St Mary Redcliffe Project 450 RIBA 2 Stage End Report

More documents

Recommendations

Info

4. Substructure 4.1 Foundations Any foundation solution will be dependent on the ground conditions and no design can be carried out in this area prior to completion of the site investigation Given the ecclesiastical nature of the project and the historic nature of the site, obstructions and burials in the ground are likely. A raft foundation or piled raft foundation could be the most suitable solution as it will allow flexible support locations whilst avoiding the need for deep excavations. See diagram in sub-section 1 4.2 Ground Floor Construction As noted above, the results of the intrusive site investigation will be required before the ground floor construction can be confirmed. If a raft slab foundation solution is adopted this will also form the ground floor structure A suspended slab will be required to the Events Space in the South Churchyard due to the presence of trees. This could take the form of a lightweight steel and timber structure with a void below. See diagram in sub-section 1 4.3 Basement 5. Superstructure 5.1 Conceptual Design Crucial to the architectural concept is the differentiation between a rooted, heavy-weight base, with visually-lighter linings and upper components. This is reflected in the proposed approach to superstructure 5.2 Northside Building An in-situ concrete frame will achieve the following key benefits: • Common form of construction, familiar to most contractors • Inherent fire protection • Flat soffits, avoiding disruption to service runs and permitting a free-flow of ventilation air • Simplified detailing of partition heads • Thermal mass to minimise cooling and diurnal swings Quality fair-faced concrete can be produced with careful forethought and thorough specification, provided that the concrete contractor is appropriately skilled and experienced An additional cost allowance should be made for a high-quality, exposed, board-marked finish Two new basement structures are proposed to the north of the site. The first provides WCs adjacent to the existing C20 Undercroft, the second provides a service corridor, kitchen areas and further WCs adjacent to the chancel aisle / ambulatory Both basements sit immediately adjacent to the existing church, in areas of apparent previous excavation. so trial pitting will be required to confirm both the existing foundation details to avoid undermining The level of the groundwater is also currently unknown but, as noted, existing structures already exist at these levels. Nevertheless, it is assumed that two layers of waterproofing will be required, most likely in the form of waterproof concrete and a drained internal cavity The suggested site investigations will confirm the nature of the ground for basement excavation, but it is likely that there is a large depth of fill on site which will require temporary support during construction. As noted above, the level of groundwater is currently unknown but temporary dewatering should be allowed for at this stage Finally, whilst the new basements occupy areas that appear to have been disturbed previously, they remain within the historic church boundary and so burials are a risk. If burials are encountered during the intrusive site investigations, this aspect of the spatial strategy may need to be reconsidered, as the implications of exhumation may prove prohibitive An Example of a Board-Marked Concrete Finish
Stability can be provided by reinforced concrete shear walls in both directions The contrasting lightweight structure of roofs, lanterns, and upper volumes could then be constructed from cross laminated timber (CLT). These are prefabricated timber panels of solid timber spanning in two directions. The CLT would be supported by glulam / CLT beams and spanning onto the reinforced concrete frame or glulam / CLT columns, as appropriate. Both CLT and glulam are manufactured to precise dimensions in a factory and delivered to site flat packed. They offer the following advantages: • Sustainable material • Low carbon footprint • Rapid erection on site • Can facilitate early watertightness of envelope • Simplified airtightness detailing • Attractive, warm internal finish 5.3 Circulation Cores The circulation cores are currently shown as lightweight and transparent structural interventions, incorporating large areas of glazing. Subject to costs, structural glazing may be an option but, as an alternative, a very lightweight steel frame could achieve a similar level of transparency A decision on the preferred approach should be made as early as possible during RIBA 3 to enable coordination with the interface details required for the Planning / Faculty applications 5.4 South Churchyard Buildings Conceived as lightweight elements, particularly due to their relationship with the ground plane, the Education and Events Space will be constructed from CLT panels with glulam / CLT beams and columns. Coordinating with the upper level components of the Northside Building, they will utilise carefully-detailed, rigid connections between the beams and columns to resist shear loads 5.5 Connections to Existing Building Links to the existing building will be lightweight to minimise load transfer. Opening up work is required as soon as possible to establish the existing construction, as detailed design cannot be progressed until this investigation work is complete The connection to the existing vaults of the C20 Undercroft poses a particular challenge, as vaulted structures exert a horizontal thrust that must be resisted if the vaults are cut. In the location of the proposed cafe, significant temporary works will therefore be required to ensure that deflection of the existing structure is kept to a minimum. The new structure will need to be designed to resist the load in the long term 6. Design Criteria 6.1 Floor Loadings To provide future flexibility, the following floor loads have been calculated, based on Eurocode 1: Classrooms & Offices Cafes Kitchens Circulation Exhibition Space Plant Partitions Roofs - Maintenance Access Only 3.0kN/m2 2.0kN/m2 3.0kN/m2 4.0kN/m2 4.0kN/m2 7.5kN/m2 1.2kN/m2 (i) 0.6kN/m2 (i) Based on lightweight movable partitions of load per metre length no greater than 3.0kN/m - to be reviewed during RIBA 3 6.2 Stability & Movement Joints A CLT Interior In all cases, movement joints will be provided between the new interventions and the existing church. The new interventions will provide their own stability
Page 1 and 2: ST MARY REDCLIFFE PROJECT 450 RIBA
Page 3 and 4: CONTENTS 1.0 PROJECT TEAM 2.0 INTRO
Page 5 and 6: 2.0 INTRODUCTION Funded jointly by
Page 7 and 8: Project 450 Board Review Instructio
Page 9 and 10: 4.1 STRUCTURES Undertaken by Integr
Page 11 and 12: s dopted e, whilst A full CCTV surv
Page 13: 3.2 Existing Trees There are a larg
Page 17 and 18: 1563.R1 - Stage 2 report Page 5 of
Page 19 and 20: LEGEND 40-60 W/m 2 HEAT GAINS - NAT
Page 21 and 22: LEGEND 40-60 W/m 2 HEAT GAINS - NAT
Page 24 and 25: 4.3 LANDSCAPE Introduction The purp
Page 26 and 27: Historical Context The southern chu
Page 28 and 29: Landscape Concept The diagram adjac
Page 30 and 31: Response to Site The ANGULAR framew
Page 32 and 33: Sketch Plan: North Churchyard 3 The
Page 34 and 35: Sketch Ideas Red cliff - continuati
Page 36 and 37: NORTH CHURCHYARD Simple high-qualit
Page 38 and 39: SOUTH CHURCHYARD Mown paths/ margin
Page 40 and 41: 4.4 SCHEME UPDATES ARCHITECTURAL PR
Page 42 and 43: FFL 12.00 FFL 10.36 FFL 10.36 FFL 1
Page 44 and 45: FFL 12.00 FFL 10.36 FFL 10.36 FFL 1
Page 46 and 47: 4.5 CURRENT PROPOSALS 11 13 3 9 10
Page 48 and 49: 27 29 28 A Concept Image for the Ne
Page 50 and 51: 31 32 The Chancel South Aisle & Pri
Page 52 and 53: 4.6 MATERIALITY The design team hav
Page 54 and 55: PROPOSED OPENING TO NORTH AISLE
Page 56 and 57: Former Opening to South Porch Stair
Page 58 and 59: 4.8 AREAS OF FURTHER INVESTIGATION
Page 60 and 61: 5.0 CONSULTATION In order to ensure
Page 62 and 63: 6.0 COST PLAN Throughout RIBA Stage
Page 64 and 65:
7.0 RISK REGISTER To ensure the eff
Page 66 and 67:
SMR - PROJECT 450 - RISK REGISTER R
Page 68 and 69:
8.0 PROGRAMME The below-listed prog
Page 70 and 71:
10.0 APPENDICES Endnotes 1 Sampson,
Page 72 and 73:
St Mary Redcliffe Appendix B BS 583
Page 74 and 75:
10.2 ECOLOGICAL ASSESSMENT Contents
Page 76 and 77:
2 Method 2.8 A list of other specie
Page 78 and 79:
3 Results with some parts ancient w
Page 80 and 81:
Eurasian Badger Meles meles Mammals
Page 82 and 83:
oost is defined as any structure or
Page 84 and 85:
Appendix 2 Policy & Legal Considera
Page 86 and 87:
A A A A A A A A A A A A A A A A A A
Page 88 and 89:
10.3 MEP STRATEGY 4 Site Infrastruc
Page 90 and 91:
5 Proposed infrastructure This opti
Page 92 and 93:
1563.R1 - Stage 2 report Page 12 of
Page 94 and 95:
9 Mechanical Services Strategy 9.1
Page 96 and 97:
In some public areas low surface te
Page 98 and 99:
Drainage is provided to the existin
Page 100 and 101:
Page 102 and 103:
Flexible conduits will be used for
Page 104 and 105:
Page 106:
35 HYB ASS'D ROU 1 x 75 35 Hyb AR T
show all

St Mary Redcliffe Project 450 RIBA 2 Stage End Report

Create successful ePaper yourself

Delete template?

Save as template?