefore proposed to adopt a conventional retaining wall construction carried out in

a hit/miss sequence to restrict any movement of the soil along the boundaries to the West and South, while to the

north side the benefit of the pre-existing retaining wall to No. 7 will be taken. This construction will be carried out in

two stages (lifts). Each stage must be completed to the full perimeter of the basement and propped before starting the

J2211-Doc-01-X15 Page 7 of 17

next stage. Temporary steel trench sheeting will be used to allow safe access for excavation and fixing reinforcement

during this work. As mentioned above, the RC walls are to be cast directly against the excavated face of soil.

The retaining wall will be constructed in a controlled sequence, each section being of limited length and being allowed

to cure adequately before work commences on adjacent sections. Sections will be reinforced individually and designed

to span vertically between the new garden slab and a new basement slab. Excavations for each section will be propped

to ensure stability during the remainder of the excavation.

On completion of the retaining wall, the top of the wall sections will be linked together and propped across the

excavation by way of an in-situ RC slab. During bulk excavation, an additional level of propping will be installed above

the final lower ground floor slab level to prevent unacceptable inward deflection of the wall. Excavation will be carried

out by hand digging and a hoist or conveyor to remove the spoil. Spoil will be transferred immediately to road vehicles

for disposal. Suitable protection will be provided to ensure the listed building fabric is not detrimentally affected during

these works. Refer to Marrick PS Project Procedures Note and Construction Traffic Management plan for further

details.

Our investigations have shown that it is unlikely that there is significant free ground water within the exaction depth.

However, provision is to be made to collect and dispose of any water that does enter the excavation and to provide

adequate water-proofing to the completed basement.

A reinforced concrete basement slab will be cast on concrete blinding directly onto the clay formation. Internal vertical

structural elements will then be constructed and the new ground floor reinforced concrete slab completed. The

sequence of casting the slabs and of removing temporary propping will be tightly controlled to prevent unacceptable

lateral movement of the ground and of the structures.

Although the final sequence and methodology of construction will be subject to the final design and the contractor’s

preferred methods of construction, based on our previous experience we anticipate the construction sequence for the

subterranean volume to be as summarised below:

TASK DESCRIPTION NOTES

1 Reduce site level by 1m bgl. Excavation must not

extend into the tree RPZ.

Erect hoarding 0.5m beyond boundary. In the

location of the RPZ the site hoarding must utilise

ballast in lieu of stakes. All openings in rear wall at

basement and ground floor level to be propped from

lintel to sill and braced.

2 Locally reduce level in sections not exceeding

1.2m in length within basement area to -1.95m.

Install temp waling beams and props as indicated

in WYE drawing J2211-S-400.

See drawings. Adjacent sections to cure for

minimum 24 hours between casting and excavation.

All sections to be dowelled together. Construction

sequence and temp propping scheme to be fully

J2211-Doc-01-X15 Page 8 of 17

coordinated to maintain lateral support throughout.

3 Reduce level in basement area to -4.3m and cast

wall sections u/s slab level as 1. Waling and

propping each section.

Formation of walls is to be carried out in a hit one

miss three sequence with a maximum of 1.2m width

excavated at any one location.

4 Reduce level to -4.6m, blind and prepare

basement slab construction.

Basement slab to be formed in continuous

reinforced concrete. Day joint locations to be

agreed with temp works engineer and coordinated

with temporary propping scheme/sequence.

7 Remove lower level propping. After basement slab achieves at least 10 day

strength.

8 Install form work for ground floor slab and cast

slab and upstand beams/retaining walls.

9 Remove upper props. After ground floor slab achieves at least 10 day

strength.

Figure 2: Construction sequence notes: see also Webb Yates sequencing drawings.

4.2 DRAINAGE PROPOSALS

Wherever possible the existing combined foul and storm water drainage system will be retained. In the proposed case,

there will be no increase in the impermeable area since the roof of the new basement will be covered in a thick layer

(1.0m) of permeable soil. The rear garden will be planted, so much of the rainfall will be taken up by the plants as

evapotranspiration and the remainder will runoff to the communal gardens as per existing. It should be noted that the

depth of permeable soil above the basement represents an increase from the current situation. Impermeable London

clay is present at a depth of approx. 0.5m below ground level and therefore it could be argued that the proposal

represents an increased storage/infiltration opportunity.

In addition, and in accordance with Policy CE2(e) a rainwater harvesting water-butt is to be provided to the rear of the

property to create a more environmentally friendly drainage system. This facility will serve to reduce the volume of

water run-off to the drainage system. The water-butt will be fitted to divert rainwater from the existing RWP at the

rear of the property with a capacity of 146.5 litres. A proprietary system such as Garantia will be adopted to ensure a

robust solution with integrated overflow system. The captured rainwater will also be used for plant watering within the

property in accordance with the London plan Policy 5.13 SUDs hierarchy (1. Store water for later use).

Further SUDs solutions are not considered appropriate on this site for the following reasons:

1. The underlying soil conditions do not allow infiltration drainage solutions.

2. The small site footprint does not allow sufficient space for significant rainwater storage.

J2211-Doc-01-X15 Page 9 of 17

3. The existing building has a combined foul/stormwater drainage system. To install a separate system would require

a fairly significant intervention within the listed building.

Existing gullies, SVPs and an RWP within the rear garden are to be diverted and re-connected to a new inspection

chamber located within the existing building. Penetrations through the existing rear wall will be of minimal size (150mm

diameter) and will re-use the existing penetrations where practical to limit their impact and number. The proposed

drainage layout is indicated on the attached drawing J2211-C-090 RevP2.

No underpinning of the existing structure is proposed as a result of these works.

Within the new basement, a new shower and Hamman room is proposed. To serve this a trapped floor gully will be

cast into the basement slab. A drainage run tied into the slab will then discharge to a sump and pump chamber below

the basement floor level. The wastewater will be pumped under pressure to the existing gravity drain system. This

additional wastewater flow represents a fractional increase and is expected to have negligible impact upon the public

sewer system. It is worth noting that in practice the occupancy of the property will not increase, and the residents of

the house will use the basement bathroom instead of the bathrooms in the upper levels of the property. Therefore the

additional shower does not correspond to an increase in waste water discharge from the property in real terms.

In summary, a reduction in the impermeability of the site and of the volume and speed of water run-off to the public

sewer is anticipated as a result of the development.

5 DESIGN CONSIDERATIONS

5.1 ADJACENT STRUCTURES

One of the principal requirements for these works are that they should not undermine the performance or risk

unacceptable movement of adjacent structures, adjacent roads, or buried services. Firstly it should be noted that the

location of the basement (with the exception of the existing retaining wall to the north side and the rear façade of No6

Stanley Crescent) is outside of the 45 degree thrust lines of adjacent foundations and does not abut any roads or areas

with underground services.

Where the proposed basement is located below the 45 degree thrust line, the new retaining walls have been designed

to resist the additional lateral earth pressures. These structures have been designed to have sufficient strength and

stiffness to ensure lateral movements are small. Calculations to assess the magnitude of these movements and their

effect on adjacent structures (shown to be category 0) is included within Appendix B.

Nevertheless, undue movement of the adjacent gardens should be prevented. Principal stages during which this

requirement must be taken into account are demolition, excavation of the subterranean volume, and any transfer of

load between temporary and permanent supports.

J2211-Doc-01-X15 Page 10 of 17

Monitoring of the retaining walls will be carried out at key stages during excavation to ensure that movements are within

acceptable limits. The predicted ground movements are discussed in later sections of this report, however the calculated

ground settlement due to the construction of the basement is predicted to be minimal.

The predicted damage of the adjacent existing buildings (No7 Stanley Crescent) has been assessed using the CIRIA

report C580 and was found to be category 0 with predicted cracks of less than 0.1mm.

5.2 WATERTIGHT CONSTRUCTION

As indicated above, the risk of significant inflow of free water into the excavation or the completed basement is

considered to be low. Minor inflows during excavation are to be managed by directing them to sumps and pumping the

water away.

It will be necessary to prevent seepages and water vapour transmission into the completed structure. The final choice

of the waterproofing system is to be specified by the architect. A drained cavity system or proprietary render to the

reinforced concrete (for example vandex) could be used. The final design and detailing of such systems is to be carried

out by specialist suppliers who also provide a construction monitoring service to ensure the proper application of the

materials.

5.3 STABILITY

Lateral stability will be provided by the floors acting as horizontal structures tied with the perimeter walls, including the

existing basement wall to No. 7.

5.4 DURABILITY

The design life of the new building will be a minimum period of 50 years. This falls into category 4 in Table 2.1 of BS EN

1990:2002 (and as per the National Annex), which covers non-monumental structures.

6 GROUND MOVEMENTS

6.1 HEAVE MOVEMENTS

Installation of the basement walls and the excavation within the newly created space will potentially cause some inward

lateral movement of the surrounding ground. Careful propping will limit the magnitude of these movements. In addition,

suitable monitoring will be arranged and specified to ensure that movements are maintained within acceptable limits and

that early action can be taken in the event of unexpected deflection. Particular attention will be paid to stages where

loading is transferred from one system of support to another.

The removed overburden at underside of slab level due to 3.9m over a 3m width of soil would equal to approximately

60kN/m2. The weight of the basement structure and green roof soil is the equivalent of 80% of this load. Although the

basement excavation inevitably reduces the vertical stress in the ground beneath, the depth to the London Clay and the

modest site dimensions mean that heave of the clay is unlikely to exceed a few millimetres or to have any discernible

effect outside the site boundaries. Any movement that does occur will be monitored carefully and appropriate action

taken as necessary.

J2211-Doc-01-X15 Page 11 of 17

From our experience these movements would be small and again we would expect any damage to the surrounding

structures would be very minor (category 0 to 1, Table 2.5 of the Ciria report C580).

6.2 LATERAL AND VERTICAL MOVEMENTS

Detailed calculations of anticipated lateral movements, including a staged construction analysis for the basement can be

found within the Appendix.

In reality small additional lateral movements can be anticipated due to the nature of the proposed construction method,

and the short periods where excavations have an effectively unsupported vertical face. However, due to the short width

of wall sections (maximum 1.2m) the retained earth will effectively arch horizontally and lateral movements will be very

small. This behaviour has been conservatively modelled as a reduction in soil strength/stiffness of 50%. Given the

intended excavation sequence, which utilises a hit/miss 3-pin arrangement this strength/stiffness could be assumed to

offer a reduction of only 33%.

The maximum anticipated lateral ground movement (Design displacement) is 1mm at a depth of 1.6m, and 2mm at

existing ground level. The anticipated vertical movement equates to a maximum of 1mm ground settlement and would

impose very little strain on the existing masonry walls.

• The potential existing building (No6 Stanley Crescent) damage has been assessed using the CIRIA report C580

and was found to be category 0 with cracks predicted to be less than 0.1mm.

• The potential existing adjacent building damage has been assessed using the CIRIA report C580 and was found

to be category 0 with cracks predicted to be less than 0.1mm.

Figure 2 – Anticipated ground settlement plot. Refer to Webb Yates Sketch SK-002 Rev X2.

J2211-Doc-01-X15 Page 12 of 17

The quality of the London Clay materials underlying the site and careful control of the construction sequence and

methods will keep ground movements to a practicable minimum. To minimise this, all works will be carried out in

accordance with current good practice.

6.3 GROUND STABILITY

The site is located near the top of Notting Hill and the immediate surroundings to the house are relatively flat tract of

land as can be seen from the contours on the site location map.

7 FACTORS AFFECTING CONSTRUCTION

7.1 TEMPORARY WORKS

There will be a requirement for temporary works to ensure the safety and stability of the existing and adjacent

properties whilst the proposed structural alterations are being carried out. Adequate restraint will be provided to the

excavations and party wall structures at all times by the provision of temporary bracing.

7.2 CONSTRUCTION HAZARDS

The proposed building works are standard and standard materials will be utilised. Although a hazard assessment is to

be produced and amended as the design is developed, no unusual hazards have been identified within our proposals to

date.

7.3 SITE MANAGEMENT

Obstructions and inconvenience to residents of the area and the general public is to be kept to a reasonable minimum

and noisy works to be carried out within normal weekday working hours.

7.4 ACCESS AND STORAGE

Vehicular access and storage is to be carried out as outlined within the Marrick PS Project Procedures Note and

Construction Traffic Management plan.

7.5 PROTECTION OF BUILDINGS DURING CONSTRUCTION

i. Earthwork: All excavation will generally be hand dug with spoil carried through the house and loaded into skips

in the street via a conveyor belt. The route of this conveyor can be found within Marrick PS Project Procedures Note

and Construction Traffic Management plan for further details.

ii. Concrete Works: Concrete will be delivered in ready mix bags from a local supplier and transported into the

Basement.

iii. Basement wall construction: This will be carried out in 2 lifts and in small sections, propped during construction.

Monitoring will be carried out at key excavation stages, particularly in areas in close proximity to the listed building

J2211-Doc-01-X15 Page 13 of 17

8 SUMMARY AND CONCLUSIONS

The new basement extension construction and minor internal alterations are considered to be straight-forward

modifications to the existing property. Using current good practice in executing the works, it is considered that the

proposed development can be realised while maintaining adequate temporary vertical and horizontal support to the

ground and to the surrounding masonry structures. Detailed specifications will be prepared and method statements

procured to ensure that good practice is followed. Adequate supervision and monitoring procedures will be provided

throughout the works.

The calculated ground lateral movement and settlement from the construction sequence was found to cause negligible

damage to existing structures of No6 and No7 Stanley Crescent and assessed to be within Category 0 using CIRIA

report C580 (less than 0.1mm cracks).

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9 APPENDIX A

Site investigation report by Constructive Evaluation

J2211-Doc-01-X15 Page 15 of 17

10 APPENDIX B

Webb Yates Engineers Calculations

[3]

0.0

[3]

0.0

STAGE 0 : Initial condition

Displacements

-10.00 -5.000 .0 5.000 10.00

Displacement [mm]Scale x 1:106 y 1:51

-7.000

-6.000

-5.000

-4.000

-3.000

-2.000

-1.000

.0

1.000

2.000

[3]

0.0

[3]

0.0

5.1 kN/m²

STAGE 1 : Existing foundation loads

Displacements

-10.00 -5.000 .0 5.000 10.00


-7.000

-6.000

-5.000

-4.000

-3.000

-2.000

-1.000

.0

1.000

2.000

[3]

0.0

[5]

0.0

[3]

5.1 kN/m²

STAGE 2 : 1st lift wall

Displacements

-10.00 -5.000 .0 5.000 10.00


-7.000

-6.000

-5.000

-4.000

-3.000

-2.000

-1.000

.0

1.000

2.000

[3]

0.0

[5]

0.0

[3]

140.7 kN/m²5.1 kN/m²

47.16 kN/m

2.36 kN/m

STAGE 3 : Temporary Props

Displacements

-10.00 -5.000 .0 5.000 10.00


-7.000

-6.000

-5.000

-4.000

-3.000

-2.000

-1.000

.0

1.000

2.000

[3]

0.0

[3]

-1.5000

140.7 kN/m²5.1 kN/m²

50.79 kN/m

23.40 kN/m

-2.08 kN/m

STAGE 4 : Excavation

Displacements

-10.00 -5.000 .0 5.000 10.00


-7.000

-6.000

-5.000

-4.000

-3.000

-2.000

-1.000

.0

1.000

2.000

[3]

0.0

[3]

-1.5000

140.7 kN/m²

8.7 kN/m²

5.1 kN/m²

272.85 kN/m

-205.36 kN/m

STAGE 5 : Permanent Slab

Displacements

-10.00 -5.000 .0 5.000 10.00


-7.000

-6.000

-5.000

-4.000

-3.000

-2.000

-1.000

.0

1.000

2.000

INITIAL DATA

Soil properties No. Description Unit Wt K0 Ka Kp Kac Kpc Kr Earth

pressure

[kN/m³] coefficients.

1 Made Ground 17.00 0.56 0.39 2.56 1.25 3.20 1.00 Calculated

2 Head 20.00 0.66 0.49 2.04 1.40 2.86 1.00 Calculated

Deposits

3 Stiff Clay 20.00 0.59 0.53 2.00 1.46 2.83 0.50 Calculated

- drained


- reduced

5 SC-REDUCED 10.00 0.59 0.53 2.00 1.46 2.83 0.50 Calculated

No. c0 y0 Gradient E0 Gradient Drained/

of c of E

[kN/m²] [m] [kN/m²/m] [kN/m²] [kN/m²/m] Undrained 1 0.00 0.00 0.00 10000. 0.00 Drained 2 0.00 0.00 0.00 22000. 0.00 Drained 3 5.00 -3.50 0.00 22000. 0.00 Drained 4 0.00 0.00 0.00 10000. 0.00 Drained 5 5.00 -3.50 0.00 22000. 0.00 Drained

Parameters used to calculate Earth pressure coefficients No. Phi Delta/Phi Beta Cw/C

[°] Ratio [°] Ratio 1 26.00 0.00 0.00 0.00 2 20.00 0.00 0.00 0.00 3 15.00 0.67 0.00 0.00 4 20.00 0.00 0.00 0.00 5 15.00 0.67 0.00 0.00

Surcharge properties No. Stage Side Level Pressure Partial Offset Width Ks

Factor

In Out [m] [kN/m²] [m] [m] 1 3 - Left 0.00 140.70 1.00 0.30 0.56 1.00 2 5 - Right -1.50 8.70 1.00 3 1 - Left 0.00 5.10 1.00

Strut properties No. Stage Node Level Prestress Stiffness Angle Lever

arm In Out [m] [kN/m] [kN/m/m] [°] [m] 1 3 5 4 -0.60 0.00 1000000.00 0.00 0.00 2 3 5 8 -1.40 0.00 1000000.00 0.00 0.00 3 4 - 8 -1.40 0.00 99999997.95 0.00 0.00 4 4 - 9 -1.60 0.00 99999997.95 0.00 0.00

STAGE 0 : INITIAL CONDITION

Ground level [m] LEFT: 0.00 RIGHT: 0.00 Soil zones changed

Water data on LEFT side No. Level Pressure Unit

wt. [m] [kN/m²] [kN/m³] 1 -6.00 0.00 10.00

Water data on RIGHT side No. Level Pressure Unit

wt. [m] [kN/m²] [kN/m³] 1 -6.00 0.00 10.00

Analysis detailsSAFE model with redistributionand without friction at wall/soil interface

Left RightE profile Generated Boundary distances [m] : 10.00 2.50

Convergence control parametersMaximum number of iterations : 10000Tolerance for displacement convergence [mm] : 0.10Tolerance for pressure convergence [kN/m²] : 0.10Damping coefficient : 1.00Maximum incremental displacement [m] : 1.00

RESULTS FOR STAGE 0 : Initial condition

Left Right

Summary Results Node Level Displacement Moment Shear

[mm] [kNm/m] [kN/m] [m] Top wall node 1 0.00 0.00 0.00 0.00

STAGE 1 : EXISTING FOUNDATION LOADS

Ground level [m] LEFT: 0.00 RIGHT: 0.00 Wall EI changed

RESULTS FOR STAGE 1 : Existing foundation loads

Surcharge or strut changesSurcharge no. 3 applied at this stage


[mm] [kNm/m] [kN/m] [m] Top wall node 1 0.00 0.19 0.00 0.00Max Shear 2 -0.20 0.18 -0.00 0.00Max BM 5 -0.80 0.18 -0.00 -0.00Wall toe 9 -1.60 0.18 0.00 0.00

STAGE 2 : 1ST LIFT WALL


RESULTS FOR STAGE 2 : 1st lift wall


[mm] [kNm/m] [kN/m] [m] Top wall node 1 0.00 0.44 0.00 0.00Max BM 6 -1.00 0.52 0.10 -0.04Max Shear 8 -1.40 0.56 0.06 0.25Wall toe 9 -1.60 0.57 0.00 0.00

STAGE 3 : TEMPORARY PROPS

RESULTS FOR STAGE 3 : Temporary Props

Surcharge or strut changesStrut no 1 inserted at this stageStrut no 2 inserted at this stageSurcharge no. 1 applied at this stage


[mm] [kNm/m] [kN/m] [m] Top wall node 1 0.00 0.54 0.00 0.00Above strut 1 4 -0.60 0.54 -4.50 20.96Below strut 1 -4.50 -26.20Above strut 2 8 -1.40 0.56 -0.24 1.28Below strut 2 -0.24 -1.08Wall toe 9 -1.60 0.57 0.00 0.00

Strut ForcesNo. Node Strut Horiz Moment Max

no. force force strut

force [kN/m] [kN/m] [kNm/m] [kN/m] 1 4 47.16 47.16 0.00 47.16 2 8 2.36 2.36 0.00 2.36

STAGE 4 : EXCAVATION

Ground level [m] LEFT: 0.00 RIGHT: -1.50 Soil zones changed

RESULTS FOR STAGE 4 : Excavation

Surcharge or strut changesStrut no 3 inserted at this stageStrut no 4 inserted at this stage


[mm] [kNm/m] [kN/m] [m] Top wall node 1 0.00 0.54 0.00 0.00Above strut 1 4 -0.60 0.54 -5.65 21.97Below strut 1 -5.65 -28.82Above strut 2 8 -1.40 0.56 -1.93 11.99Below strut 2 -1.93 -11.41Above strut 4 9 -1.60 0.57 0.00 -2.08Below strut 4 0.00 0.00



force [kN/m] [kN/m] [kNm/m] [kN/m] 1 4 50.79 50.79 0.00 50.79 2 8 2.57 2.57 0.00 2.57 3 8 20.83 20.83 0.00 20.83 4 9 -2.08 -2.08 0.00 2.08

STAGE 5 : PERMANENT SLAB

RESULTS FOR STAGE 5 : Permanent Slab

Surcharge or strut changesStrut no. 1 removed at this stageStrut no. 2 removed at this stageSurcharge no. 2 applied at this stage


[mm] [kNm/m] [kN/m] [m] Top wall node 1 0.00 1.06 0.00 0.00Above strut 3 8 -1.40 0.56 -41.94 62.11Below strut 3 -41.94 -210.74Above strut 4 9 -1.60 0.56 0.00 -205.36Below strut 4 0.00 0.00



force [kN/m] [kN/m] [kNm/m] [kN/m] 1 4 50.79 2 8 2.57 3 8 272.85 272.85 0.00 272.85 4 9 -205.36 -205.36 0.00 205.36

Results EnvelopeNode Level Displacements [mm] Moments [kNm/m] Shears [kN/m] [m] Min Max Min Max Min Max 1 0.00 0.19 1.06 0.00 0.00 0.00 0.00 2 -0.20 0.18 0.97 -0.41 0.00 -0.05 5.56 3 -0.40 0.18 0.89 -2.22 0.02 -0.13 13.12 4 -0.60 0.18 0.80 -5.65 0.05 -28.82 25.67 5 -0.80 0.18 0.72 -11.92 0.08 -18.36 35.73 6 -1.00 0.18 0.64 -19.54 1.69 -2.43 44.51 7 -1.20 0.18 0.59 -29.72 0.12 -0.00 56.01 8 -1.40 0.18 0.56 -41.94 0.06 -210.74 62.11

9 -1.60 0.18 0.57 0.00 0.00 -205.36 0.00

10 -1.80 0.17 0.83 0.00 0.00 0.00 0.00 11 -2.00 0.17 0.94 0.00 0.00 0.00 0.00 12 -2.20 0.17 1.00 0.00 0.00 0.00 0.00 13 -2.40 0.17 1.03 0.00 0.00 0.00 0.00 14 -2.60 0.17 1.06 0.00 0.00 0.00 0.00 15 -2.80 0.17 1.08 0.00 0.00 0.00 0.00 16 -3.00 0.17 1.09 0.00 0.00 0.00 0.00 17 -3.20 0.16 1.10 0.00 0.00 0.00 0.00 18 -3.40 0.16 1.11 0.00 0.00 0.00 0.00 19 -3.60 0.16 1.12 0.00 0.00 0.00 0.00 20 -3.80 0.16 1.13 0.00 0.00 0.00 0.00 21 -4.00 0.16 1.17 0.00 0.00 0.00 0.00 22 -4.20 0.16 1.18 0.00 0.00 0.00 0.00 23 -4.40 0.15 1.16 0.00 0.00 0.00 0.00 24 -4.60 0.15 1.13 0.00 0.00 0.00 0.00 25 -4.80 0.15 1.10 0.00 0.00 0.00 0.00 26 -5.00 0.14 1.06 0.00 0.00 0.00 0.00 27 -5.20 0.14 1.02 0.00 0.00 0.00 0.00 28 -5.40 0.14 0.98 0.00 0.00 0.00 0.00 29 -5.60 0.13 0.93 0.00 0.00 0.00 0.00 30 -5.80 0.13 0.89 0.00 0.00 0.00 0.00 31 -6.00 0.13 0.84 0.00 0.00 0.00 0.00

Node Level Displacements [mm] Moments [kNm/m] Shears [kN/m] [m] Min Max Min Max Min Max

32 -6.20 0.12 0.80 0.00 0.00 0.00 0.00 33 -6.40 0.12 0.77 0.00 0.00 0.00 0.00 34 -6.60 0.11 0.73 0.00 0.00 0.00 0.00 35 -6.80 0.10 0.68 0.00 0.00 0.00 0.00 36 -7.00 0.09 0.63 -0.00 0.00 0.00 0.00 37 -7.20 0.08 0.56 -0.00 0.00 0.00 0.00 38 -7.40 0.07 0.48 -0.00 0.00 0.00 0.00 39 -7.60 0.06 0.38 -0.00 0.00 0.00 0.00 40 -7.80 0.04 0.24 -0.00 0.00 0.00 0.00 41 -8.00 0.00 0.00 -0.00 0.00 0.00 0.00

[3]

0.0

[3]

0.0

54.36 kN/m²

STAGE 1 : Existing foundation loads

Displacements

-10.00 -5.000 .0 5.000 10.00


-7.000

-6.000

-5.000

-4.000

-3.000

-2.000

-1.000

.0

1.000

2.000

INITIAL DATA

Soil properties No. Description Unit Wt K0 Ka Kp Kac Kpc Kr Earth

pressure

[kN/m³] coefficients.


2 Head 20.00 0.66 0.49 2.04 1.40 2.86 1.00 Calculated

Deposits

3 Stiff Clay 20.00 0.59 0.53 2.00 1.46 2.83 0.50 Calculated

- drained


- reduced

5 SC-REDUCED 10.00 0.59 0.53 2.00 1.46 2.83 0.50 Calculated

No. c0 y0 Gradient E0 Gradient Drained/

of c of E

[kN/m²] [m] [kN/m²/m] [kN/m²] [kN/m²/m] Undrained 1 0.00 0.00 0.00 10000. 0.00 Drained 2 0.00 0.00 0.00 22000. 0.00 Drained 3 5.00 -3.50 0.00 22000. 0.00 Drained 4 0.00 0.00 0.00 10000. 0.00 Drained 5 5.00 -3.50 0.00 22000. 0.00 Drained

Parameters used to calculate Earth pressure coefficients No. Phi Delta/Phi Beta Cw/C

[°] Ratio [°] Ratio 1 26.00 0.00 0.00 0.00 2 20.00 0.00 0.00 0.00 3 15.00 0.67 0.00 0.00 4 20.00 0.00 0.00 0.00 5 15.00 0.67 0.00 0.00

Surcharge properties No. Stage Side Level Pressure Partial Offset Width Ks

Factor

In Out [m] [kN/m²] [m] [m] 1 1 - Left 0.00 54.36 1.00 0.30 0.56 1.00

Strut properties No. Stage Node Level Prestress Stiffness Angle Lever

arm In Out [m] [kN/m] [kN/m/m] [°] [m] 1 - - 4 -0.60 0.00 1000000.00 0.00 0.00 2 - - 8 -1.40 0.00 1000000.00 0.00 0.00 3 - - 8 -1.40 0.00 99999997.95 0.00 0.00 4 - - 9 -1.60 0.00 99999997.95 0.00 0.00

STAGE 0 : INITIAL CONDITION


Water data on LEFT side No. Level Pressure Unit

wt. [m] [kN/m²] [kN/m³] 1 -6.00 0.00 10.00

Water data on RIGHT side No. Level Pressure Unit

wt. [m] [kN/m²] [kN/m³] 1 -6.00 0.00 10.00

Analysis detailsSAFE model with redistributionand without friction at wall/soil interface

Left RightE profile Generated Boundary distances [m] : 10.00 2.50

Convergence control parametersMaximum number of iterations : 10000Tolerance for displacement convergence [mm] : 0.10Tolerance for pressure convergence [kN/m²] : 0.10Damping coefficient : 1.00Maximum incremental displacement [m] : 1.00

RESULTS FOR STAGE 0 : Initial condition


[mm] [kNm/m] [kN/m] [m] Top wall node 1 0.00 0.00 0.00 0.00

STAGE 1 : EXISTING FOUNDATION LOADS

Ground level [m] LEFT: 0.00 RIGHT: 0.00 Wall EI changed

RESULTS FOR STAGE 1 : Existing foundation loads

Surcharge or strut changesSurcharge no. 1 applied at this stage


[mm] [kNm/m] [kN/m] [m] Top wall node 1 0.00 0.94 0.00 0.00Max BM 5 -0.80 0.61 0.86 1.10Max Shear 6 -1.00 0.53 0.39 2.43Wall toe 9 -1.60 0.28 0.00 0.00

J2211-Doc-01-X15 Page 16 of 17

11 APPENDIX C

Webb Yates Engineers drawings

1

200

New 350 RC slab(ground bearing)

250 thick RCretaining wall

5

202

6

203

3

201




250 thick RClining wall

Staircase, toArchitect'sdetails

2

200

4

201

Pump chamber tospecialist details.

Line of edge ofexisting brick corbelfooting above, shownindicatively

500sq sump pump, refer toWYE drg J2211-C-090

300sq gully, refer to WYEdrg J2211-C-090

300sq access hatch,refer to Architectsdetails for waterproofing

300sq access hatch, referto Architects details forwaterproofing

SSL 46.036

1

200

47.991

47.991

Existing building,masonry walls


Existing LowerGround Floor

Existing LowerGround Floor

Up

5

202

6

203

3

201

New 250 RCretaining wall

2

200


4

201

Existingboundary wall

Light well, existingsurfacing, to remain

New stair and landingto Architect's details

Light Well, existingexternal surfacing toremain

Extent of existing brickcorbel footing above,shown indicatively

New 150mm thk landingslab to cantilever

New combined inspectionchamber, refer to WYEdrg J2211-C-090

1

200

5

202

6

203

3

201

2

200

4

201

SSL 49.336

SSL 50.226

SSL 48.950

Existing building,masonry walls



Existing boundary wall

Light well, existingsurfacing, toremain

Light Well

250 parapetwall

250 RC wallsbelow

250 parapetwall

NOTE: Continuous 25mm softjoint between existing and newstructure

TOC 50.336

A1

Project

Drawing Title

Drawing Status

Drawn by

Drawing Number

Sheet size Scale

Revision

Checked by

Notes

Rev

Employer Requirements

1 : 50

3TJ2211-S-100

HDN SW

General Arrangements

Stanley Crescent

1 : 50

BasementPlan

1 : 50

Lower GroundFloor

1. Do not scale the drawing

2. This drawing to be read in conjunction with all otherArchitects and Engineers drawings and specificationsincluding outline structural specificationThis drawing to be read in conjunction with all otherArchitects and Engineers drawings and specificationsincluding outline structural specification

3. All dimensions are in millimetres unless noted otherwise

4. Any discrepancies between structural and architecturalsetting out dimensions must be brought to the attention ofthe Architect and Engineers

5. Refer to specifications:J2211-Doc-03 Below Ground Drainage SpecificationJ2211-Doc-04_Structural SpecificationsJ2211-Doc-05_Basis of Design

6. Basement to be constructed in segments refer to drawingJ2211-S-400 for indicative construction sequence

7. All mass concrete to be grade Gen3

8. All RC to be grade RC35

1 : 50

Garden Slab

Date Description Drn App

T 1 19.05.16 Employer requirements issue MM BM

T 2 17.06.16 Employer requirements issue YP BM


Reinforcement Estimates

- Slabs 110 kg/m³- Beams 230 kg/m³- Retaining Walls 140 kg/m³

NOTE: All slab/wall & wall/wall junctions to have 3 barcorner RC detailing to give moment continuity.

All 'segments' cast in hit/miss sequence with'segment'/lifts dowelled together to ensure fullcontinuity of reinforcement. Refer to drawing J2211-S-400 for suggested construction sequence.

Reinforcement Covers

- RC wall cast against soil - 75mm- RC wall cast against masonry - 50mm- RC wall internal face - 35mm- Ground bearing slab top - 35mm

bottom - 50mm- Roof Slabs top - 50mm

bottom - 35mm

250 thick RC retaining wall

80mm floor finishes, to Archspec. on 20mm Delta Drain

Existing Lower Ground floor

Existing masonrycorbel footing

Existing Groundfloor

250 RC slab

250 thick RCparapet

Existing Brickwork walls

Topsoil

Drainage layer toArchitects details

Existing window opening


50.336

350 thick groundbearing RC slab

SSL 47.991

SSL 48.950

SSL 46.036

Nominal 200mmPolystyrene void former

100 mm Ø surface water drainage pipe.Refer to WYE drg J2211-C-090

Nominal 300sq access hatch refer toArchitects details for waterproofing

RC Upstand

25mm soft joint

50mm lean mix concrete blinding

TOC 50.646

SSL 51.136

350 thick RC groundbearing floor slab


250 thick RC wall

250 thick RC slab

250 thick RC slab

SSL 49.336

Existing conc slab, cut back toline with face of new RC infillwall

Topsoil


80mm finishes to FFL

Face of existing brickwall to existing building

Existing wall andfooting beyond

250 thick RC beam

Surfacing to Architects details

25mm Soft joint

SSL 50.220

25mm Soft joint

EX 47.991

SSL 46.036

200x200mm dp RC downstand


Existing fence reinstated onnew mass concrete footing

A

200

B200

Existing masonry

25mm Compressible fill soft jointbetween New RC structure andexisting masonry structure

New RC structure25

Waterproofing to Architects details

New RC retaining wall

25mm Compressible fill soft jointbetween New RC structure and

existing masonry structure

Existing slab25

Existing slab saw cut, toprovide 25mm gap

A1

Project

Drawing Title

Drawing Status

Drawn by

Drawing Number

Sheet size Scale

Revision

Checked by

Notes

Rev


Asindicated

2TJ2211-S-200

HDN SW

Sections Sheet 1

Stanley Crescent

1 : 25

Section 1

1 : 25

Section 2




















1 : 10

Detail A

1 : 10

Detail B




All 'segments' cast in hit/miss sequence with'segment'/lifts dowelled together to ensure full continuityof reinforcement. Refer to drawing J2211-S-400 forsuggested construction sequence.




bottom - 35mm


350 thick RC ground bearing slab

250 thick RC beam

250 thick RC slab

250 thick RC slab

Drainage material toArchitects details Topsoil

SSL 49.336

Light Well


Existing conc slab, cutback to line with face ofnew RC infill wall

SSL 46.036

SSL 50.226

EX 47.991

200x200 downstand RC beam

25mm soft joint



B200

Existing brickwork walls

Existing brick corbelfooting, to remain intact

51.136



250 thick RC beam

250 thk RC slab

Pump chamber, dims anddetails TBC by pump

designer & manufacturer

Existing floor

Existing floor

Existing brickworkwalls

Existing brick corbelfooting, to remainintact

250 thick RC slab

Surface finishes toArchitect's details

Drainage layer toArchitect's details

200

TBC

750 dia.200 200

Nominal 200mmPolystyrene void former


25mm Soft joint

25mm Soft joint

SSL 49.336

SSL 50.226

SSL 46.036

100dia surface water drainage pipe.Refer to WYE drg J2211-C-090

Nominal 300sq access hatch

50mm lean mix concrete blinding50mm lean mix concrete blinding


A

200

A

200

A1

Project

Drawing Title

Drawing Status

Drawn by

Drawing Number

Sheet size Scale

Revision

Checked by

Notes

Rev


1 : 25

2TJ2211-S-201

HDN SW

Sections Sheet 2

Stanley Crescent

1 : 25

Section 3

1 : 25

Section 4



















bottom - 35mm



250 thick RC wall

250 thickRC slab

Existingbuilding

SSL 49.336

+51.136



Topsoil

Existing GroundFloor Level

SSL 50.226

250 thick RC slab

250 thickRC wall

SSL 46.036

25mm soft joint

100dia surface water drainage pipe.Refer to WYE drg J2211-C-090

Nominal 300sq access hatchwaterproofing to Architects details

Polystyrene void former

TOC 50.646



A

200

150mm thk RC slab,cantilevering

A1

Project

Drawing Title

Drawing Status

Drawn by

Drawing Number

Sheet size Scale

Revision

Checked by

Notes

Rev


1 : 25

2TJ2211-S-202

HDN SW

Sections Sheet 3

Stanley Crescent

1 : 25

Section 5



















bottom - 35mm

Existing boundary wall

250 RC lining wall, cast inmaximum 450mm lifts

ExistingDoorwayBeyond

350 thick groundbearing RC slab

Height of existingbrickwork TBC on site

250 RC Retaining wall

TOC50.336

Staircase toArchitect's details

(shown indicatively)

New precast concrete lintelover new doorway

SSL 49.336

SSL 46.036

250 thick RC slab

C203


250mm thk RC lining wall

Slip membrane between existingmasonry and new RC wall

Existing masonry wall

A1

Project

Drawing Title

Drawing Status

Drawn by

Drawing Number

Sheet size Scale

Revision

Checked by

Notes

Rev


Asindicated

2TJ2211-S-203

HDN SW

Sections Sheet 4

Stanley Crescent1 : 25

Section 6









1 : 10

Detail C











bottom - 35mm

J2211-Doc-01-X15 Page 17 of 17

12 APPENDIX D

Supplementary drainage information

Greenfield Runoff from permeable area

Subject Parameter Existing Proposed Units

Hydrological region R 6 6

Soil Type S 4 4

Development’s permeable Area

Ap 2.3 x 10-3 2.5 x 10-3 Ha

Annual Rainfall SAAR 612 612 mm

Soil Runoff Coefficient SPR 0.47 0.47

Mean Annual Peak flow for 50ha

QBar50 1061.7 1061.7 l/s

Mean Annual Peak Flow for site

QBar 0.0488 0.0531 l/s

Discharge Rate of runoff for 1in1 year event

Q1 0.041 0.045 l/s


Q30 0.112 0.122 l/s


Q100 0.157 0.169 l/s

Rational Area Method for impermeable areas


Impermeable Area Ai 2.34 x10-3 2.14 x 10-3 Ha


Q1 0.083 0.076 l/s


Q30 0.200 0.183 l/s


Q100 0.264 0.242 l/s

Discharge Rate of runoff for 1in100 year event plus 30% climate change

Q100cc 0.343 0.315 l/s

Total runoff for impermeable and permeable areas


Area A 4.64 x10-3 5.35 x 10-3 Ha


Q1 0.124 0.121 l/s


Q30 0.376 0.305 l/s


Q100 0.421 0.411 l/s

Discharge Rate of runoff for 1in100 year event plus 30% climate change

Q100cc 0.547 0.5347 l/s

Overall, there is a reduction in the discharge from the site. This is due to the impermeable area

reducing. The discharge rates are extremely small and are well below the minimum discharge rate of

5l/s for any suitable flow control to work efficiently.

NEW HADEN PUMPS

P U M P I N G S O L U T I O N S

To: Webb Yates

Quote P-171072 A0 London Date: 05 May 2015 Page(s): Attn: James Allan Your Ref: E-mail: [email protected] Contact: Gary Warman Direct Tel: Mobile 07787558227 Tel: 020 3696 1576 Direct Fax: 01277 366763 E-mail: [email protected] James,

6 Stanley Crescent, London – Packaged Pump Station

■ New Haden Pumps Ltd. Draycott Cross Road Cheadle, Stoke-on-Trent Staffs. ST10 2NW, UK

■ Tel. 01538 757900 Fax 01538 757999 [email protected] www.NHPumps.com

■ Registered Office: New Haden Works, Cheadle, Staffs. ST10 2NW Registered in England, No. 826997 VAT No. 849 7500 90

Sole Distributor

for

£

PA to Managing Director

Reference your recent enquiry for the packaged pumping station required on the above development. I now have pleasure in offering a quotation for the pump set and other equipment listed below: Our offer includes for the following:

GRP chamber with stub pipes to suit the incoming drainage pipes, vent and cable duct, in positions and depths to suit the site conditions.

Duplex heavy duty sewage pumps with single phase motors

Duckfoot bends with quick release self locating couplings with guiderail to top of the

chamber. 40mm galvanised steel pipework with non-return valves and a single gate valve in the

horizontal with a 50mm final connection.

Level control floats and 10 metres of cable. IP54 sheet steel auto-changeover control panel with volt free contacts for remote alarms or BMS connectivity.

Delivery to site of all the above, with installation and commissioning in a single

visit after the chamber has been installed by a second party

mailto:[email protected]

NEW HADEN PUMPS


Quote P-171072 A0,

2

6 Stanley Crescent, London – Packaged Pump Station Full details are attached but please contact me if you require anything further. Regards Gary Warman New Haden Pumps Ltd. Sales Manager INSTALLATION TEAM: Our installation team consists of two operatives, having CSCS accreditation and confined space training (City and Guilds) along with all necessary skill training for the task. If there is a requirement to enter a confined space the operative will have an escape set and will be harnessed to the man riding winch. The top man will not be harnessed. If there is a site requirement for additional man power or for the top man to be harnessed there will be an additional charge. CLIENTS RESPONSIBILITY: Unloading at site. Cable containment between pump chamber and control panel. Provision of mains power to the panel. Despatch: To be confirmed at time of order. Chamber is dependent on the completion of manufacturing data

sheet with full and final details of pipe inverts and chamber depth.

Validity: 30 days from today.

Carriage: Paid to site.

Terms: Strictly net cash 30 days, subject to normal credit procedure as appropriate.

VAT: Will be added at the appropriate rate at the time of invoicing.

Misc: The offer is based on New Haden Pumps Ltd. Standard Terms and Conditions of Sale (available on request).

NEW HADEN PUMPS


Quote P-171072 A0,

3

TENDER FOR COMPAC ‘GRP’ PACKAGED PUMP STATION MOUNTING: Wet well / Guiderail

6 Stanley Crescent, London – Foul Water Packaged Pump Station Reference : COMPAC-M 750/ATC No. of Pumps : 2 Pump Type : ATC20W Capacity per Pump : 3.0 l/s Head Generated : 5.0 metres Max. Solids Capacity : Macerated to 8mm Impeller Design : Cutter/Vortex Motor Rating kW : 1.5 Motor Speed rpm : 2900 Supply Voltage : 1-50-230 – Single Phase Full Load Current : 9.5 amps Method of Starting : DOL Level Controls : Floats Control Sequence : Duty/standby Length of Cable : 10 metres. Other lengths available. Please advise Depth of Sump : 1250mm Pump Outlet Branch : 50mm Pipes and Valves : 40mm Final Discharge : 50mm Pipe Materials : Galvanised Steel GRP Chamber : 750mm dia Installation of pumps : Included Commissioning : Included at time of installation. Return visit extra Access Cover & Frame : 600 x 600mm clear opening required GRP chamber with duckfoot bends, guiderail, valves and pipes fitted out. Access opening of 600 x 600mm required. Incoming stub pipes, vent, cable duct in positions to suit and discharge pipe fixed as shown. Duplex submersible sewage pumps, lifting chain, level floats, 10 metres of cable and an IP54 sheet steel auto-changeover control panel designed for wall mounting indoors. All delivered to site with pumps and controls installed by our engineers. PRICE: £6,268.00 CLIENTS RESPONSIBILITY: Unloading at site. Cable containment between pump chamber and control panel. Provision of mains power to the panel. All connecting pipework.

NEW HADEN PUMPS


Quote P-171072 A0,

4

SPECIFICATION FOR PUMP SET FITTED WITH SUBMERSIBLE SEWAGE / DRAINAGE PUMPS

CHAMBER: Vertical, cylindrical, GRP, watertight pump chamber with sewer inlet and discharge connections as required in accordance with data sheet attached; the unit is complete with cable and chain suspension hooks, access cover with frame (moulded on or separate as required). The chamber is fabricated from GRP laminations, reinforced in all critical areas. The nominal wall thickness is 4 mm throughout with reinforcing ribs as necessary giving adequate hoop strength and stability. Steel reinforcements are bonded into the base to accept the pump and duckfoot bend where applicable and on units over 3 metres depth reinforcing ribs are bonded into the angled sides.

PUMP: Single stage fully submersible surface water or sewage pump with cast iron casing and impeller. The impeller is of vortex design with an external cutting mechanism to reduce the partical size to 10mm.

SEAL CHAMBER: Disposed between pump and motor and filled with oil retained by opposed seals. The primary seal has double tungsten carbide faces.

MOTOR: Squirrel cage motor contained in a watertight cast iron housing. The rotor shaft rotates in deep groove ball bearings.

CABLE: Suitable length(s) of multi-core flexible cable connected to motor windings through a watertight sealed gland.

GUIDE RAIL SYSTEM: Low-level self-locating quick release coupling combined with 90o duckfoot bend having guide rail location socket.

GUIDE RAILS: Galvanised guide rail(s) from head of sump to base bend, complete with upper location bracket.

CHAIN: Suitable capacity galvanised lifting chain complete with shackles.

VALVES: Single gate valve in horizontal pipe and non-return valves in each discharge leg.

PIPES: Vertical riser and horizontal section in materials as data section. Multi-pump systems include a manifold giving a single final connection to suit the rising main.

PANEL: IP54 Single section multi-motor control panel of sheet steel dust and damp protecting RAL7035 light grey polyester powder coat finished enclosure for indoor wall or backboard mounting, with front access, necessary labels, numbered terminals and incorporating 1 - Door interlocked isolator 2 - Sets of motor fuses with HRC fuse links 1 - Set control fuses and links 1 - 230V/24V control transformer 2 - DOL Motor starters incorporating thermal overload relay 2 - Hand-off-Auto selector switches 2 - Pump running indicator lamps 2 - Pump tripped indicator lamps 1 - High level indicator lamp 1 - Power available lamp 1 - High level buzzer and mute button 1 - Set of volt free contacts (high level, pump No1 and No2 overload tripped) 1 - Stepping relay for duty pump rotation 1 - Low voltage float control LEVEL CONTROLS: Encapsulated non-mercury float switches with suspension cable and weight, complete with suspension/mounting bracket.

NEW HADEN PUMPS


Quote P-171072 A0,

5

Documents

Construction Method Statement & SUDS Statement