Ridgway Place

All structural engineering drawings are to be read with the specification and with all relevant architect's and service engineer's drawings and specifications.

Do not scale from any structural engineer's drawing. All dimensions are in millimetres and levels in metres.

All water and damp proofing works to be to architect's details. Where drawings show waterproof or damp proof membranes, they are simply intended to indicate their position in relation to the structure. The membranes have been designed, specified and detailed by the architect or the manufacturers and are to be installed as shown on their drawings.

All fire protection and finishes are to the architect's details unless specifically noted otherwise.

All floor separation details and acoustic isolation are to the architect's details.

All external works, landscaping, paving etc. are to the architect's details. Typically, all non-loadbearing partitions are omitted for clarity. Refer to the architect's drawings for details.

Abbreviations:-

CA-Contract Administrator

CJ-Construction Joint

crs-centres

EGL-Existing Ground Level

FFL-Finished Floor Level

max-maximum min-minimum

MC-Mass Concrete

MJ-Movement Joint

MS-Mild Steel

NTS-Not To Scale

PC-Precast Concrete

RC-Reinforced Concrete

SOP-Setting Out Point

SSL-Structural Slab Level

TOC-Top of concrete

TOS-Top of steel

TOW-Top of wall

typ-typical

UNO-Unless Noted Otherwise

u/s-underside

Ø -diameter

The contractor is to ensure that all construction products used have the appropriate CE accreditation, including marking and/or paperwork confirming the same.

Checking -The engineer's comments on sub-contractors drawings will centre on compliance with the design intent and exclude dimensional checks.

TEMPORARY WORKS:

The contractor is responsible for the design, installation and maintenance of all necessary temporary works to ensure the strength and stability of the building throughout the course of the works.

The contractor should confirm details of the person responsible for all temporary works design (called the 'temporary works designer coordinator') when returning the tender.

Full design details (drawings and calculations) are required for comment by the Engineer for all temporary support systems. Three copies of all details for comment are to be issued allowing ten working days for preparation of comments by the Engineer.

EXISTING STRUCTURE:

The existing structural information shown on these drawings is based on visual inspection of the building and upon limited opening up works. All details of the existing construction are subject to confirmation by the Contractor during the works on site. No materials are to be ordered until the relevant details and conditions are confirmed by the Contractor on site.

CONTRACTOR DESIGN:

The contractor is responsible for the design and installation of the following elements (edit for each specific project):

• All temporary works (see above)

• All steel connections (see section 7 STEEL notes)

• Engineered timber, timber connections and secondary timber elements

• RC drawings and bending schedules

• All cladding design, including design of masonry façades, and all fixings and framework required to connect the cladding back to the primary structure

• Masonry support steelwork, both vertically (e.g. shelf angles, lintels) and laterally (e.g. windposts) and the fixings back to primary structure

• Architectural metalwork including handrails, balustrades and their associated fixings

• All staircase design including all structure required to support stair off primary structural frame

• Secondary steelwork/general metalwork, including all framing supports / connections/fixing design into substrates for all nonstructural secondary items including the following:

* Access ladders / walkways

* Builders work / supports to services

* Lift equipment, guiderails, lifting hooks

* Cleaning cradles

* Ceilings

• Glazing design including all associated framework/fixings back to primary structure, including full height glazing, windows, roof lights and balustrades

• Non-load bearing walls partitions

• Louvre design and fixings back to the primary structure

All existing foundations and underground obstructions within the foundation areas are to be removed to avoid hardspots developing under the new works. Live services are to be identified, protected, redirected or terminated as required.

All foundation drawings to be read in conjunction with the Site Investigation Report No. SAS 22/35602-1 Issued by Site Analytical services ltd September 2022

SPREAD FOUNDATIONS:

Pad and strip footings are to be founded in London Clay

wIth an assumed bearing capacity of 220kN/m²

Where specified, heave protection to be 225mm thick heave deck (cordek

HX S Grade 9/13 or similar approved) + 50mm blidning on underside of the slab UNO

Concrete to be in accordance with the specification, BS 8500: Part 2 and BS EN 206.

Cover not exposed to ground water or weather (mm)

New loadbearing masonry walls are to be fully toothed and bonded into existing masonry. Edges of all new openings are to be made good using fully bonded new brickwork.

• waterproofing Basement Waterproofing

• Dewatering

Before starting the work the contractor is to check for any services that could be damaged by the underpinning work, and shall be responsible for ensuring that his operations do not in any way impair the safety or condition of the building, both before and during theexecution of the work. He should immediately inform the Engineer if he considers that more stringent procedures than those specified are necessary.

Underpinning is to be carried out in short sections of about 1.0m in length to the widths shown unless otherwise directed by the engineer, and to the satisfaction of the engineer and the Building Inspector. Projecting portions of the existing footings are to be carefully cut off where directed and the underside of the footings are tobe cleaned and hacked free of dirt, soil or loose materials before underpinning. The sides of the previous underpinning bays are to be dowelled and / or roughened keyed to thesatisfaction of the Engineer.

The mass concrete is to be stopped offnominally 75mm below the underside of the existing wall / footing, and the final pinning over the whole width of the wall / footing is to be carried out with 1:3 mix cement to sharp sand dry-pack mortar, well-rammed in 24 hours after the massconcrete has been poured. Excavation to any section of underpinning shall not be started until at least 48 hours after completion of any adjacent sections, and excavation and concreting of any section of underpinning should ideally be carried out on the same day.

Sequence of underpinning to be as shown, or typically 1, 3, 5, 2, 4, 1, 3….

All sections marked 1 to be excavated,cast and dry-packed before starting excavation of sections marked 2, etc. The Contractor is to keep a record of the sequence and dimensions of the underpinning actually completed, including details of excavation, casting concrete and pinning up for each section.

Excavated material intended for backfilling is to be kept protected from drying-out or wetting, and is to be placed in maximum 150mm layers, carefully compacted with a pneumatic or electric percussion tool with compacting plate.

4. Loading

IMPOSED LOADING:

For superimposed dead and live loading assumptions, please refer to loading plans. In general:

• Structural floors have been designed to allow for Superimposed Dead Loads based off the floor build ups as proposed by the architect as well as suitable contingency allowance at this design stage for any changes

• Structural floors have been designed to carry uniformly distributed imposed loads in accordance with BS EN 1991-1-1

WIND LOADING:

The global wind load used for the design of the stability system has been calculated using BS EN 1991-1-4.

The fundamental value of basic wind velocity (vb0) for the site is 21.5ms¯¹

The following factors from BS EN 1991-1-4 and the UK National Annex have been utilised in the generating the basic wind velocity (vb):

cdir = 1

cseason = 1

Cladding and roofing designers are to utilise BS EN 1991-1-4 to determine pressure coefficients and localised wind pressures for sheeting/glazing façade/masonry supports fixing to structure.

SNOW LOADING:

General snow loading has been included in roof design loadings UNO additional allowance should be made for heaping in accordance with BS EN 1991-1-3.

Cement Replacement 70% 70% 50%

All timber members are to be grade C16 to BS EN 338 unless noted otherwise. Timber to be pressure-impregnated with preservative and cut ends brush treated.

Concrete finishes to be as follows:

• All formed surfaces to be Ordinary to BS EN 13670 and in accordance with the National Structural Concrete Specification (NSCS) unless noted otherwise.

• All unformed surfaces to be Basic to BS EN 13670 and in accordance with the NSCS unless noted otherwise

Average reinforcement rate (Kg/m³)

Concrete Elements Weight/Volume

RC slab (Extension) 225Kg/m³

RC Slab (Main house) 125Kg/m³

Where new brickwork is to be stitched into existing, cut out brickwork, to the depth shown, where cracked and as indicated on the drawings or specified by the engineer. Stitch in new brickwork to match existing set in 1:1:6 mortar. New brickwork is to be toothed into the existing providing as many fully bonded stretchers as possible. Ensure that the new brickwork is completed such that all voids within the depth of the wall are filled completely with mortar.

Brickwork below and within 150mm of ground level to be laid in mortar using sulphate-resisting cement.

Where directed on site or indicated on the drawings, buried timber set in the thickness of brick walls is to be cut out and the resulting voids infilled with solid brickwork set in 1:1:6 mortar.

Pockets for padstones etc. in party walls to be formed by carefully removing stretchers and snapping off headers where required.

Joists marked DJ are to be doubled joists, TJ are to be triple joists, bolted together using M12 grade 8.8 bolts at 600mm centres along span. Joists to be doubled-up under all partition walls parallel with span, or with solid blocking under where perpendicular.

All bolts into timber are to have 50sq x 3 thick MS washers below nut.

Solid blocking or herringbone strutting is to be provided between all timber joists or rafters as follows:

• 2.5m to 4.5m span: midspan and at each end support

• Spans longer than 4.5m: two rows equally spaced in span and at end supports

• Outer joists or rafters to be blocked solidly to perimeter walls.

Wall plates for roofs are to be tied down using 1200 long 30 x 2.5 galvanized MS straps at 1200 crs with 100 bob end. Straps are to be nailed to the top plate and plugged and screwed to the internal face of the wall. Refer to typical details.

Holes less than 300mm square are generally not shown on structural drawings. Refer to services engineer's / sub-contractor's drawings. All holes including those not shown on structural drawings must be agreed with the engineer.

Holes in slabs which have been cast:

All builderswork proposals to be submitted to the structural engineer for checking prior to works commencing on site. Generally reinforcement and embedded structural steelwork will not be permitted to be cut, and holes greater than 300mm wide will generally not be allowed. Contractor to allow for scanning and exposing all areas in the vicinity of proposed builderswork to identify, locate, and avoid cutting reinforcement.

Contractor to assume all openings are to be cored/saw cut.

No builder's work openings are to be cut without first obtaining agreement to proceed from the CA.

Openings in beams and load bearing walls will generally not be allowed, unless approved by the engineer.

Infilling of openings around services to architect's or services engineer's requirements. Where a load bearing infill is required this is to be designed by the contractor. Details to be submitted to the CA for comment.

+No allowance has been made in the figures for project contingency which could be required to cover issues including:

-Possible (unknown) Client, Architect or Contractor change –e.g., requests for thinner or more slender elements, which will increase the reinforcement rates.

-Contractor requirements –additional reinforcement to suit temporary works proposals, strengthened ground floor slabs (construction access), top-down construction, cladding fixings etc.

+In particular, the following have not been included within the figures:

-Chairs and lacers.

-Couplers, threaded bars, and pull-out bars.

-Reinforcement for temporary works (such as construction plant and storage loads, top-down construction, temporary platforms, screens, hoists etc.) and safety requirements.

-Reinforcement for sub-contractor design elements.

-Site stock, including site wastage.

-Sequencing requirements.

-Contractor reinforcement placement preferences.

-Additional requirements for construction joints and temporary openings.

-Reinforcement for non-structural upstands, such as plinths.

+ Allow an additional 8 kg/m rebar around door openings and trimming voids.

+ Weight of laps has been approximated within reinforcement allowances based on 9 m stock length for slabs and 6 m stock length for walls. Columns assume bar laps at each floor.

+The estimates are based on loads as per the loading plans.

+Variable load reductions have been used in the load factors in accordance with BS EN 1990-1.

+All reinforced concrete is in-situ.

+All slabs are designed on an assumed strike time of 14 days; no construction loading in the first 2 weeks after striking. Any changes to the assumed contract will impact the long term deflections and reinforcement estimates.

+The basement raft foundation and contiguous pile capping beam rates are an estimate awaiting final geotechnical consultant and piling contractor input.

All loadbearing blockwork is to have a minimum characteristic strength of 7.0N/mm2. All loadbearing brickwork is to have a minimum characteristic strength of 20N/mm2.

Refer to the architect's drawings and specification for setting out of masonry, mortar types, coursing and bonding requirements and jointing details.

Lintels, unless noted otherwise, to internal walls and internal skins to be:

• Up to 1500 span: 100 deep prestressed lintel.

• 1501 to 2500 span: 140 deep prestressed lintel.

• 2501 to 3500 span: 215 deep prestressed lintel.

Lintels to be typically 100 wide with multiple lintels supplied to suit width of wall. All lintels to have minimum 150mm bearing at supports, unless noted otherwise. Lintels to be supplied by Supreme or a similar approved manufacturer.

All new non-loadbearing masonry walls are to be fixed to adjoining new or existing masonry using ‘Furfix’wall starters or similar approved. Head restraint to be provided by sleeved ties or galvanised MS angles fixed to the soffit.

All steelwork to be grade S355 UNO to BS EN 10025-2 and in accordance with the current edition of the National Structural Steelwork Specification (NSSS) CE Marking Version and structural engineer's specification and BS EN 1993. All Open sections and plates are to be to BS EN 10025-1. All Hollow sections (RHS SHS CHS / OHS) are to be “Celsius 355”sections by TATA or equivalently graded to BS EN 10210-1.

EXC2 uno

The Execution Class of the Steel Structure is Setting out of steelwork is shown to the centre of symmetric sections and to the back face of PFCs and RSAs.

The steelwork fabricator shall produce and submit two copies of dimensioned fabrication drawings to the engineer. The engineer requires ten working days to comment. The engineer's comments on drawings will centre on compliance with the design intent and exclude dimensional checks.

The fabricator is to complete the design, drawings and calculations of all connections, using design connection forces given by the engineer. All steelwork connections to existing or new, steel or concrete are to be contractor designed.

All bolted connections are to include a minimum of 2No M16 bolts per member unless specifically indicated otherwise

All bolts are to be grade 8.8 sheradized to BS 7371-8, class 30. All bolts, nuts and washers are to be to in line with the requirements of the NSSS CE Marking version. Washers are to be placed beneath the rotated item.

All welds to be minimum 6mm leg length continuous fillet welds unless specifically noted otherwise. All full and partial penetration welds to be ground down smooth.

All splices are to be designed for full strength and such that the connection does not increase the overall depth of the section unless otherwise noted on the drawings or agreed with the engineer.

For steel sheet roofs the contractor is to detail all trimmer purlins required at penetrations, hips and valleys.

For paint finishes refer to table below (Sherwin-Williams Paints or similar approved):

Steel elements / exposure / locations Paint system

Within Cavity Macropoxy® C400V3 Zinc Phosphate primer to 175 microns

Internal Macropoxy® C400V3 Zinc Phosphate primer to 75 microns

External Hot dip galvanised to 85 microns

Exposed steel in pool area Macropoxy® C425 to 250 microns

Within unheated spaces + internal plantrooms Macropoxy® C400V3 Zinc Phosphate primer to 125 microns

Lateral restraint straps for floors are to be minimum 1200 long 30 x 5 galvanized MS straps at 1200 crs with 150 bob end. Straps perpendicular to joists to be nailed to tops of three joists + solid blocking infill using 5 No. 75 long, 3.8Ø nails. Straps parallel to joists are to be let-in to the top of the joists and nailed in place using 6 No. 50 long, 3.4Ø nails. Refer to typical details.

Composite ply layers to timber floors to be glued and screwed in accordance with BS EN 315 using min 50mm long galvanised screws @ 400crs. Laps in plywood to be staggered across floor area. Where joists supporting ply decking sit within the depth of steel beams the level of the top of the joists should be a minimum of 10mm above the level of the top of the steel to allow for shrinkage of the timber.

NOTCHES/HOLES IN TIMBER:

Notches / holes in timber should be avoided if possible. The contractor is to submit proposals for any holes and notches to the structural engineer for confirmation prior to works commencing on site, and allow for visual inspection by the engineer of any existing joists.

The following provides guidance on typical preferred locations of proposed holes/notches in new joists. These will be subject to review and confirmation by the structural engineer that they are applicable for each specific location:

Notches:

• Minimum 100mm spacing:

• Depth (maximum): 0.125 x joist depth.

• Distance from supports: Between 0.07 and 0.25 x span Holes (Locate at centre of joist):

• Diameter (maximum): 0.25 x joist depth.

• Centres (minimum): 3 x diameter of largest hole.

Distance from supports: Between 0.25 and 0.4 of span.

Sustainability

All timber and wood based products for either temporary or permanent inclusion in the works must be from legal and sustainable sources, as defined by the UK government Central Point of Expertise on Timber (CPET), and delivered to site with full chain of custody.

Chain of custody schemes recognised as meeting the above include:

• Program for the Endorsement of Forest Certification (PEFC)

• Forest Stewardship Council (FSC)

• Grown in Britain (GiB)

Concrete plinths are to be provided to act as bases for mechanical plant where required by services engineer. Dimensions of plinths are to suit the mechanical plant used. Drawings are to be submitted to the structural engineer for checking of plant weights on floors.

10. Health And Safety

The key construction stage health and safety hazards on this project which are considered to be unusual, abnormal or unexpected to a competent contractor carrying out work of this nature are:

Activity Hazard

Deep excavation ground water

Sequencing

Ensure that all sequence of works are agreed prior to commencement of works and that the agreed sequence is followed to ensure stability of all elements

Contractor to take necesary precautions prior to demolition of existing structure to ensure existing load paths are not broken without introduction of temproary support. Any concerns relating to the condition of the existing structure should be highlighted to HTS

Rev Scale at A1 Job Name Drawing Title Purpose of Issue Drg No STRUCTURAL & CIVIL ENGINEERS STEEL TILLETT HEYNE 100mm @ A1 (50mm @ A3) Suitability HTS Job No T2 1 1 General Notes Preliminary 2856-HTS-XX-ZZ-DR-S-0001 S1 2856 Ridgway Place, 50 http://hts.uk.com/ London SW19 4SW Rev Date ByEngAmendment T107.12.22SB JNIssue For Tender T215.12.11NN NFIssue For Tender

3. Underpinning

5. Concrete

6. Masonry

7. Steel

+Reinforcement allowances are based on a Stage 5 level of design. suitable contingencies appropriate to the design stage must be allowed for.

1. This drawing is to be read in conjunction with all relevant architects, engineers and specialists drawings and specifications.

2. Do not scale from this drawing in either paper or digital form. Use written dimensions only. To check drawing has been printed to the intended scale the above bar should be 100mm.

3. Any setting out dimensions shown in red are to be confirmed by the architect. All dimensions are to be checked by the contractor against site dimensions prior to fabrication /commencement of work on site. Beams and columns are to be centred on grid unless noted otherwise. Setting out of steelwork is shown to the centre of symmetric sections and to the back face of PFCs and RSAs. Proposed

London SW19 4SW

-

General Floor Structure Notes:

Top of timber joists are to be 10mm above the top of any supporting steelwork to allow for tolerances.

-

-

-

-

N 1. This drawing is to be read in conjunction with all relevant architects, engineers and specialists drawings and specifications.

3. Any setting out dimensions shown in red are to be confirmed by the architect. All dimensions are to be checked by the contractor against site dimensions prior to fabrication /commencement of work on site. Beams and columns are to be centred on grid unless noted otherwise. Setting out of steelwork is shown to the centre of symmetric sections and to the back face of PFCs and RSAs.

Windposts are a CDP by the contractor.

*Windposts shown indicatively for load bearing masonry elements only. Contractor is to allow for windposts required in non load bearing masonry

Axial +Ve Compression

tension

shear

shear

Existing joists note:

• Sizes are shown based on localised opening up works.

• A full assessment on the condition of the existing joists will be required by HTS.

• A new 18mm ply deck should be screwed down to the existing joists where no decking exists to stiffen the existing joists.

Proposed

overWP3

overWP3 = Major axis

5. Connection detailing to comply with the Engineer's specification and the National Steelwork specification.

6. Where existing beams are to be strengthened, the contractor is to design the existing beam end connections for the increase in loads.

7. All forces are factored ULS loads UNO.

8. All connections to be designed to a minimum Fx = 75kN and Fz = 50kN uno.

9. All connections to comply with the disproportionate collapse requirements specified in BS5950 and Part A of the Building Regulations

10. All connections drawn are indicative.

11. For definitions of loads and axes refer to XXX Typical Steel frame Load Definitions.

load

Steel Beams RefType B2 UB457x152x74 B3 UB203x133x30 B4 RHS200x120x10 B5 UC203x203x46 B6 TUC152x76x19 B7 UC203x203x86 B8 UB254x146x31 B11UC203x203x52 B13UB305x165x40 B14UB406x140x39 B15RHS300x100x16 Proposed Steel Cols RefType C1 RHS120x80x10 C2 SHS100x100x10 C3 UC203x203x46 C4 UC254x254x73 C6 UC152x152x30 C7 RHS250x100x10 C8 RHS200x100x10 Proposed Floors RefThickness

Type 1 225 thk RC slab 2 200 thk RC slab 3 175 thk RC slab 4 150 thk RC slab Proposed Timber Cols Ref Size Proposed

All new steel beams supported on existing masonry walls to sit on mass concrete padstones Rev Date ByEngAmendment T107.12.22SB JNIssue For Tender T215.12.11NN NFIssue For Tender

RefJoists Boarding R1<varies> at 300crs18mm thk plywood R144 x 200 at 600crs18mm thk plywood R3TUC152x76x19 at 500crs 18mm thk plywood T150 x 225 at 300crs18mm thk plywood T150x200 at 400crs18mm thk plywood T250 x 225 at 300crs18mm thk plywood T350x100 at 400crs18mm thk plywood Legend Proposed RC structure Proposed timber structure Proposed Steel Framing PS1 - 440lg x 100wd x 215dp MC padstone PS2 - 600lg x 215wd x 215dp MC padstone PS3 - 830lg x 140wd x 330dp MC padstone PSx Red dimension TBC by architect Dim Proposed Foundations RefWidthLengthDepthDescription F1 600 600 600 Mass concrete F2 1000 1000 800 Mass concrete F3 500 500 600 Mass concrete Red assumed Site Boundary Line Pre-cast lintel above, refer to notes Assumed catnic lintels, to architects detail 203x130x30UB with 10mm plate L1 L2 L3

HEYNE

TILLETT

http://hts.uk.com/ London SW19 4SW

Job Name

Drawing Title Purpose of Issue Drg No

Preliminary

Rev Scale at A1

length Steel to be set so that joists are 10mm above

Joists as per plan with 18mm plywood glued and screwed over, supported on expament joist hangers

of joists

Joist Hanger or similar

blocking with M10 bolts @ 800crs along full length

1. This drawing is to be read in conjunction with all relevant architects, engineers and specialists drawings and specifications.

2. Do not scale from this drawing in either paper or digital form. Use written dimensions only. To check drawing has been printed to the intended scale the above bar should be 100mm.

3. Any setting out dimensions shown in red are to be confirmed by the architect. All dimensions are to be checked by the contractor against site dimensions prior to fabrication /commencement of work on site. Beams and columns are to be centred on grid unless noted otherwise. Setting out of steelwork is shown to the centre of symmetric sections and to the back face of PFCs and RSAs.

RefType C1 RHS120x80x10

C2 SHS100x100x10 C3 UC203x203x46 C4 UC254x254x73 C6 UC152x152x30 C7 RHS250x100x10 C8 RHS200x100x10

RefType B2 UB457x152x74 B3 UB203x133x30 B4 RHS200x120x10 B5 UC203x203x46 B6

B7 UC203x203x86 B8 UB254x146x31 B11UC203x203x52 B13UB305x165x40 B14UB406x140x39 B15RHS300x100x16

Floors RefThickness and Type 1 225 thk RC slab 2 200 thk RC slab 3 175 thk RC slab 4 150 thk RC slab Proposed Timber Cols Ref Size Proposed Timber Floors RefJoists Boarding R1<varies> at 300crs18mm thk plywood R144 x 200 at 600crs18mm thk plywood R3TUC152x76x19 at 500crs 18mm thk plywood T150 x 225 at 300crs18mm thk plywood T150x200 at 400crs18mm thk plywood T250 x 225 at 300crs18mm thk plywood T350x100 at 400crs18mm thk plywood Legend Proposed RC structure Proposed timber structure Proposed Steel Framing PS1 - 440lg x 100wd x 215dp MC padstone PS2 - 600lg x 215wd x 215dp MC padstone PS3 - 830lg x 140wd x 330dp MC padstone PSx Red dimension TBC by architect Dim Proposed Foundations RefWidthLengthDepthDescription F1 600 600 600 Mass concrete F2 1000 1000 800 Mass concrete F3 500 500 600 Mass concrete Red assumed Site Boundary Line Pre-cast lintel above, refer to notes Assumed catnic lintels, to architects detail 203x130x30UB with 10mm plate L1 L2 L3 Rev Date ByEngAmendment T107.12.22SB JNIssue For Tender T215.12.11NN NFIssue For Tender DWG 1 10 3100 Section 1 -1 DWG 1 10 3100 Section 2 -2 DWG 1 10 3100 Section 3 -3 DWG 1 : 10 3090 Section 4 -4

London SW19 4SW

Foundation Notes:

• Mass concrete strip foundations to be minimum 1.0m deep. Final depth of foundations to be confirmed on site following excavations. Foundations are to bear onto a consistent bearing strata in the clay soils.

• Depth of foundations is to be determined by proximity to any new and existing trees.

• Edge strip foundations are to have 75mm clayboard to the inside face of the strip in accordance with NHBC rules.

Windpost note:

Windposts are a CDP by the contractor. Design intent shown.

WP = Ancon windpost

WP3 = 95 x 60 x 5

*Windposts shown indicatively for load bearing masonry elements only. Contractor is to allow for windposts required in non load bearing masonry

1. This drawing is to be read in conjunction with all relevant architects, engineers and specialists drawings and specifications.

2. Do not scale from this drawing in either paper or digital form. Use written dimensions only. To check drawing has been printed to the intended scale the above bar should be 100mm.

3. Any setting out dimensions shown in red are to be confirmed by the architect. All dimensions are to be checked by the contractor against site dimensions prior to fabrication /commencement of work on site. Beams and columns are to be centred on grid unless noted otherwise. Setting out of steelwork is shown to the centre of symmetric sections and to the back face of PFCs and RSAs.

MC padstone

Foundation Notes:

• Mass concrete strip foundations to be minimum 1.0m deep. Final depth of foundations to be confirmed on site following excavations. Foundations are to bear onto a consistent bearing strata in the clay soils.

• Depth of foundations is to be determined by proximity to any new and existing trees.

• Edge strip foundations are to have 75mm clayboard to the inside face of the strip in accordance with NHBC rules.

is shown to the centre of symmetric sections and to the back face of PFCs and RSAs.

Section 2-2

Top of timber joists are to be 10mm above the top of any supporting steelwork to allow for tolerances.

Timber joists under proposed internal non load-bearing stud walls are to be doubled up. refer to architects plans for partition locations.

*

Beams with symbol are to have 10mm bottom plates pre-welded to the bottom flange to support either existing timber floors or new RC slabs.

Steel beams supporting new timber floors are to have 12mm diameter pre-drilled holes to enable to fixity of the timber blocking to the steelwork on site.

All new steel beams supported on existing masonry walls to sit on mass concrete padstones

Existing joists note:

• For size and spacing of existing joists please refer to HTS's existing drawings.

• Sizes are shown based on localised opening up works.

• Sufficient allowances should be made for the strengthening of existing joists on site following the full site strip out.

• A full assessment on the condition of the existing joists will be required by HTS.

• A new 18mm ply deck should be screwed down to the existing joists where no decking exists to stiffen the existing joists.

Windpost note:

Windposts are a CDP by the contractor. Design intent shown.

WP = Ancon windpost

WP3 = 95 x 60 x 5

*Windposts shown indicatively for load bearing masonry elements only. Contractor is to allow for windposts required in non load bearing masonry

1. This drawing is to be read in conjunction with all relevant architects, engineers and specialists drawings and specifications.

2. Do not scale from this drawing in either paper or digital form. Use written dimensions only. To check drawing has been printed to the intended scale the above bar should be 100mm.

3. Any setting out dimensions shown in red are to be confirmed by the architect. All dimensions are to be checked by the contractor against site dimensions prior to fabrication /commencement of work on site. Beams and columns are to be centred on grid unless noted otherwise. Setting out of steelwork is shown to the centre of symmetric sections and to the back face of PFCs and RSAs. Proposed

Proposed Steel Cols

RefType C1 RHS120x80x10 C2 SHS100x100x10 C3 UC203x203x46 C4 UC254x254x73 C6 UC152x152x30 C7 RHS250x100x10 C8 RHS200x100x10

Top of timber joists are to be 10mm above the top of any supporting steelwork to allow for tolerances.

Timber joists under proposed internal non load-bearing stud walls are to be doubled up. refer to architects plans for partition locations.

*

Beams with symbol are to have 10mm bottom plates pre-welded to the bottom flange to support either existing timber floors or new RC slabs.

Steel beams supporting new timber floors are to have 12mm diameter pre-drilled holes to enable to fixity of the timber blocking to the steelwork on site.

All new steel beams supported on existing masonry walls to sit on mass concrete padstones

Existing joists note:

• For size and spacing of existing joists please refer to HTS's existing drawings.

• Sizes are shown based on localised opening up works.

• Sufficient allowances should be made for the strengthening of existing joists on site following the full site strip out.

• A full assessment on the condition of the existing joists will be required by HTS.

• A new 18mm ply deck should be screwed down to the existing joists where no decking exists to stiffen the existing joists.

Windpost note:

Windposts are a CDP by the contractor.

Design intent shown.

WP = Ancon windpost

WP3 = 95 x 60 x 5

*Windposts shown indicatively for load bearing masonry elements only. Contractor is to allow for windposts required in non load bearing masonry

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

of PFCs and RSAs.

Ridgway Place, 50

London SW19 4SW

of work on site. Beams and columns are to be centred on grid unless noted otherwise. Setting out of steelwork is shown to the centre of symmetric sections and to the back face of PFCs and RSAs. Proposed

Proposed Steel Cols

RefType

C1 RHS120x80x10

C2 SHS100x100x10

C3 UC203x203x46

C4 UC254x254x73

C6 UC152x152x30

C7 RHS250x100x10

C8 RHS200x100x10

Proposed

B14UB406x140x39

B15RHS300x100x16

Proposed Floors

RefThickness and Type

1 225 thk RC slab

2 200 thk RC slab

3 175 thk RC slab 4 150 thk RC slab

Top of timber joists are to be 10mm above the top of any supporting steelwork to allow for tolerances.

Timber joists under proposed internal non load-bearing stud walls are to be doubled up. refer to architects plans for partition locations.

*

Beams with symbol are to have 10mm bottom plates pre-welded to the bottom flange to support either existing timber floors or new RC slabs.

Steel beams supporting new timber floors are to have 12mm diameter pre-drilled holes to enable to fixity of the timber blocking to the steelwork on site.

All new steel beams supported on existing masonry walls to sit on mass concrete padstones

Existing joists note:

• For size and spacing of existing joists please refer to HTS's existing drawings.

• Sizes are shown based on localised opening up works.

• Sufficient allowances should be made for the strengthening of existing joists on site following the full site strip out.

• A full assessment on the condition of the existing joists will be required by HTS.

• A new 18mm ply deck should be screwed down to the existing joists where no decking exists to stiffen the existing joists.

Windpost note:

Windposts are a CDP by the contractor. Design intent shown.

WP = Ancon windpost

WP3 = 95 x 60 x 5

*Windposts shown indicatively for load bearing masonry elements only. Contractor is to allow for windposts required in non load bearing masonry

1. This drawing is to be read in conjunction with all relevant architects, engineers and specialists drawings and specifications.

Do not scale from this drawing in either paper or digital form. Use written dimensions only. To check drawing has been printed to the intended scale the above bar should be 100mm.

3. Any setting out dimensions shown in red are to be confirmed by the architect. All dimensions are to be checked by the contractor against site dimensions prior to fabrication /commencement of work on site. Beams and columns are to be centred on grid unless noted otherwise. Setting out of steelwork is shown to the centre of symmetric sections and to the back face of PFCs and RSAs.

-

-

General Floor Structure Notes: -

Timber joists under proposed internal non load-bearing stud walls are to be doubled up. refer to architects plans for partition locations.

Steel beams supporting new timber floors are to have 12mm diameter pre-drilled holes to enable to fixity of the timber blocking to the steelwork on site.

1. This drawing is to be read in conjunction with all relevant architects, engineers and specialists drawings and specifications.

2. Do not scale from this drawing in either paper or digital form. Use written dimensions only. To check drawing has been printed to the intended scale the above bar should be 100mm.

3. Any setting out dimensions shown in red are to be confirmed by the architect. All dimensions are to be checked by the contractor against site dimensions prior to fabrication /commencement of work on site. Beams and columns are to be centred on grid unless noted otherwise. Setting out of steelwork is shown to the centre of symmetric sections and to the back face of PFCs and RSAs.

Existing joists note:

• For size and spacing of existing joists please refer to HTS's existing drawings.

• Sizes are shown based on localised opening up works.

• Sufficient allowances should be made for the strengthening of existing joists on site following the full site strip out.

• A full assessment on the condition of the existing joists will be required by HTS.

• A new 18mm ply deck should be screwed down to the existing joists where no decking exists to stiffen the existing joists.

Sump RC box note:

Proposed Foundations

This line of underpinning is to be reinforced concrete underpinning. The extent is dictated by the extent of the existing steps. The foundation is assumed to step up with the existing steps. Refer to Detail.

New opening

600mm wide x 750mm deep MC strip

In this area allow for HX S cordek heave protection under bottom of slab. 225mm deep, grade 7/10 on 50mm blinding.

50mm blinding over 150mm hardcore elsewhere

Pre-cast lintels above, refer to notes New opening

refer to details

Embed this maximum 100mm into the existing wall.

Open excavation assumed for construction of basement. Retaining wall to be back filled with free drainage granular material. Drainage strategy TBC

PSx

x 215dp MC padstone PS2 - 600lg x 215wd x 215dp MC padstone PS3 - 830lg x 140wd x 330dp MC padstone

assumed Site Boundary

This area of existing masonry is retained. Only a local chase out in the wall line

New mass concrete underpinning to enable the lowering of the slabs. Mass COncrete underpinning to be carried out in max 1.0m wide sections in a sequence agreed with the contractor

The extent of underpinning shown is to enable the lowering of the existing slab to achieve a new FFL of ?. Mass concrete underpinning is to be formed in max 1.0m sections in a 1,4,2,5,3 sequence to be determined by the contractor. Sufficient curing time between pours is to be allowed for in the construction programme.

The underpinning shown is also based on the trial pit investigations which are limited to local areas. Sufficient allowances should be made to account for any deviations on site when comparing to the SI.

Underpin details drawn based on existing footing assumptions. Existing condition / size of footings to be determined on site.

Ground Water:

Intrusive borehole investigations on site have found the water level in the ground to be circa 3m below ground level. Further ground water monitoring is to be undertaken on site to establish the long term ground water level. The contractor is to determine the level of the ground water for their own temporary works design and sequencing proposals for the formation of the basement and the underpinning to the main house.

Suitable allowances should be made for a dewatering strategy if required, with specialists being engaged early to advise on dewatering implications on the permanent works design.

The retaining wall type shown assumes that an open excavation could be formed to cast the retaining wall. This assumes the water found in the investigation is perched or that a dewatering strategy could be achieved. The contractor is to make HTS aware if this is not the case and propose a new method of forming the retaining walls (embedded contig piled wall for example).

L1 L2 L3

All new steel beams supported on existing masonry walls to sit on mass concrete padstones Rev Date ByEngAmendment T107.12.22SB JNIssue For Tender T215.12.11NN NFIssue For Tender

Pre-cast lintel above, refer to notes Assumed catnic lintels, to architects detail 203x130x30UB with 10mm plate

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

Section 2-2 -Typical Section Through External Wall Underpins Showing Key Detail Between RC & Existing Masonry

Underpinning Notes:

The extent of underpinning shown is to enable the lowering of the existing slab to achieve a new FFL of ?. Mass concrete underpinning is to be formed in max 1.0m sections in a 1,4,2,5,3 sequence to be determined by the contractor. Sufficient curing time between pours is to be allowed for in the construction programme.

The underpinning shown is also based on the trial pit investigations which are limited to local areas. Sufficient allowances should be made to account for any deviations on site when comparing to the SI.

Underpin details drawn based on existing footing assumptions. Existing condition / size of footings to be determined on site.

Ground Water:

Intrusive borehole investigations on site have found the water level in the ground to be circa 3m below ground level. Further ground water monitoring is to be undertaken on site to establish the long term ground water level. The contractor is to determine the level of the ground water for their own temporary works design and sequencing proposals for the formation of the basement and the underpinning to the main house.

Suitable allowances should be made for a dewatering strategy if required, with specialists being engaged early to advise on dewatering implications on the permanent works design.

The retaining wall type shown assumes that an open excavation could be formed to cast the retaining wall. This assumes the water found in the investigation is perched or that a dewatering strategy could be achieved. The contractor is to make HTS aware if this is not the case and propose a new method of forming the retaining walls (embedded contig piled wall for example).

RSAs.

Proposed Basement Underpinning Details

1. Refer to drawing 0001 for general notes

2. These drawings are to be read in conjunction with all other consultant's information, the engineer's specifications and the employer's requirement document.

3. Do not scale from this drawing in either paper or digitalform. Use written dimensions only. To check drawing has been printed to the intended scale the above bar should be 100mm long @A1 or 50mm long @ A3.

4. The contractor is responsible for the design of all steelwork connections, including connections involving existing steelwork column baseplate and capping plate connections.

5. Connection detailing to comply with the Engineer's specification and the National Steelwork specification.

6. Where existing beams are to be strengthened, the contractor is to design the existing beam end connections for the increase in loads.

7. All forces are factored ULS loads UNO.

8. All connections to be designed to a minimum Fx = 75kN and Fz = 50kN uno.

9. All connections to comply with the disproportionate collapse requirements specified in BS5950 and Part A of the Building Regulations

10. All connections drawn are indicative.

11. For definitions of loads and axes refer to XXX Typical Steel frame Load Definitions.

1. This drawing is to be read in conjunction with all relevant architects, engineers and specialists drawings and specifications.

2. Do not scale from this drawing in either paper or digital form. Use written dimensions only. To check drawing has been printed to the intended scale the above bar should be 100mm.

3. Any setting out dimensions shown in red are to be confirmed by the architect. All dimensions are to be checked by the contractor against site dimensions prior to fabrication /commencement of work on site. Beams and columns are to be centred on grid unless noted otherwise. Setting out of steelwork is shown to the centre of symmetric sections and to the back face of PFCs and RSAs. Proposed

STRUCTURAL &

CIVIL

ENGINEERS STEEL TILLETT HEYNE

http://hts.uk.com/ London SW19 4SW

Ridgway Place, 50

Proposed Extension Lower Roof Plan Preliminary

As indicated

as per plan with 18mm plywood glued and screwed over, supported on expament joist hangers

stel plate welded to top of RHS

wall plate, resin fixed to masonry

1. This drawing is to be read in conjunction with all relevant architects, engineers and specialists drawings and specifications.

2. Do not scale from this drawing in either paper or digital form. Use written dimensions only. To check drawing has been printed to the intended scale the above bar should be 100mm.

3. Any setting out dimensions shown in red are to be confirmed by the architect. All dimensions are to be checked by the contractor against site dimensions prior to fabrication /commencement of work on site. Beams and columns are to be centred on grid unless noted otherwise. Setting out of steelwork is shown to the centre of symmetric sections and to the back face of PFCs and RSAs.

steelwork for cantilevering canopy will need to be fixed directly back to our main steel. Detail to be developed with contractor (secondary steelwork CDP)

plate fixed to steel with staggered M12's, steel to be pre drilled

Joists as per plan with 18mm plywood glued and screwed over, supported on expament joist hangers

Proposed Steel Cols

dimensions shown in red are to be confirmed by the architect. All dimensions are to be checked by the contractor against site dimensions prior to fabrication /commencement of work on site. Beams and columns are to be centred on grid unless noted otherwise. Setting out of steelwork is shown to the centre of symmetric sections and to the back face of PFCs and RSAs. Proposed Steel Beams

RHS250x100x10

RHS200x100x10

Proposed Floors RefThickness

1. This drawing is to be read in conjunction with all relevant architects, engineers and specialists drawings and specifications.

2. Do not scale from this drawing in either paper or digital form. Use written dimensions only. To check drawing has been printed to the intended scale the above bar should be 100mm.

3. Any setting out dimensions shown in red are to be confirmed by the architect. All dimensions are to be checked by the contractor against site dimensions prior to fabrication /commencement of work on site. Beams and columns are to be centred on grid unless noted otherwise. Setting out of steelwork is shown to the centre of symmetric sections and to the back face of PFCs and RSAs.

Proposed Steel Cols RefType C1 RHS120x80x10 C2 SHS100x100x10 C3 UC203x203x46 C4 UC254x254x73

C6 UC152x152x30 C7 RHS250x100x10 C8 RHS200x100x10

Proposed Steel Beams

Section 1 -1

Proposed Floors RefThickness and Type 1 225 thk RC slab 2

Section 2 -2

B8 UB254x146x31 B11UC203x203x52

Underpinning Notes:

The extent of underpinning shown is to enable the lowering of the existing slab to achieve a new FFL of ?. Mass concrete underpinning is to be formed in max 1.0m sections in a 1,4,2,5,3 sequence to be determined by the contractor. Sufficient curing time between pours is to be allowed for in the construction programme.

The underpinning shown is also based on the trial pit investigations which are limited to local areas. Sufficient allowances should be made to account for any deviations on site when comparing to the SI.

Underpin details drawn based on existing footing assumptions. Existing condition / size of footings to be determined on site.

Ground Water:

Intrusive borehole investigations on site have found the water level in the ground to be circa 3m below ground level. Further ground water monitoring is to be undertaken on site to establish the long term ground water level. The contractor is to determine the level of the ground water for their own temporary works design and sequencing proposals for the formation of the basement and the underpinning to the main house.

Suitable allowances should be made for a dewatering strategy if required, with specialists being engaged early to advise on dewatering implications on the permanent works design.

The retaining wall type shown assumes that an open excavation could be formed to cast the retaining wall. This assumes the water found in the investigation is perched or that a dewatering strategy could be achieved. The contractor is to make HTS aware if this is not the case and propose a new method of forming the retaining walls (embedded contig piled wall for example).

Red assumed Site Boundary Line Pre-cast lintel above, refer to notes Assumed catnic lintels, to architects detail 203x130x30UB with 10mm plate

L1 L2 L3 Rev Date ByEngAmendment T107.12.22SB JNIssue For Tender T215.12.11NN NFIssue For Tender

Ridgway

Top of timber joists are to be 10mm above the top of any supporting steelwork to allow for tolerances. - Timber joists under proposed internal non load-bearing stud walls are to be doubled up. refer to architects plans for partition locations.

*

Beams with symbol are to have 10mm bottom plates pre-welded to the bottom flange to support either existing timber floors or new RC slabs.

Steel beams supporting new timber floors are to have 12mm diameter pre-drilled holes to enable to fixity of the timber blocking to the steelwork on site.

All new steel beams supported on existing masonry walls to sit on mass concrete padstones

Existing joists note:

• For size and spacing of existing joists please refer to HTS's existing drawings.

• Sizes are shown based on localised opening up works.

• Sufficient allowances should be made for the strengthening of existing joists on site following the full site strip out.

• A full assessment on the condition of the existing joists will be required by HTS.

• A new 18mm ply deck should be screwed down to the existing joists where no decking exists to stiffen the existing joists.

Windpost note:

Windposts are a CDP by the contractor. Design intent shown.

WP = Ancon windpost

WP3 = 95 x 60 x 5

*Windposts shown indicatively for load bearing masonry elements only. Contractor is to allow for windposts required in non load bearing masonry

N 1. This drawing is to be read in conjunction with all relevant architects, engineers and specialists drawings and specifications.

2. Do not scale from this drawing in either paper or digital form. Use written dimensions only. To check drawing has been printed to the intended scale the above bar should be 100mm.

3. Any setting out dimensions shown in red are to be confirmed by the architect. All dimensions are to be checked by the contractor against site dimensions prior to fabrication /commencement of work on site. Beams and columns are to be centred on grid unless noted otherwise. Setting out of steelwork is shown to the centre of symmetric sections and to the back face of PFCs and RSAs.

Proposed Steel Beams

the centre of symmetric sections and to the back face of PFCs and RSAs.

unless noted otherwise. Setting out of steelwork is shown to the centre of symmetric sections and to the back face of PFCs and RSAs.

Proposed

1. This drawing is to be read in conjunction with all relevant architects, engineers and specialists drawings and specifications. 2. Do not scale from this drawing in either paper or digital form. Use written dimensions only. To check drawing has been printed to the intended scale the above bar should be 100mm. 3. Any setting out dimensions shown in red are to be confirmed by the architect. All dimensions are to be checked by the contractor against site dimensions prior to fabrication /commencement of work on site. Beams and columns are to be centred on grid unless noted otherwise. Setting out of steelwork is shown to the centre of symmetric sections and to the back face of PFCs and RSAs.

1. This drawing is to be read in conjunction with all relevant architects, engineers and specialists drawings and specifications.

2. Do not scale from this drawing in either paper or digital form. Use written dimensions only. To check drawing has been printed to the intended scale the above bar should be 100mm.

3. Any setting out dimensions shown in red are to be confirmed by the architect. All dimensions are to be checked by the contractor against site dimensions prior to fabrication /commencement of work on site. Beams and columns are to be centred on grid unless noted otherwise. Setting out of steelwork is shown to the centre of symmetric sections and to the back face of PFCs and RSAs.

http://hts.uk.com/ London SW19 4SW

Proposed Extension Section 2-2

Proposed Extension Section 1-1

Proposed Extension Section 3-3

and columns are to be centred on grid unless noted otherwise. Setting out of steelwork is shown to the centre of symmetric sections and to the back face of PFCs and RSAs.