Construction Method Statement & SUDS Statement
Transcript of 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
X5 05/11/15 SW SB Issue for planning
X6 17/12/15 SW SB Issue for planning
X7 11/03/16 SW SB Issue for planning
X8 16/03/16 SW SB Issue for planning
X9 09/05/16 SW SB Issue for Planning
X10 09/05/16 SW SB Issue for Planning
X11 10/05/16 SW SB Issue for Planning
X12 03/06/16 SW SB Issue for Planning
X13 10/06/16 SW SB Issue for Planning
X14 20/06/16 SW SB Issue for Planning
X15 20/06/16 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).
J2211-Doc-01-X15 Page 14 of 17
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
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
[5]
0.0
[3]
5.1 kN/m²
STAGE 2 : 1st lift wall
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
[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
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]
-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
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]
-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
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
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
4 Made Ground 8.50 0.59 0.49 2.04 1.40 2.86 1.00 Calculated
- 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
Summary Results Node Level Displacement Moment Shear
[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
Ground level [m] LEFT: 0.00 RIGHT: 0.00 Soil zones changed
RESULTS FOR STAGE 2 : 1st lift wall
Summary Results Node Level Displacement Moment Shear
[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
Summary Results Node Level Displacement Moment Shear
[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
Summary Results Node Level Displacement Moment Shear
[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
Strut ForcesNo. Node Strut Horiz Moment Max
no. force force strut
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
Summary Results Node Level Displacement Moment Shear
[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
Strut ForcesNo. Node Strut Horiz Moment Max
no. force force strut
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
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
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
4 Made Ground 8.50 0.59 0.49 2.04 1.40 2.86 1.00 Calculated
- 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
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
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. 1 applied at this stage
Summary Results Node Level Displacement Moment Shear
[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 RCretaining wall
250 thick RCretaining wall
250 thick RCretaining wall
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
250 thick RCretaining wall
Existing LowerGround Floor
Existing LowerGround Floor
Up
5
202
6
203
3
201
New 250 RCretaining wall
2
200
250 thick RCretaining wall
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
250 thick RCretaining wall
250 thick RCretaining wall
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
T 3 20.06.16 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
250 thick RC retaining wall
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 retaining wall
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
Drainage layer toArchitects details
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
50mm lean mix concrete blinding
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
Employer Requirements
Asindicated
2TJ2211-S-200
HDN SW
Sections Sheet 1
Stanley Crescent
1 : 25
Section 1
1 : 25
Section 2
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. 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
Date Description Drn App
T 1 19.05.16 Employer requirements issue MM BM
T 2 17.06.16 Employer requirements issue YP BM
1 : 10
Detail A
1 : 10
Detail B
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 full continuityof reinforcement. Refer to drawing J2211-S-400 forsuggested 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
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
80mm finishes to FFL
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
50mm lean mix concrete blinding
Existing fence reinstated onnew mass concrete footing
B200
Existing brickwork walls
Existing brick corbelfooting, to remain intact
51.136
250 thick RC retaining wall
350 thick RC ground bearing slab
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
80mm finishes to FFL
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
50mm 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
Employer Requirements
1 : 25
2TJ2211-S-201
HDN SW
Sections Sheet 2
Stanley Crescent
1 : 25
Section 3
1 : 25
Section 4
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
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 full continuityof reinforcement. Refer to drawing J2211-S-400 forsuggested 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
350 thick RC ground bearing slab
250 thick RC wall
250 thickRC slab
Existingbuilding
SSL 49.336
+51.136
Drainage layer toArchitects details
80mm finishes to FFL
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
Existing fence reinstated onnew mass concrete footing
50mm lean mix concrete blinding
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
Employer Requirements
1 : 25
2TJ2211-S-202
HDN SW
Sections Sheet 3
Stanley Crescent
1 : 25
Section 5
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
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 full continuityof reinforcement. Refer to drawing J2211-S-400 forsuggested 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
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
50mm lean mix concrete blinding
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
Employer Requirements
Asindicated
2TJ2211-S-203
HDN SW
Sections Sheet 4
Stanley Crescent1 : 25
Section 6
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 : 10
Detail C
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 full continuityof reinforcement. Refer to drawing J2211-S-400 forsuggested 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
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
Discharge Rate of runoff for 1in30 year event
Q30 0.112 0.122 l/s
Discharge Rate of runoff for 1in100 year event
Q100 0.157 0.169 l/s
Rational Area Method for impermeable areas
Subject Parameter Existing Proposed Units
Impermeable Area Ai 2.34 x10-3 2.14 x 10-3 Ha
Discharge Rate of runoff for 1in1 year event
Q1 0.083 0.076 l/s
Discharge Rate of runoff for 1in30 year event
Q30 0.200 0.183 l/s
Discharge Rate of runoff for 1in100 year event
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
Subject Parameter Existing Proposed Units
Area A 4.64 x10-3 5.35 x 10-3 Ha
Discharge Rate of runoff for 1in1 year event
Q1 0.124 0.121 l/s
Discharge Rate of runoff for 1in30 year event
Q30 0.376 0.305 l/s
Discharge Rate of runoff for 1in100 year event
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
NEW HADEN PUMPS
P U M P I N G S O L U T I O N S
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
P U M P I N G S O L U T I O N S
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
P U M P I N G S O L U T I O N S
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
P U M P I N G S O L U T I O N S
Quote P-171072 A0,
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