Grand Penthouse by Nathan Nselala

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 , Arup Archive Drawings and a site survey. 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:

• All temporary works (see above)

• All steel connections (see section 7 STEEL notes)

• Piled foundation design

• 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

2. Loading

IMPOSED LOADING:

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

3. Concrete

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.

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.

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

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.

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 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.

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.

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.

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.

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.

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.

PRECAST:

All PC flooring, facade and stair units are to be designed by the subcontractor in accordance with the specification & BS EN 1992-1. The system used shall be designed to carry the loadings as stipulated in the above tables.

The sub-contractor shall produce and submit dimensioned layout drawings and calculations to the engineer for comment and Building Regulations submission ten working days before manufacture. The sub-contractor is to indicate any areas of in-situ concrete required to complete the floors. The staircase subcontractor shall also indicate the lines of support of the staircase unit.

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.

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

8. Health And Safety

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)

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

Structure instability during demolition

Damage to stairs, façade or structure during installation

Drilling and fixing resulting in loss of concrete integrity

All temporary works to be in place with RAMS signed off by the CA. Demolish only what is shown on drawings and provide crash decks where appropriate to provide impact protection.

Installation of new staircases. Contractor to evaluate stair geometry and weights and splice as necessary to suit the logistics plan.

Post fixing steelwork to concrete elements. Ferro scanning is recommended for all operations. A tungsten carbide masonry drill bit which is refused by rebar and PT tendon ducts must be used to prevent accidental damage to rebar.

1. General Notes

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

4. Masonry 5. Steel 6. Timber 7. Builders Work Notes

Concrete Elements Grade Cover exposed to ground water or weather (mm) Cover not exposed to ground water or weather (mm) Blinding GEN1 N/A N/A MC GEN3 N/A N/A RC Substructure RC32/40 40 25

Floor level Imposed load Partition load (kN/m²) (kN/m²) Level 6 2.0 Level 7 2.0 Roof As per Arup Loading Plans 1.2 1.2 n/a Cement Replacement 70% 70% 50%

EXC2 uno 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 P1 1 1 General Notes Preliminary CBPH-HTS-XX-ZZ-DR-S-00001 S1 2873 Grand Penthouse http://hts.uk.com/

Square, 8, SW1W 8DS

Date

Whistler

Rev

ByEngAmendment P120.12.22NNGCStage 3

Ferroscan

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

Allowable Fixing Zones Concrete Structures

2 Allowable fixing zones for in-situ concrete are not applicable to bolt sizes less than M6 with an embedment depth less than the cover to reinforcement.

Allowable fixing zones into pre-cast concrete slabs applies to all fixing types.

The restrictions noted on this drawing refer to fixings/anchors that are 'post fixed' and not to fixings/anchors cast or built in.

Shot fixings not permitted.

Reinforcement is not to be cut/drilled out; where reinforcement is encountered fixing positions are to be relocated.

STRUCTURAL

Grand Penthouse

http://hts.uk.com/ Whistler Square, 8, SW1W 8DS

Typical Fixings Details

Typical Setion on Ceiling Fixing Denotes non-fixing zones Internal External C CL 35 mm 35 mm 25 mm 25 mm 100 mm 25 mm 25 mm CL 150 Typical Plan on Internal RC walls Typical Plan on External Retaining walls Typical Setion on Slab Edge CL

faces of concrete to find reinforcement in top and bottom of slab and in column / wall STAGE 2 Setup plywood template and mark acceptable position of new bolt holes. Drill new holes in both RC structure and new steel endplates using plywood template as a guide. All drilling to be undertaken using masonry drill bit, under no circumstances may reinforcement be cut / damaged STAGE 3 Install resin fixings as per manufacturers instructions Rev

at A1

STAGE

Scan

Scale

Drawing

Drg No

Job Name

Title Purpose of Issue

& CIVIL ENGINEERS

100mm @ A1 (50mm @ A3) Suitability HTS Job No P2 As indicated

STEEL TILLETT HEYNE

CBPH-HTS-XX-ZZ-DR-S-00005 2873

3.1 3.2 3.3 3.4 3.5

Rev Date ByEngAmendment P127.10.22NNGCStage 3 P220.12.22NNGCStage 3

1 2

100mm @ A1 (50mm @ A3)

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 long

NOTE:

All existing details shown are based on archive drawings and limited opening up works. Assumptions have been made regarding existing construction. Materials, construction, framing and spans of existing slabs and walls to be confirmed during enabling works.

Level of understanding

LOU 0 -A placeholder element that has been modeled where no survey or archive information is available.

LOU 1 -A placeholder element that has been modeled where no archive information is available but has had its location verified by pre-strip out measured building survey.

LOU 2 -An element that has been identified and modeled from archive information. Sizes, locations and levels will typically be correct, but will need conformation by site measurement prior to fabrication of any proposed structure.

LOU 3 -An element that has been identified and modeled from archive information and had its location verified by pre-strip out measured building survey.

LOU -4 An element that has been identified and modeled from archive information and had its location verified by post-strip out measured building survey

LOU -5 An element that has been modeled to align with a post-strip out measured building survey.

P220.12.22NNGCStage 3

Rev Scale at A1 Job Name Drawing Title Purpose of Issue Drg No

STRUCTURAL & CIVIL ENGINEERS STEEL TILLETT HEYNE Suitability HTS Job No P2 CBPH-HTS-XX-ZZ-DR-S-00006 2873 Existing Level of Understanding of Elements Grand Penthouse Whistler Square, 8, SW1W 8DS http://hts.uk.com/

Rev Date ByEngAmendment P127.10.22NNGCStage

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 long

E2 SSL 24.935 A 28018 A 28019 A 28100 B2 1 B2 2 B2 3 B2 4 B2 5 B2 6 B2 7 B2 8 B2 9 B2 10 B2 11B2 12 B2 13B2 14 B2 15 B2 16 B2 17 B2 19 B2 20 B2 21 B2 22 B2 23 B2 A B2 D B2 E B2 H B2 24 B2 C B2 F B2 G B2 B B2 18 Lift loads supported at this level Lift loads supported at this level Rev Scale at A1 Job Name Drawing Title Purpose of Issue Drg No 100mm @ A1 (50mm @ A3) STRUCTURAL & CIVIL ENGINEERS STEEL TILLETT HEYNE Suitability HTS Job No P3 1 100 CBPH-HTS-ZZ-06-DR-S-28015 2873 Proposed Level 6 Grand Penthouse Whistler Square, 8, SW1W 8DS http://hts.uk.com/ NOTE: All existing details shown are based on archive drawings and limited opening up works. Assumptions have been made regarding existing construction. Materials, construction, framing and spans of existing slabs and walls to be confirmed by site investigations. Slab levels shown in red have been derived from assumed finishes and are to be confirmed by site investigations. This drawing is to be read in conjunction with all relevant architects, engineers and specialists drawings and specifications. Do not scale from this

1 2 Proposed Steel Beams RefType B1 PFC150x75x18 Proposed Steel Cols RefType Proposed Floors RefThickness and Type 1 275 thk RC slab Proposed Walls RefThickness and Type Proposed RC Cols RefSize Dia (mm)Type Proposed RC Beams RefSize Legend Proposed RC structure Proposed WRC structure ST Connection Strengthening M Moment connection C Crank Splice S B1 25mm Pre-camber Proposed Steel Framing TB Thermal Break BR Break in beam PS1 - 450lg x 215wd x 150dp MC padstone PSx PS1 - 600lg x 215wd x 215dp MC padstone Red dimension TBC by architect Dim Stair to fabricated in S275 plate throughout. Stair clad in stone veneer (assumed 30mm thick) to all faces. Stone assumed to be bedded on 15mm cementitios grout at all positions except the soffit. Stair designed for an imposed load of 3kN/m2 Stair response factor limited to 24 1 2 3 4 STAIR NOTES Rev Date ByEngAmendment P128.07.22NNGCStage 2 P227.10.22NNGCStage 3 P320.12.22NNGCStage 3 Proposed Fabricated Beams Ref:A(mm)B(mm)C(mm)D(mm)E(mm)F(mm)Weight (kg/m) FB1150 300 20 300 20 12 105.00 A B C E D F

Staircases designed as monolithic sections (self weight circa. 990kg). Facade may require removing for stair installation TBC Contractor logistics plan.

steel weight is 990kg for stair 1

written dimensions only. To check drawing has been printed to the intended scale the above bar should be 100mm long

E1 SSL 28.485 1 1 1 SSL 28.485 SSL 28.485 SSL 28.485 2637 3475 3081 3273 2647 2719 Existing Rebars to be

on site.

to new slab

detail for anchorage. 6190 Existing column edge to be exposed. Couplers to be confirmed on site Existing column edge to be exposed. Couplers to be confirmed on site Existing

on site 1600 6194 New slab to utilise existing couplers in slab edge. Reinforcement to match coupler arrangement (B16s @ 150) throughout. Existing slab edge to be exposed. Couplers to be confirmed on site 760 2170

Lift setting out and dims to be confirmed by architects B1

cut

Please refer

opening

slab edge to be exposed. Couplers to be confirmed

Opening

existing slab construction for lift

The steel weight is 983 kg for stair 2 A 28100 Existing column under. Column between level 07 and roof to be removed B2 1 B2 2 B2 3 B2 4 B2 5 B2 6 B2 7 B2 8 B2 9 B2 10 B2 11B2 12 B2 13B2 14 B2 15 B2 16 B2 17 B2 19 B2 20 B2 21 B2 22 B2 23 B2 A B2 D B2 E B2 H B2 24 B2 C B2 F B2 G B2 B B2 18 See 28020/28021 for dressing room construction PFC to be post fixed through web to column face. PFC to be dry packed up to slab ahead of opening being cut. TOS 28.173 PFC150x75x18 Dowels post drilled and fixed into the existing RC walls. Existing Rebars to be scanned prior to the installation of the dowels Dowels post drill and fixed into the existing RC walls. Existing Rebars to be scanned prior to the installation of the dowels B1 PFC150x75x18 TOS 28.173 1 28101 Sim 2 28101 Sim 1 28101 Sim 2 28101 Sim Slab edge broken back and reinforcement anchored in line with HTS sketches SK013 and SK015. Rev Scale at A1 Job Name Drawing Title Purpose of Issue Drg No 100mm @ A1 (50mm @ A3) STRUCTURAL & CIVIL ENGINEERS STEEL TILLETT HEYNE Suitability HTS Job No P3 1 100 CBPH-HTS-ZZ-07-DR-S-28016 2873

Level

Grand Penthouse

8DS http://hts.uk.com/ NOTE: All existing details shown are based on archive drawings and limited opening up works. Assumptions have been made regarding existing construction. Materials, construction, framing and spans of existing slabs and walls to be confirmed by site investigations. Slab levels shown in red have been derived from assumed finishes and are to be confirmed by site investigations. This drawing is to be read in conjunction with all relevant architects, engineers and specialists drawings and specifications.

not scale from

drawing in either paper or digital form.

The

Proposed

Whistler Square, 8, SW1W

this

Use

E4 SSL 31.920 Upstand to be constructed around new opening to dress waterproofing layer up. Allow a 150thk upstand with TOC to match other BWIC through roof. 1000 1000 FB1 A 28100 B2 1 B2 2 B2 3 B2 4 B2 5 B2 6 B2 7 B2 8 B2 9 B2 10 B2 11B2 12 B2 13B2 14 B2 15 B2 16 B2 17 B2 19 B2 20 B2 21 B2 22 B2 23 B2 A B2 D B2 E B2 H B2 24 B2 C B2 F B2 G B2 B B2 18 Setting out and dimensions to be confirmed by architects TOS 31.585 Beam to be introduced under the slab. Allow for dry pack Rev Scale at A1 Job Name Drawing Title Purpose of Issue Drg No 100mm @ A1 (50mm @ A3) STRUCTURAL & CIVIL ENGINEERS STEEL TILLETT HEYNE Suitability HTS Job No P3 1 100 CBPH-HTS-ZZ-RF-DR-S-28017 2873 Proposed Roof Level Grand Penthouse Whistler Square, 8, SW1W 8DS http://hts.uk.com/ NOTE: All existing details shown are based on archive drawings and limited opening up works. Assumptions have been made regarding existing construction. Materials, construction, framing and spans of existing slabs and walls to be confirmed by site investigations. Slab levels shown in red have been derived from assumed finishes and are to be confirmed by site investigations. This drawing is to be read in conjunction with all relevant architects, engineers and specialists drawings and specifications.

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 long 1 2 Proposed Steel Beams RefType B1 PFC150x75x18 Proposed Steel Cols RefType Proposed Floors RefThickness and Type 1 275 thk RC slab Proposed Walls RefThickness and Type Proposed RC Cols RefSize Dia (mm)Type Proposed RC Beams RefSize Legend Proposed RC structure Proposed WRC structure ST Connection Strengthening M Moment connection C Crank Splice S B1 25mm Pre-camber Proposed Steel Framing TB Thermal Break BR Break in beam PS1 - 450lg x 215wd x 150dp MC padstone PSx PS1 - 600lg x 215wd x 215dp MC padstone Red dimension TBC by architect Dim Stair to fabricated in S275 plate throughout. Stair clad in stone veneer (assumed 30mm thick) to

faces. Stone assumed to be bedded on 15mm cementitios grout at all positions except the soffit. Stair designed for an imposed load of 3kN/m2 Stair response factor limited to 24 1 2 3 4 STAIR NOTES Rev Date ByEngAmendment P128.07.22NNGCStage 2 P227.10.22NNGCStage 3 P320.12.22NNGCStage 3 Proposed Fabricated Beams Ref:A(mm)B(mm)C(mm)D(mm)E(mm)F(mm)Weight (kg/m) FB1150 300 20 300 20 12 105.00 A B C E D F

all

1 28018 SSL 28.485 SSL 24.935 3 28018 2 28018 Treads formed through 6mm continuous folded plate, welded to stringer plate sections. B2 2 B2 3 B2 D B2 E 1 28101 2 28101 SSL 24.935 FFL to be confirmed by Architect B2 2 FFL to be confirmed by Architect SSL 28.485 Sringer connection to slab edge to be desgined in subsequent design stages B2 2 B2 3 17 300d x 20t S275 stringer sections 300d x 20t S275 stringer sections Stairs 1 Stairs 2 Stair Key plan Rev Scale at A1 Job Name Drawing Title Purpose of Issue Drg No 100mm @ A1 (50mm @ A3) STRUCTURAL & CIVIL ENGINEERS STEEL

HEYNE Suitability HTS Job No P3 As indicated CBPH-HTS-ZZ-ZZ-DR-S-28018 2873 Proposed

Penthouse

Square, 8, SW1W 8DS http://hts.uk.com/

TILLETT

Stairs

Grand

Whistler

Plan View -Stairs 1

Section 1-1 Section 3-3

3D View -Stairs 1 NOTE: All existing details shown are based on archive drawings and limited opening up works. Assumptions have been made regarding existing construction. Materials, construction, framing and spans of existing slabs and walls to be confirmed by site investigations. Slab levels shown in red have been derived from assumed finishes and are to be confirmed by site investigations.

Section 2-2 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 long 1 2 Proposed Steel Beams RefType B1 PFC150x75x18 Proposed Steel Cols RefType Proposed Floors RefThickness and Type 1 275 thk RC slab Proposed Walls RefThickness and Type Proposed RC Cols RefSize Dia (mm)Type Proposed RC Beams RefSize Legend Proposed RC structure Proposed WRC structure ST Connection Strengthening M Moment connection C Crank Splice S B1 25mm Pre-camber Proposed Steel Framing TB Thermal Break BR Break in beam PS1 - 450lg x 215wd x 150dp MC padstone PSx PS1 - 600lg x 215wd x 215dp MC padstone Red dimension TBC by architect Dim 6mm folded steel plate to form treads 300d x 20t S275 continuous plate stringer. Post fixed connection to 325thk PT slab required. Connection to be agreed with fabricator in subsequent design stages. Stair to fabricated in S275 plate throughout. Stair clad in stone veneer (assumed 30mm thick) to all faces. Stone assumed to be bedded on 15mm cementitios grout at all positions except the soffit. Stair designed for an imposed load of 3kN/m2 Stair response factor limited to 24 1 2 3 4 STAIR NOTES Rev Date ByEngAmendment P128.07.22NNGCStage 2 P227.10.22NNGCStage 3 P320.12.22NNGCStage 3 Proposed Fabricated Beams Ref:A(mm)B(mm)C(mm)D(mm)E(mm)F(mm)Weight (kg/m) FB1150 300 20 300 20 12 105.00 A B C E D F Stringer connection to slab edge to be designed in subsequent design stages

SSL 28.485 1 28019 SSL 24.935 2 28019 B2 15 B2 16 B2 17 B2 F B2 G FFL to be confirmed by Architect SSL 24.935 B2 16 Existing 325 thk PT slab SSL 28.485 FFL to be confirmed by Architect 300d x 20t S275 continuous plate stringer. B2 F B2 G Stairs 1 Stairs 2 Stair Key plan Rev Scale at A1 Job Name Drawing Title Purpose of Issue Drg No 100mm @ A1 (50mm @ A3) STRUCTURAL & CIVIL ENGINEERS STEEL TILLETT HEYNE Suitability HTS Job No P3 As indicated CBPH-HTS-ZZ-ZZ-DR-S-28019 2873 Proposed Stairs 2 Grand Penthouse Whistler Square, 8, SW1W 8DS http://hts.uk.com/ NOTE: All existing details shown are based on archive drawings and limited opening up works. Assumptions have been made regarding existing construction. Materials, construction, framing and spans of existing slabs and walls to be confirmed by site investigations. Slab levels shown in red have been derived from assumed finishes and are to be confirmed by site investigations. 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 long 1 2 Proposed Steel Beams RefType B1 PFC150x75x18 Proposed Steel Cols RefType Proposed Floors RefThickness and Type 1 275 thk RC slab Proposed Walls RefThickness and Type Proposed RC Cols RefSize Dia (mm)Type Proposed RC Beams RefSize Legend Proposed RC structure Proposed WRC structure ST Connection Strengthening M Moment connection C Crank Splice S B1 25mm Pre-camber Proposed Steel Framing TB Thermal Break BR Break in beam PS1 - 450lg x 215wd x 150dp MC padstone PSx PS1 - 600lg x 215wd x 215dp MC padstone Red dimension TBC by architect Dim

Plan View -Stairs 2 Section 1-1 Section 2-2

Stair to fabricated in S275 plate throughout. Stair clad in stone veneer (assumed 30mm thick) to all faces. Stone assumed to be bedded on 15mm cementitios grout at all positions except the soffit. Stair designed for an imposed load of 3kN/m2 Stair response factor limited to 24 1 2 3 4 STAIR NOTES 300d x 20t S275 continuous plate stringer. 6mm folded steel plate to form treads Rev Date ByEngAmendment P128.07.22NNGCStage 2 P227.10.22NNGCStage 3 P320.12.22NNGCStage 3 Proposed Fabricated Beams Ref:A(mm)B(mm)C(mm)D(mm)E(mm)F(mm)Weight (kg/m) FB1150 300 20 300 20 12 105.00 A B C E D F Post fixed connection to 325thk PT slab required. Connection to be agreed with fabricator in subsequent design stages. Stringer connection to slab edge to be designed in subsequent design stages

3D View -Stairs 2

3D View -Utility Room 3 Option A

STRUCTURAL & CIVIL ENGINEERS STEEL TILLETT HEYNE

http://hts.uk.com/

Grand Penthouse Whistler Square, 8, SW1W 8DS

Proposed

Utility Room Option A

! B2 20 B2 D B2 C 150 thk RC wall SSL 28.485 E1 Existing 275 thk RC slab Existing 300x405 Column 275 thk RC slab Column RC wall to be cast around the column with slip membrane between new and existing pours to permit simple future demolition. 275 thk RC slab 200 existing RC wall B2 D B2 C Soft joint to head B1171 mesh 28070 SSL 28.485 400 150 This slab has B16 at 150 rebar Proposed 150 thk RC Wall Existing 275 thk RC slab B20 dowels, 550 lg at 200 c/c Room width to be confirmed by architect 4 28020 Soft joint edge to be filled with suitable sealant to Security consultants approval. 15mm Areofil 1 (O.S.A.) Existing 300 thk RC slab B20 dowels, 350 lg at 200 c/c debonded into new wall construction Dowel bar post fixed into roof slab using Hilti HIT-RE 500 V3 to the embedment shown. 70 280 150 thk RC wall No existing roof slab reinforcement is to be damaged or severed in the drilling and fixing of post fixed bars. A tungsten carbide (masonry) drill bit is to be used. 15 Soft joint edge to be filled with suitable sealant to Security consultants approval. Rev Scale at A1 Job Name Drawing Title Purpose of Issue Drg No 100mm @ A1 (50mm @ A3)

Suitability HTS Job No P3 As indicated CBPH-HTS-ZZ-ZZ-DR-S-28020 2873

: 25

1-1 1 5

Section 1-1

in red have been derived from assumed finishes and are to be confirmed by site investigations. 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 long

Plan View -Utility Room Option A 1

Section

Detail

Fixed joint detail at RC wall/column

plate welded to head of

3D View -Utility Room 3 Option B

Debonded windpost detail (U.N.O.)

Block partition wall head restraint

http://hts.uk.com/

Grand Penthouse Whistler Square, 8, SW1W 8DS

Proposed

Utility Room Option B

! B2 20 B2 D B2 C 140 thk block wall SSL 28.485 E1 Existing 275 thk RC slab Existing 300x405 Column 275 thk RC slab 2 28021 1 28021 140x140x8 SHS A 28021 B2 20 100x100 EA 140mm wide 300x300 baseplate on grout with Hilti HIT-HY 200A +HAS U with 100mm embedment. 140x140x8 SHS SSL 28.485 Existing 300 thk RC slab b 28021 B B2 20 Room width to be confirmed bt architects Existing 300 thk RC slab 140 thk block wall Existing 275 thk RC slab SSL 28.485 Wall external face to be finished with plywood and metal mesh reinforcement to security consultants specification. ANCON-SPB 125' @ at 450 vertical ctrs Soft joint to architect's details 140x140x8 SHS 140 thk block wall RC column/RC shear wall (size varies) ANCON 150mm SPB frame clampe restraint tie at 225mm vertical centres. Block wall head tied to slab over with proprietary head restraints @ 440crs Remaining gap to be filled with suitable sealant to Security consultants approval. 140x140x8 SHS 10mm steel plates 100x100 EA 140mm wide No existing roof slab reinforcement is to be damages or severed in the drilling and fixing of post fixed bars. A tungsten carbide (masonry) drill bit is to be used. Fin

SHS windpost

have

slotted hole with

washer,

cleat fixed through fin plate. Sliding surfaces to be

with molybdenium disulphide grease before connection is made. Connection to RC slab using Hilti HIT HY 200A +HAS-U with 100mm embedment Existing 300 thk RC slab Rev Scale at A1 Job Name Drawing Title Purpose of Issue Drg No 100mm @ A1 (50mm @ A3)

& CIVIL ENGINEERS

HEYNE Suitability HTS Job No P3 As indicated CBPH-HTS-ZZ-ZZ-DR-S-28021 2873

vertically

oversied

RSA

treated

STRUCTURAL

STEEL TILLETT

NOTE: All existing details shown are based on archive drawings and limited opening up works. Assumptions have been made regarding existing construction. Materials, construction, framing and spans of existing slabs and walls to be confirmed by site investigations. Slab levels shown in red have been derived from assumed finishes and are to be confirmed by site investigations. 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 long 1 2 Proposed Steel Beams RefType B1 PFC150x75x18 Proposed Steel Cols RefType C1 SHS140x140x8 Proposed Floors RefThickness and Type 1 275 thk RC slab Proposed Walls RefThickness and Type Proposed RC Cols RefSize Dia (mm)Type Proposed RC Beams RefSize Legend Proposed RC structure Proposed WRC structure ST Connection Strengthening M Moment connection C Crank Splice S B1 25mm Pre-camber Proposed Steel Framing TB Thermal Break BR Break in beam PS1 - 450lg x 215wd x 150dp MC padstone PSx PS1 - 600lg x 215wd x 215dp MC padstone Red dimension TBC by architect Dim Stair to fabricated in S275 plate throughout. Stair clad in stone veneer (assumed 30mm thick) to all faces. Stone assumed to be bedded on 15mm cementitios grout at all positions except the soffit. Stair designed for an imposed load of 3kN/m2 Stair response factor limited to 24 1 2 3 4 STAIR NOTES Rev Date ByEngAmendment P128.07.22NNGCStage 2 P227.10.22NNGCStage 3 P320.12.22NNGCStage 3 Proposed Fabricated Beams Ref:A(mm)B(mm)C(mm)D(mm)E(mm)F(mm)Weight (kg/m) FB1150 300 20 300 20 12 165.00 A B C E D F 1 : 25

A 1 : 25 Section 2-2 1 25 Section 1-1 1 10

Plan View -Utility Room Option

1 10

junction 1 10

1 5

Detail Section 1-1

Beam to be post fixed to existing columns using a horse shoe plate with post fixed connections to the column long face. Detail to be worked up with the fabricator in subsequent design stages.

Rebar to be cut back to face of slab where the column is removed. All cut reinforcement to be treated with Fosroc Nitoprime to ensure slab durability is not compromised.

! ! PR-6 +24.935 PR-7 +28.485 PR-ROOF +31.920 FB1 275 thk RC slab Existing column to be removed B2 E B2 F B2 G Fabricated beam TOS to be set out 35mm below the slab soffit to allow for jacking zone - see section.

Existing 325 thk PT slab Existing column retained between Levels 6 and 7.

Existing roof plant enclosure Existing 300 thk RC slab Connection Intent Connection Intent Column

L07 slab to

tie.

20 20 12 150 300 21 Flat jack with minimum 300kN capacity (e.g. Praeter PEL-FJ19.5). Jack selection and methodology by contractor. Deflection Zone Fabricated beam 35 Allow for 4 10mm

Existing 300 thk roof slab This drawing displays the permanent works solution only. See HTS sketch SK008 for anticipated sequencing. All temporary works are to be designed by the contractor to support the loads set out on Arup Loading Plans. The jacking operation is intended to pre-deflect FB1 to ensure minimal movement of the roof slab and roof top plant. The jacking must not lift the roof structure and 80% of the current column loads are recommended. 275 400 410 80 250 225 10 400 150 35 400x400 12mm thick plate 10mm gap between plate and column for 10mm grout 24mm holes Hilti HIT-RE 500 V3 130mm Embedment Rev Scale at A1 Job Name Drawing Title Purpose of Issue Drg No 100mm @ A1 (50mm @ A3) STRUCTURAL & CIVIL ENGINEERS STEEL TILLETT HEYNE Suitability HTS Job No Work In Progress This is not a formal drawing issue and as such may contain uncoordinated or incomplete information. Full drawing issue to follow Date / Time Printed P2 As indicated 20/12/2022 12:03:07 CBPH-HTS-ZZ-ZZ-DR-S-28100 2873 Proposed Sections A-A Grand Penthouse Whistler Square, 8, SW1W 8DS http://hts.uk.com/ NOTE: All existing details shown are based on archive drawings and limited opening up works. Assumptions have been made regarding existing construction. Materials, construction, framing and spans of existing slabs and walls to be confirmed by site investigations. Slab levels shown in red have been derived from assumed finishes and are to be confirmed by site investigations. 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 long 1 2 Proposed Steel Beams RefType B1 PFC150x75x18 Proposed Steel Cols RefType Proposed Floors RefThickness and Type 1 275 thk RC slab Proposed Walls RefThickness and Type Proposed RC Cols RefSize / Dia (mm)Type Proposed RC Beams RefSize Legend Proposed RC structure Proposed WRC structure ST Connection Strengthening M Moment connection C Crank Splice S B1 25mm ] Pre-camber Proposed Steel Framing TB Thermal Break BR Break in beam PS1 - 450lg x 215wd x 150dp MC padstone PSx PS1 - 600lg x 215wd x 215dp MC padstone Red dimension TBC by architect Dim Stair to fabricated in S275 plate throughout. Stair clad in stone veneer (assumed 30mm thick) to all faces. Stone assumed to be bedded on 15mm cementitios grout at all positions except the soffit. Stair designed for an imposed load of 3kN/m2 Stair response factor limited to 24 1 2 3 4 STAIR NOTES 1 : 50 Section A-A Rev Date ByEngAmendment P127.10.22NNGCStage 3 P220.12.22NNGCStage 3 Proposed Fabricated Beams Ref:A(mm)B(mm)C(mm)D(mm)E(mm)F(mm)Weight (kg/m) FB1150 300 20 300 20 12 105.00 A B C E D F 1 : 5 Section 1-1 1 5 Connection Intent Detail

reinforcement must be anchored into

provide vertical

Rebar terminators recommended on all lapped column bars.

web stiffeners (2 Each side) at the jacking position.

Cut slab edge. bars treated in line with specification and slab edge made good following cut.

Existing column

Hilti HIT-HY 200-A anchors at 500ctrs horizontally. Anchors to have 150mm embedment into base slab.

Existing 275 thk RC slab

Hilti HIT-HY 200-A anchors at 500ctrs horizontally. Anchors to have 150mm embedment into base slab.

25mm dry pack well rammed in.

200wx12t top plate hit and miss welded to PFC

4 No Hilti M12 HIT HY-200A chemical anchors with 150mm embedment into column

25mm dry pack well rammed in.

PFC150x75x18

200wx12t top plate hit and miss welded to PFC

PFC150x75x18

Connection plate 300x300x12thk welded to PFC with 6mm FW. Plate to connect assembly onto column.

STRUCTURAL & CIVIL ENGINEERS STEEL TILLETT HEYNE

http://hts.uk.com/

Job Name

Grand Penthouse

Whistler Square, 8, SW1W 8DS

Proposed Sections

B-B

Rev Scale at A1

Drawing Title Purpose of Issue Drg No 100mm @ A1 (50mm @ A3)

Suitability HTS Job No P1 1 5 CBPH-HTS-ZZ-ZZ-DR-S-28101 2873

NOTE: All existing details shown are based on archive drawings and limited opening up works. Assumptions have been made regarding existing construction. Materials, construction, framing and spans of existing slabs and walls to be confirmed by site investigations. Slab levels shown in red have been derived from assumed finishes and are to be confirmed by site investigations. 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 long 1 2 Proposed Steel Beams RefType B1 PFC150x75x18 Proposed Steel Cols RefType Proposed Floors RefThickness and Type 1 275 thk RC slab Proposed Walls RefThickness and Type Proposed RC Cols RefSize Dia (mm)Type Proposed RC Beams RefSize Legend Proposed RC structure Proposed WRC structure ST Connection Strengthening M Moment connection C Crank Splice S B1 25mm Pre-camber Proposed Steel Framing TB Thermal Break BR Break in beam PS1 - 450lg x 215wd x 150dp MC padstone PSx PS1 - 600lg x 215wd x 215dp MC padstone Red dimension TBC by architect Dim Stair to fabricated in S275 plate throughout.

clad in stone veneer (assumed 30mm thick) to all faces. Stone assumed to be bedded on 15mm cementitios grout at all positions except the soffit. Stair designed for an imposed load of 3kN/m2 Stair response factor limited to 24 1 2 3 4 STAIR NOTES Proposed Fabricated Beams Ref:A(mm)B(mm)C(mm)D(mm)E(mm)F(mm)Weight (kg/m) FB1150 300 20 300 20 12 105.00 A B C E D F Rev Date ByEngAmendment P120.12.22NNGCStage 3

Stair

Section 1-1 Section 2-2

1 28010 SSL 24.935 E2 EW1 EW1 EW1 EW1 EW1 EW1 EW1 EW1 EW1 EW1 EW1 EW1 EW1 200thk RC upstand 200thk RC upstand 200thk RC upstand 200thk RC upstand TOC 25.385 TOC 25.385 TOC 25.385 TOC 25.385 EW1 EW1 EW1 EW1 EW1 EW1 ECC13 ECC8 ECC11 ECC5 ECC4 ECC4 ECC4 ECC4 ECC5 ECC4 ECC4 ECC4 ECC7 ECC6 ECC2 ECC4 ECC4 ECC4 ECC4 ECC4 ECC4 ECC4 ECC5 ECC4 ECC5 ECC5 ECC5 ECC5 ECC2 ECC4 ECC4 ECC4 ECC4 ECC4 ECC4 ECC4 ECC5 ECC5 ECC3 ECC3 ECC5 ECC7 ECC3 ECC4 ECC4 ECC14 ECC11 ECC11 ECC10 ECC12 ECC12 ECC11 ECC10 ECC12 ECC11 ECC12 ECC8 ECC4 ECC4 ECC4 ECC4 ECC4 ECC4 ECC4 ECC4 EC1 EC1 EC1 EC1 EC1 EC1 EC1 EC1 EC1 EC1 B2 1 B2 2 B2 3 B2 4 B2 5 B2 6 B2 7 B2 8 B2 9 B2 10 B2 11B2 12 B2 13B2 14 B2 15 B2 16 B2 17 B2 19 B2 20 B2 21 B2 22 B2 23 B2 A B2 D B2 E B2 H B2 24 B2 C B2 F B2 G B2 B B2 18 E3 E3 Rev Scale at A1 Job Name Drawing Title Purpose of Issue Drg No 100mm @ A1 (50mm @ A3) STRUCTURAL & CIVIL ENGINEERS STEEL TILLETT HEYNE Suitability HTS Job No P2 1 100 CBPH-HTS-ZZ-06-DR-S-28006 2873 Existing Level 6 Grand Penthouse Whistler Square, 8, SW1W 8DS http://hts.uk.com/ NOTE: All existing details shown are based on archive drawings and strip out survey. Materiality and positions will generally be correct but should be verified prior to any fabrication. Slab levels shown in red have been derived from assumed finishes and are to be confirmed by site survey. 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 long 1 2 Extg legend Existing structural walls Existing structure below Existing padstone, TBC on site Extg Floors RefThickness and Type E1275 Existing RC slab E2325 Existing PT slab E3190 Existing RC slab E4300 Existing RC slab Extg RC Beams Ref Size (mm)Type Extg RC Columns RefSize / Dia (mm)Type ECC1240 x 500 C40 ECC2250 x 490 C40 ECC3250 x 495 C40 ECC4250 x 500 C40 ECC5250 x 505 C40 ECC6250 x 510 C40 ECC7250 x 515 C40 ECC8300 x 300 C40 ECC9310 x 300 C40 ECC10300 x 395 C40 ECC11300 x 400 C40 ECC12300 x 405 C40 ECC13300 x 415 C40 ECC14305 x 395 C40 Extg Steel Beams Ref Type EB1UC203x203x46 Extg Steel Columns RefType EC1UC203x203x46 Extg Walls RefThickness and Type EW1200 /Existing RC/

Stair clad

stone veneer (assumed 30mm thick)

faces.

bedded

15mm cementitios

Stair designed for an imposed load of 3kN/m2 Stair response factor limited to 24 1 2 3 4 STAIR NOTES Rev Date ByEngAmendment P127.10.22NNGCStage 3 P220.12.22NNGCStage 3

Stair to fabricated in S275 plate throughout.

to all

Stone assumed to be

grout at all positions except the soffit.

over ECC10 B2 24 B2 C B2 F B2 G

ECC11 B2 18 E3 E3 ECunder C13

over ECC11 over ECC10 ECC8under

over ECC11 overECC9 over ECC10

C12 Extg Floors RefThickness and Type E1275 Existing RC slab E2325 Existing PT slab E3190 Existing RC slab E4300 Existing RC slab Extg RC Beams Ref Size (mm)Type

C10 1 2 Extg legend Existing structural walls Existing structure below Existing padstone, TBC on site

C11 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 long

C12 Extg Steel Columns RefType EC1UC203x203x46

ECC4under Existing Level 7

ECC4under ECC7under ECC2under ECC4under ECC4under ECC4under ECC4under Grand Penthouse Whistler Square, 8, SW1W 8DS

C11 Extg Walls RefThickness and Type EW1200 /Existing RC/ Stair to fabricated in S275 plate throughout. Stair clad in stone veneer (assumed 30mm thick) to all faces. Stone assumed to be bedded on 15mm cementitios grout at all positions except the soffit. Stair designed for an imposed load of 3kN/m2 Stair response factor limited to 24

C12 1 2 3 4

C12 Extg RC Columns RefSize / Dia (mm)Type ECC1240 x 500 C40 ECC2250 x 490 C40 ECC3250 x 495 C40 ECC4250 x 500 C40 ECC5250 x 505 C40 ECC6250 x 510 C40 ECC7250 x 515 C40 ECC8300 x 300 C40 ECC9310 x 300 C40 ECC10300 x 395 C40 ECC11300 x 400 C40 ECC12300 x 405 C40 ECC13300 x 415 C40 ECC14305 x 395 C40 Extg Steel Beams Ref Type EB1UC203x203x46

STAIR NOTES Rev Date ByEngAmendment P127.10.22NNGCStage 3 P220.12.22NNGCStage 3

over ECC12 NOTE: Where 2 column tags are displayed per column (over/under) this indicates setting out discrepancies through the floor slab. Columns have been modelled from an as built survey and their positions can vary by as little as 5mm and not readable at this scale. Rev

ECC4under ECC4under ECC4under ECC5under ECC3under ECC3under ECC5under ECC7under ECC3under ECC4under ECC4under http://hts.uk.com/ NOTE: All existing details shown are based on archive drawings and strip out survey. Materiality and positions will generally be correct but should be verified prior to any fabrication. Slab levels shown in red have been derived from assumed finishes and are to be confirmed by site survey.

ECC8 Scale at A1

ECC4 ECC4 Job Name Drawing Title Purpose of Issue Drg No

C11 100mm @ A1 (50mm @ A3) STRUCTURAL & CIVIL ENGINEERS STEEL TILLETT HEYNE Suitability HTS Job No P2

ECC4under 1 100 CBPH-HTS-ZZ-07-DR-S-28007 2873

1 28010 E1 EW1 EW1 EW1 EW1 EW1 EW1 EW1 EW1 EW1 EW1 EW1 EW1 SSL 28.485 EW1 EW1 EW1 EW1 EW1 EW1 EW1 EW1 over ECC11 ECC5

ECC4 ECC4 ECC5

ECC14

ECC11

ECC4

ECC4 ECC4 ECC4 ECC4 ECC4 EC1 EC1 EC1 EC1 EC1 EC1 EC1 EC1 EC1 EC1 ECunder

overECC3 overECC4 ECC4 overECC4 ECC3 overECC5 overECC5 ECC4 overECC5 ECC4under

ECC6 ECC5under ECC4under ECC4under

overECC5 overECC4 overECC4 overECC4 ECC4 ECC4 ECC4 overECC4 overECC5 overECC1 ECC5 ECC5 ECC5 ECC5 ECC2 ECunder

overECC1 overECC4 ECunder

overECC4 ECC4 overECC4 ECunder

overECC2 overECC4 overECC5 overECC5 overECC5 ECunder

overECC4 ECunder

overECC4 overECC5 ECunder

ECC11 over ECC11 ECunder

over ECC11 B2 1 B2 2 B2 3 B2 4 B2 5 B2 6 B2 7 B2 8 B2 9 B2 10 B2 11B2 12 B2 13B2 14 B2 15 B2 16 B2 17 B2 19 B2 20 B2 21 B2 22 B2 23 B2 A B2 D B2 E B2 H

over ECC10 B2 B

1 2 3 4

B2 B

ECC4under

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 long

ECC4under ECC5under ECunder C14

ECunder C11 ECunder C11

ECunder C10

ECunder C11

ECunder C10 ECunder C11

ECunder C11 ECunder C10

EC1under EC1under B2 24 B2 C B2 F B2 G

ECC4under ECC4under ECC4under ECC4under ECC4under

ECC1under ECC4under

ECC4under ECC4under ECC4under

ECunder C11

ECunder C12 ECC8under

ECC4under ECC4under ECC5under ECC2under ECC4under ECC5under ECC5under ECC5under

ECC4under EC1under EC1under EC1under EC1under EC1under EC1under EC1under EC1under B2 1 B2 2 B2 3 B2 4 B2 5 B2 6 B2 7 B2 8 B2 9 B2 10 B2 11B2 12 B2 13B2 14 B2 15 B2 16 B2 17 B2 19 B2 20 B2 21 B2 22 B2 23 B2 A B2 D B2 E B2 H

ECC4under

Extg Walls RefThickness and Type EW1200 /Existing RC/ Stair to fabricated in S275 plate throughout. Stair clad in stone veneer (assumed 30mm thick) to all faces. Stone assumed to be bedded on 15mm cementitios grout at all positions except the soffit. Stair designed for an imposed load of 3kN/m2 Stair response factor limited to 24

1 2 Extg legend Existing structural walls Existing structure below Existing padstone, TBC on site

Extg Floors RefThickness and Type E1275 Existing RC slab E2325 Existing PT slab E3190 Existing RC slab E4300 Existing RC slab Extg RC Beams Ref Size (mm)Type

STAIR NOTES Rev Date ByEngAmendment P127.10.22NNGCStage 3 P220.12.22NNGCStage 3

http://hts.uk.com/ NOTE: All existing details shown are based on archive drawings and strip out survey. Materiality and positions will generally be correct but should be verified prior to any fabrication. Slab levels shown in red have been derived from assumed finishes and are to be confirmed by site survey.

Extg Steel Columns RefType EC1UC203x203x46

Extg RC Columns RefSize / Dia (mm)Type ECC1240 x 500 C40 ECC2250 x 490 C40 ECC3250 x 495 C40 ECC4250 x 500 C40 ECC5250 x 505 C40 ECC6250 x 510 C40 ECC7250 x 515 C40 ECC8300 x 300 C40 ECC9310 x 300 C40 ECC10300 x 395 C40 ECC11300 x 400 C40 ECC12300 x 405 C40 ECC13300 x 415 C40 ECC14305 x 395 C40 Extg Steel Beams Ref Type EB1UC203x203x46

Grand Penthouse Whistler Square, 8, SW1W 8DS

Existing Roof Level

Job Name Drawing Title Purpose of Issue Drg No

Scale at A1

B2 18 Existing roof plant enclosure ECC9under ECunder C10 Rev

1 100 CBPH-HTS-ZZ-RF-DR-S-28008 2873

100mm @ A1 (50mm @ A3) STRUCTURAL & CIVIL ENGINEERS STEEL TILLETT HEYNE Suitability HTS Job No P2

1 28010 SSL 31.920 E4 Under EW1 Under EW1 Under EW1 Under EW1 Under EW1 Under EW1 Under EW1 Under EW1 Under EW1 Under EW1 150thk RC upstand 150thk RC upstand EB1 EB1 EB1 EB1 EB1 EB1 EB1 EB1 EB1 EB1 EB1 EB1 EB1 SSL 32.865 SSL 32.865

ECunder C11

ECC5under ECC3under ECC4under ECC4under ECC4under ECC3under ECC5under ECC5under ECC4under ECC5under ECC6under ECC5under ECC4under ECC4under ECC4under ECC4under ECC4under ECC4under ECC4under ECC5under ECC1under ECC5under ECC5under ECC5under ECC5under ECC2under

EX-6 +24.935 EX-7 +28.485 EX-ROOF +31.920 SSL 24.935 SSL 28.485 SSL 31.920 150thk RC upstand 150thk RC upstand EX-5 +21.255 B2 1 B2 2 B2 3 B2 4 B2 5 B2 6 B2 7 B2 8 B2 9 B2 10 B2 11B2 12 B2 13B2 14 B2 15 B2 16 B2 17 B2 19 B2 20 B2 21 B2 22 B2 23 B2 24 B2 18 Rev Scale at A1 Job Name Drawing Title Purpose of Issue Drg No 100mm @ A1 (50mm @ A3) STRUCTURAL & CIVIL ENGINEERS STEEL TILLETT HEYNE Suitability HTS Job No P2 1 100 CBPH-HTS-ZZ-ZZ-DR-S-28010 2873 Existing Section A-A Grand Penthouse Whistler Square, 8, SW1W 8DS http://hts.uk.com/

NOTE: All existing details shown are based on archive drawings and strip out survey. Materiality and positions will generally be correct but should be verified prior to any fabrication. Slab levels shown in red have been derived from assumed finishes and are to be confirmed by site survey. 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 long 1 2 Extg legend Existing structural walls Existing structure below Existing padstone, TBC on site Extg Floors RefThickness and Type E1275 Existing RC slab E2325 Existing PT slab E3190 Existing RC slab E4300 Existing RC slab Extg RC Beams Ref Size (mm)Type Extg RC Columns RefSize / Dia (mm)Type ECC1240 x 500 C40 ECC2250 x 490 C40 ECC3250 x 495 C40 ECC4250 x 500 C40 ECC5250 x 505 C40 ECC6250 x 510 C40 ECC7250 x 515 C40 ECC8300 x 300 C40 ECC9310 x 300 C40 ECC10300 x 395 C40 ECC11300 x 400 C40 ECC12300 x 405 C40 ECC13300 x 415 C40 ECC14305 x 395 C40 Extg Steel Beams Ref Type EB1UC203x203x46 Extg Steel Columns RefType EC1UC203x203x46 Extg Walls RefThickness and Type EW1200 /Existing RC/ Stair to fabricated in S275 plate throughout. Stair clad in stone veneer (assumed 30mm thick) to all faces. Stone assumed to be bedded on 15mm cementitios grout at all positions except the soffit. Stair designed for an imposed load of 3kN/m2 Stair response factor limited to 24 1 2 3 4 STAIR NOTES Rev Date ByEngAmendment P127.10.22NNGCStage 3 P220.12.22NNGCStage 3

Section A-A

Demolition Key Section of Level 07 Slab to be demolished for the creation of a new staircase. 1

Section of L07 slab demolished for the creation of new internal lift. 2

3 Creation of new BWIC. Typically core drilled when <300mm diameter.

4 Localised demolition of slab edges and column faces required to expose cast in couplers for connection of infill slabs.

All BWIC opening diameters have been set based on Hilti SPXL Abrasive Core Bit diameters and are assumed to be cored in one operation

P320.12.22NNGCStage 3

P227.10.22NNGCStage 3

P128.07.22NNGCStage 2

E1 SSL 28.485 Exisiting slab to be demolished 1 Curved architectural landing line to be built out in finishes from the orthogonal RC cut line. 1745 1623 1153 4027 2 1500 3 3 3 4 B2 1 B2 2 B2 3 B2 4 B2 5 B2 6 B2 7 B2 8 B2 9 B2 10 B2 11B2 12 B2 13B2 14 B2 15 B2 16 B2 17 B2 19 B2 20 B2 21 B2 22 B2 23 B2 A B2 D B2 E B2 H B2 24 B2 C B2 F B2 G B2 B B2 18 Column removed between level 7 and 8 only. See drawing 28100 for details. 4 4 Gas flue opening 4 4 4 Gas flue opening Rev Scale at A1 Job Name Drawing Title Purpose of Issue Drg No 100mm @ A1 (50mm @ A3) STRUCTURAL & CIVIL ENGINEERS STEEL TILLETT HEYNE Suitability HTS Job No P3 1 100 CBPH-HTS-ZZ-07-DR-S-18016 2873 Demolition Plan Level 7 Grand Penthouse Whistler Square, 8, SW1W 8DS http://hts.uk.com/ 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 long All demolition drawings are to be read in conjunction with proposed plans 1 2 3 Demolition legend Area of floor to be demolished Beam demolished / removed Column demolished / removed The existing structural information shown on these drawings is based on visual inspection of the building, limited opening up works and relevant archive information. 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. Should the contractor discover any discrepancies between the assumed existing structure and what is

RC Masonry wall demolished

Care to be

columns while

Contractor

exploratory works and submit appropriate method statement to ensure retained structure is not damaged undertaking areas of demolition Treat all cut concrete faces with Fosroc concrete repair system. All cut reinforcement to be treated with Fosroc Nitoprime with the concrete face finished in Fosroc Renderoc GP. 4 5 6

found on site they should notify the engineer immediately, and await further instruction

Assume all edges of RC are to be disc-cut UNO Where edges of slab are to be demolished, floors are to be disc cut to face of nearest beam if applicable.

taken not to cut / adversely affect existing retained beams /

demolition is taking place.

to undertake careful

Rev Date ByEngAmendment

Rev Scale at A1 Job Name Drawing Title Purpose of Issue Drg No 100mm @ A1 (50mm @ A3) STRUCTURAL & CIVIL ENGINEERS STEEL TILLETT HEYNE Suitability HTS Job No Work In Progress This is not a formal drawing issue and as such may contain uncoordinated or incomplete information. Full drawing issue to follow Date / Time Printed 1 1 29/06/2022 10:13:40 GPH-HTS-ZZ-ZZ-DR-S-28012 Proposed Metal Decking Option Render Grand Penthouse Whistler Square, 8, Chelsea Barracks, SW1W 8DS http://hts.uk.com/ Rev Date ByEngAmendment 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 long Add notes Add notes 1 2 3 4

Rev Scale at A1 Job Name Drawing Title Purpose of Issue Drg No 100mm @ A1 (50mm @ A3) STRUCTURAL & CIVIL ENGINEERS STEEL TILLETT HEYNE Suitability HTS Job No Work In Progress This is not a formal drawing issue and as such may contain uncoordinated or incomplete information. Full drawing issue to follow Date / Time Printed 1 1 29/06/2022 10:13:40 GPH-HTS-ZZ-ZZ-DR-S-28014 Proposed Flat Slab Option Render Grand Penthouse Whistler Square, 8, Chelsea Barracks, SW1W 8DS http://hts.uk.com/ Rev Date ByEngAmendment 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 long Add notes Add notes 1 2 3 4