Museum of Military Intelligence Report
August 2018
Simpson & Brown Contents
1.0 Introduction
2.0 The Milton Bryan Site
3.0 The Existing Buildings
Appendix A - Structural Engineer’s Report by Elliot Wood
Appendix B - Services Engineer’s Report by BaileyGomm
PWE Studio Building, Milton Bryan
Museum of Military Intelligence - Report 1.0 Introduction
1.1 Simpson & Brown were approached by Cragg Management Services in April 2017 to provide architectural services up to RIBA Stage 2 for the development of proposals to relocate an expanded and enhanced Museum of Military Intelligence (MMI) from its present site at Chicksands in Bedfordshire to a new site at Milton Bryan, near Woburn, in order to support a Round 1 application to the Heritage Lottery Fund (HLF).
Milton Bryan location, shown ringed in red, in the geographical context of Luton (bottom right) and Milton Keynes and Bletchley Park (top left). Google Maps
PWE Studio Building (exterior), Milton Bryan PWE Studio Building (interior), Milton Bryan
Museum of Military Intelligence - Report 1 2.0 The Milton Bryan Site
Refer to Drawing Nos: SP-01, SP-02 & SP-03
2.1 The site is located on the Duke of Bedford’s Woburn Abbey Estate between Luton and Milton Keynes and is owned by the Bedford Estates. It falls within the jurisdiction of Central Bedfordshire Council, and occupies the entire north-western arm of the designated Milton Bryan Conservation Area.
2.2 The site is relatively flat and supports areas of well-established vegetation. It is well-bounded on all sides by defined topographical features and is currently accessed by a narrow driveway near its south-east corner. The small lake near its westmost flank was formed from a flooded gravel pit. A full topographic survey of the site was commissioned in order to inform the emerging design proposals.
2.3 The site has a particularly interesting modern history stemming from its use as the base for clandestine broadcasting and ‘black propaganda’ operations by the Political Warfare Executive (PWE) during the Second World War. This history is reflected in the survival of most of the buildings constructed on the site during that period.
Aerial view of site, looking north (Google Maps)
Museum of Military Intelligence - Report 2
Proposed Museum of Military Intelligence Intelligence of Military Museum Proposed This drawing is the copyright of Simpson & Brown Architects
'Political Warfare Executive (PWE) Studio Building', Milton Bryan, Beds. Grade II listed. List Entry Number: 1401210
Well
Pond 1 2 Willows
Air Raid Shelter
Scout Huts Tapiola Reservoir (covered)
- Garage (Former Diesel Ashdown
Concept Design Design Concept House/ Fire Station)
Kirklands
Ryders
PWE 'Guard House' Outpost Building
Kennels Building Pond -
Report 2 Stage RIBA
St Peter's Church
Tank
Pond
Church Flat
The Old Re
The Gate House
The Granary House
0 5 10 20 30 40 50 60 70 80 90 100
SP KEY JOB TITLE Museum of Military Intelligence Core Site Boundary CLIENT Museum of Military Intelligence Public right of way (footpath) Simpson & Brown
- www.simpsonandbrown.co.uk DWG TITLE Site Plan - As Existing
01 The Old Printworks, 77a Brunswick Street, Edinburgh, EH7 5HS Showing Proposed Revised Site Boundaries [email protected] 0131 555 4678 A3 SCALE DRAWN STATUS JOB NO. DWG NO. REV
3 Architecture Heritage Consultancy Archaeology 1:2000 NM HLF Rd1 2296.00 SP-01
Proposed Museum of Military Intelligence Intelligence of Military Museum Proposed
This drawing is the copyright of Simpson & Brown Architects
'Political Warfare Executive (PWE) Studio
Building', Milton Bryan, Beds.
Grade II listed. List Entry Number: 1401210
Air Raid
Shelter
Scout Huts
- Garage
(Former Diesel
Concept Design Design Concept House/ Fire
Station)
PWE 'Guard
House' Outpost
Building
Kennels Building
-
RIBA Stage 2 Report 2 Stage RIBA
0 5 10 20 30 40 50 60 70 80 90 100
SP
KEY
Core Site Boundary JOB TITLE Museum of Military Intelligence
CLIENT Museum of Military Intelligence
Public right of way (footpath)
- Simpson www.simpsonandbrown.co.uk& Brown DWG TITLE Site Plan - As Exsiting
02 The Old Printworks, 77a Brunswick Street, Edinburgh, EH7 5HS
Aerial Photo (1947)
[email protected] 0131 555 4678
A3 SCALE DRAWN STATUS JOB NO. DWG NO. REV
4
Architecture Heritage Consultancy Archaeology 1:2000 NM HLF Rd1 2296.00 SP-02
Proposed Museum of Military Intelligence Intelligence of Military Museum Proposed This drawing is the copyright of Simpson & Brown Architects
Station Information: vegetati on
159.25
Station Easting (m) Northing (m) Level (m)
159.96 159.39
159.80 160.03 497102.230 230851.026 160.562 159.31 159.61 Sp
160.19
159.56 159.63 160.02
S2 497075.639 230819.400 160.892
159.72
160.16 160.20
159.91 161.28
159.41
S3 497005.326 230995.486 161.302 161.27 Tem po rar y 160.39 dense ve getation Buil ding 161.27
161.16 160.21
Tem po rar y 161.11
Buil ding 160.39 161.25
160.41 S4 496972.420 230981.219 161.360 159.92
dense vegetation 160.92
161.45
Un able to f ully vi ew r ea r of buildin g 160.46 159.18 Buil ding r eturn is approximate 160.46 161.18 161.13 161.14
161.20 160.96 159.83 161.33
OS Note: 161.46
160.79
The Ordnance Survey tile is to be used as a guide only.
DP 161.23 161.19 160.53
159.20 P olitical W arf a re E xe c uti ve S t udio DP
OS Buildings Surveyed Buildings 161.37
160.94
161.39 Bo
DP 159.86 161.52 161.42 161.46
160.47 This survey has been orientated to the Ordnance Survey 161.24 161.18 161.27 161.45 161.45
(O.S) National Grid OSGB36(15) via Global Navigational 160.10 Gy DP 1 61. 22 Satellite Systems (GNSS) and the O.S. Active Network (OS Net). 161.32
161.59 161.22 159.48 160.41 160.27 161.14 161.22 A true OSGB36 coordinate has been established near to the 159.89 IFL: 161.15 161.19 161.14 161.25 161.18 161.15 Electric site centre via a transformation using the OSTN15GB & 159.70 S ubstation
161.38 160.40 161.14 161.13 U.T.L 159.44 161.20 OSGM15GB transformation models. 00 161. CL:
161.13 161.84
160.03
The survey has been correlated to this point and a further one
160.40 161.16 161.34 Gy 200Ø 161.13 CL: 161.09 or more OSGB36(15) points established to create a true O.S. 159.89 161.31
100Ø invert: 159.58 161.34 bearing for angle orientation. 160.61 159.30
161.28 160.24 161.19 vegeta tion 161.28
No scale factor has been applied to the survey therefore the
159.49 159.78
161.27 coordinates shown are arbitrary & not true O.S. Coordinates 161.19
160.35 161.19 which have a scale factor applied. 161.29 161.41 159.78
160.00 161.18 160. 54 161.38 top Air Rai d Shelter S3 Please refer to Survey Station Table to enable establishment 159.68 163.54 161.20 161.302
of the on-site grid. 160.38 161.64 159.86 161.43 161.59
160.19 161.60
159.57 S c out H ut s 161.24 Bo 161. 34
THL
161.09 161.31 Building Survey Legend: 159.79 160.28 161.25 159.96 Willows 161.52 161.56 161.33 161.22 159.75 SHt 1.00 Sill Height from FFL. 160.11 Ridge 165.02 161.54 160.33 161.08 161.13 Eaves HHt 2.12 Head Height from FFL. Gy 163.67 161.22 161.38 159.89 161.11 160.19 161.35 159.44 160.00 Tp S4 161.45 161.360 t/fence 161.39 163. 30 SL 51.03m Sill Level from defined datum. 159.78 160.25 160.99 161.08 161.33
HL 52.82m Head Level from defined datum. Gy 160.21 161.06 160.47 160.72 E ave s 161.27 S cout Hut s 163.31 160.85 161.03 50 159. 159.53
160.52 161.10
161.41 Suspended Ceiling Height from FFL. Susp CHt: 2.00 160.85 Ridge
160.26 164.70 161.15 159.34 159.91 Struct CHt: 3.00 Structural Ceiling Height from FFL. 160.93 161.09
161.25 161.45 159.73 159.75 159.92 Susp Ceil: 30.00m Suspended Ceiling Level from datum. 160.04 160.94 161.34 t/fence 160.88 161.40 163.26 160.29
161.38 vegeta tion 161.17
- 161.02 160.11 160.99 Struct Ceil: 31.00m Structural Ceiling Level from datum. t/fen c e 159.56 160.45 161.40 163. 38
160.06 161.26 161.45
161.06 Concept Design Design Concept 159.24 160.20 161.02 Internal Floor Level (General). tap 161.10 159.73
Internal Floor Level (Specific). 161.08
160.11 vegeta tion 160.80 Tapiola 160.59
160.93 Insertion Insertion Point for overlay drawings 160.06 Reservoir 161.11 vegeta tion 160.73 160.18 159.46 Point of other floors or details. 160.12 160.82 161.23
vegeta tion 161.01 159.73 160.57 (covered)
Incoming Services 159.93 160.24 160.47
159.23 Elec Gas Water
159.73 160.66 160.08 160.70 161.09 160.38
159.47 160.77 160.86
Ashdown Topographical Survey Legend: 159.68 160.63
160.32 159.94 vegeta tion 161.12
Buildings Overhead Cable 160.98 IC Inspection chamber Boll vegeta tion 159.24 161.23 Sp 160.76 PRW 159.75 160.07 Wall Concrete edge sign 160.55 PInv Pipe invert IB 160.52
161.14 Kerb line Tarmac edge Gy Gully Bin 159.29 160.32
161.19 Line marking Grass verge 159.60 160.91 Bg Back gully Vp Vent pipe 160.56 159.76 161.12 Drop kerb 160.70 Canopy/Overhang Dp Down pipe Grl 159.91 160.53 Centre line Verge 160.80 161.01 Pipe Pipe above ground Lbox 161.21 161.25
161.28 160.21
160.58
160.56
Conifer Canop y 161.05 vegeta tion 161.18
159.46 160.34
- 159.75 160.31 160.83 PRW 160.80 161.08 161.16 sign vegeta tion
161.30
Report 2 Stage RIBA 159.93 160.50
160.93 161.07 159.54 160.36
161.28
159.77 Kirklands 159.89 t/fence
162.10 163.82 160.22 160.51 160.68 spoil
161.07 162.02
160.65 161.17 vegeta tion 160.53
160.84
Sp
161.27 160.56 160.70 spoil 162.10 S tm p 159.94 160.61 161.72 tap Wo 160.95 Sv 159.92 160.92 161.22
161.14 160.21 160.85 spoil
160.52 160.68 25 161. 160.74 160.48 161.07 vegeta tion 160.71
160.09 160.70 161.26 161.16 Ryders 160.98 162.00 160.74
vegetati on 160.32
160.02 vegeta tion Sv
160.86 161.98 160.63 161.95 160.85 spoil 161.28 160.88 spoil Sp 161.05 162.14 P ost 161.19 Post
vegeta tion 160.76 161.90 P ost 161.07
vegeta tion 160.81 160.94 160.95 Unable to full y view rear of buil ding to complete footpri nt Post Wm 161.25 160.90 162.07 P WE Out po st 160.96 161.08 Buil ding 160.95 spoil 161.33
160.96
160.95 vegeta tion 161.84 161.52
161.00 161.48
160.97 vegeta tion vegeta tion 161.00 vegeta tion
161.14 161.09 161.07
timber vegeta tion stru ctu re 160.86 161.04
161.34
161.03 161.01
vegeta tion 161.11 Ridge vegeta tion 169. 44
160.99 161.01 Eaves 161.07 161.61 166.00 160.97
vegeta tion
vegeta tion 161.10 161.07 161.58 Post
161.12 161.52 161.02
160.83 t/he dge
163.30 161.08 Post
161.34
P ost
vegeta tion vegeta tion vegetati on t/hedge 162.44 t/fence 161.38 Gy
160. 24
160.91 161.27
vegetati on 161.03 160.33 Sv 161.07 161.00 161.14 161.03 160.92 Eaves vegeta tion 165.79 S1 161.10 Ridge 160. 56 2 168.86
Gy 160. 24 161.19 161.19 160.85
161.25
SP
JOB TITLE Museum of Military Intelligence KEY Simpson & Brown CLIENT Museum of Military Intelligence Core Site Boundary www.simpsonandbrown.co.uk - DWG TITLE Part Site Plan - As Existing
03 Public right of way (footpath) The Old Printworks, 77a Brunswick Street, Edinburgh, EH7 5HS Topographical Survey [email protected] 0131 555 4678 A3 SCALE DRAWN STATUS JOB NO. DWG NO. REV 0 5 10 20 30 40 50 60 70 80 90 100
5 Architecture Heritage Consultancy Archaeology 1:1000 NM HLF Rd1 2296.00 SP-03
3.0 The Existing Buildings
Refer to Drawing Nos: S-01, S-02, S-03, S-04, S-05 & S-06
3.1 The principal building on the site is the Grade II Listed PWE Studio building which sits tight to the north-east corner of the site. This essentially 2-storey (plus central tower) building was constructed in 1942, in brick and concrete with metal windows, and accommodated the recording studios and offices of the PWE.
3.2 Other contemporaneous but subsidiary buildings on the site include the Guard House, the Kennels, the Diesel House/Fire Station, the Air Raid/Blast Shelter and the slightly later Type 2 military huts – all of which are assumed to be endowed with a similar protected status as falling within the curtilage of the statutory listing of the PWE Studio building.
3.3 A measured survey of the principal buildings was undertaken and detailed metric survey plans, sections and elevations were prepared in digital format, in order to facilitate the preparation of proposals for their potential conversion and beneficial re-use.
3.4 The physical condition of all the existing buildings on the site is poor, with the interior of the PWE Studio building badly damaged by decay and fire. With specific regard to the PWE Studio building, Elliott Wood (Structural Engineers) were commissioned to report on the condition of its fabric and its suitability for upgrading and conversion for use as the proposed MMI. In addition, BaileyGomm (Services Engineers) were commissioned to carry out an overview of the services the existing and anticipated service provisions to the PWE Studio building in particular and to the site generally. Summary reports by Elliott Wood and BaileyGomm are attached as Appendices to this document.
Photograph taken at second floor level (room S1) within PWE Studio Building
Museum of Military Intelligence - Report 6
Proposed Museum of Military Intelligence Intelligence of Military Museum Proposed This drawing is the copyright of Simpson & Brown Architects
A A Cpd G39 G38
G1 G33 G31 G30 G29
G32 G34 G37 G2 G25
G3 G28 F6 F5 F4
-
G36 Concept Design Design Concept G35 G16 G18 G19 G4
G17 G27 G5 B B B B G2 G25 G26 F2
G15
G6 G24 F9 F8
F3
- G11 G10 G7 F10 F2 F2
RIBA Stage 2 Report 2 Stage RIBA F7
G14 F11 G23
G12 G9 G8 G20 G22
Hatch above
G21 F1
G13
F1
A A
Ground Floor Plan First Floor Plan
JOB TITLE Museum of Military Intelligence
S Simpson & Brown CLIENT Museum of Military Intelligence
- www.simpsonandbrown.co.uk DWG TITLE PWE Studio Building - Ground Floor & 01 The Old Printworks, 77a Brunswick Street, Edinburgh, EH7 5HS First Floor Plans - As Existing [email protected] 0131 555 4678 A3 SCALE DRAWN STATUS JOB NO. DWG NO. REV 0 1 2 3 4 5m
7 Architecture Heritage Consultancy Archaeology 1:200 NM HLF Rd1 2296.00 S-01
Proposed Museum of Military Intelligence Intelligence of Military Museum Proposed This drawing is the copyright of Simpson & Brown Architects
A A
-
Concept Design Design Concept
B B B B
-
RIBA Stage 2 Report 2 Stage RIBA
S1
Hatch
S2
A A
Second Floor Plan Roof Plan
JOB TITLE Museum of Military Intelligence
S Simpson & Brown CLIENT Museum of Military Intelligence
- www.simpsonandbrown.co.uk DWG TITLE PWE Studio Building - Second Floor & 02 The Old Printworks, 77a Brunswick Street, Edinburgh, EH7 5HS Roof Plans - As Existing [email protected] 0131 555 4678 A3 SCALE DRAWN STATUS JOB NO. DWG NO. REV 0 1 2 3 4 5m
8 Architecture Heritage Consultancy Archaeology 1:200 NM HLF Rd1 2296.00 S-02
Proposed Museum of Military Intelligence Intelligence of Military Museum Proposed This drawing is the copyright of Simpson & Brown Architects
-
Concept Design Design Concept South Elevation West Elevation
-
RIBA Stage 2 Report 2 Stage RIBA
North Elevation East Elevation
JOB TITLE Museum of Military Intelligence
S Simpson & Brown CLIENT Museum of Military Intelligence
- www.simpsonandbrown.co.uk DWG TITLE PWE Studio Building - Elevations 03 The Old Printworks, 77a Brunswick Street, Edinburgh, EH7 5HS As Existing [email protected] 0131 555 4678 A3 SCALE DRAWN STATUS JOB NO. DWG NO. REV 0 1 2 3 4 5m
9 Architecture Heritage Consultancy Archaeology 1:200 NM HLF Rd1 2296.00 S-03
Proposed Museum of Military Intelligence Intelligence of Military Museum Proposed This drawing is the copyright of Simpson & Brown Architects
A
B B
A
-
Concept Design Design Concept
-
RIBA Stage 2 Report 2 Stage RIBA
Section A-A Section B-B
JOB TITLE Museum of Military Intelligence
S Simpson & Brown CLIENT Museum of Military Intelligence
- www.simpsonandbrown.co.uk DWG TITLE PWE Studio Building - Sections 04 The Old Printworks, 77a Brunswick Street, Edinburgh, EH7 5HS As Existing [email protected] 0131 555 4678 A3 SCALE DRAWN STATUS JOB NO. DWG NO. REV
10 0 1 2 3 4 5m
Architecture Heritage Consultancy Archaeology 1:200 NM HLF Rd1 2296.00 S-04
Proposed Museum of Military Intelligence Intelligence of Military Museum Proposed This drawing is the copyright of Simpson & Brown Architects
Garage (Former Diesel House/ Fire Station)
West Elevation East Elevation Site Plan (1:2500)
-
Concept Design Design Concept
-
RIBA Stage 2 Report 2 Stage RIBA
Existing container Garage North Elevation
Plan
Existing road/track
South Elevation JOB TITLE Museum of Military Intelligence
S Simpson & Brown CLIENT Museum of Military Intelligence
- www.simpsonandbrown.co.uk DWG TITLE Garage (Former Diesel House & Fire
05 The Old Printworks, 77a Brunswick Street, Edinburgh, EH7 5HS Scale: Station) Plans & Elevations As Existing 0 1 2 3 4 5m [email protected] 0131 555 4678 A3 SCALE DRAWN STATUS JOB NO. DWG NO. REV
11
Architecture Heritage Consultancy Archaeology 1:100 NM HLF Rd1 2296.00 S-05
Proposed Museum of Military Intelligence Intelligence of Military Museum Proposed Architects This drawing is the copyright of Simpson & Brown
Tapio
Ashdown
Kirkland
Plan Ryders
Site Plan 1:2500
- PWE Outpost
'Guard House' Concept Design Design Concept Building
-
RIBA Stage 2 Report 2 Stage RIBA South (Entrance) Elevation North (Rear) Elevation
East Elevation West Elevation
JOB TITLE Museum of Military Intelligence
S Simpson & Brown CLIENT Museum of Military Intelligence
- www.simpsonandbrown.co.uk DWG TITLE PWE Outpost 'Guard House' Building 06 The Old Printworks, 77a Brunswick Street, Edinburgh, EH7 5HS Scale: Plans & Elevations As Existing 0 1 2 3 4 5m [email protected] 0131 555 4678 A3 SCALE DRAWN STATUS JOB NO. DWG NO. REV
12
Architecture Heritage Consultancy Archaeology 1:100 NM HLF Rd1 2296.00 S-06
APPENDIX A Structural Engineer’s Report by Elliot Wood
Museum of Military Intelligence - Report 40
Political War Executive Studio Milton Bryan, Bedfordshire “Military Intelligence Museum"
Structural Condition Report
Job number: 2170205
Revision: P2 Status: Preliminary Date: Aug 2018
Museum of Military Intelligence - Report 41
PWE Studio Milton Bryan, Military Intelligence Museum
Structural Condition Report
Document Control
remarks: Updated to suit architect’s comments Adam Greenfield Jonathan Martin Jonathan Martin prepared revision: checked by: approved by: P2 by: MEng (Hons) DIS MEng (Hons) CEng MEng (Hons) CEng CEng MIStructE MIStructE MIStructE
date: 14.08.2018 signature: signature: signature:
remarks: Preliminary Issue Adam Greenfield Jonathan Martin Jonathan Martin prepared revision: checked by: approved by: P1 by: MEng (Hons) DIS MEng (Hons) CEng MEng (Hons) CEng CEng MIStructE MIStructE MIStructE
date: 14.08.2018 signature: signature: signature:
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Structural Condition Report
Contents
Executive summary page 4
1.0 Introduction page 5
2.0 Scope of survey page 5
3.0 Site and building history page 6 4.0 Existing Structure Observations page 8
4.1 Studio Building page 8 4.1.1 Primary structure page 8 4.1.2 Façade page 9 4.1.3 Roof page 10 4.1.4 Internal page 10
4.2 Outpost Building page 11 4.2.1 Primary structure page 11 4.2.2 Façade page 12 4.2.3 Roof page 12 4.2.4 Internal page 12
5.0 Existing Structure - Risks and Recommendations page 13
5.2 Studio Building page 13 5.2.1 Primary structure page 13 5.2.2 Façade page 15 5.2.3 Roof page 15 5.2.4 Internal page 15
5.3 Outpost Building page 16
6.0 Potential for Structural Alterations or Extensions page 16
Appendices
Appendix 1 Site Photographs
Appendix 2 Existing Structural Condition Drawings
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Structural Condition Report
Executive summary
I. Elliott Wood Partnership Ltd. was appointed by Cragg Management to report on the structural condition of the Political War Executive (PWE) Milton Bryan Studios in Milton Bryan, Bedfordshire.
II. Archive information is limited to retrospective accounts and reports of operations undertaking in and around the site at the assumed time of construction in the 1940s; therefore, reasonable assumptions have been made on the existing building.
III. A structural survey of the building was undertaken on the 8 February 2018. All areas on the main PWE Studio building were accessed during the visit including the various roof levels. The Outpost building was limited to a ground level walkover as roofs were either missing, inaccessible or deemed too dangerous to walk on.
IV. The buildings appear to be constructed from a combination of load bearing masonry and steel framing with precast concrete floors and roof elements.
V. The Studio building was largely derelict at the time of the survey having been used only for occasional storage by a local scout group since it was decommissioned in the mid 1940s. Broken windows and a lack of maintenance and repair have resulted in water ingress which has damaged / caused the corrosion of structural elements. It appears that there has been a fire within the building at some time in the recent past.
VI. There are numerous defects and issues associated with the building which require investigating and addressing if it is going to be re-purposed.
VII. Buildings of this age are at risk of being constructed from asbestos containing materials. A full intrusive asbestos survey should be undertaken by a specialist before carrying out any alterations.
VIII. The findings within this report are intended to assist Cragg Management in their development strategy. During the next phase, it will be necessary to plan a series of intrusive investigations in conjunction with the wider project team, to help inform the structural feasibility of any potential re-development.
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Structural Condition Report
1.0 Introduction
1.1. Elliott Wood Partnership Ltd. was appointed by Cragg Management to conduct a visual structural condition survey of the Political War Executive (PWE) Milton Bryan Studio building located in the village of Milton Bryan, Bedfordshire, United Kingdom. The report contains site observations, discusses the current condition of the building and outlines some considerations to be taken into account for any future redevelopment.
1.2. The site walkover was undertaken by Adam Greenfield, MEng (Hons) DIS CEng MIStructE of Elliott Wood Partnership Ltd on 8 February 2018.
1.3. This report has been prepared solely for Cragg Management, the report is not for the use of, or reliance on, by third parties. Any copying of the report for third parties without the express consent of Elliott Wood is prohibited.
1.4. Once this report has been reviewed and a decision taken on the potential future use(s) of the building, Elliott Wood can be commissioned to advise on the structural and civil engineering aspects of the potential redevelopment proposals.
2.0 Scope of survey
2.1. This report is based on a visual survey carried out on 8 February 2018. The weather at the time was dry and overcast. The structural survey was restricted to those parts of the building which were accessible, exposed or uncovered at the time of the visit noting that various fixtures and fittings were still in place at the time of the survey. Foundations have not been exposed and plaster has not been removed to expose concealed surfaces. However, assessments and conclusions have been made as far as is reasonably possible from surface evidence visible at the time of the visit. This report makes no allowances for any deterioration to structural members which may not have been visible during our survey. Photographs of the visit are contained in Appendix 1.
2.2. As requested by Andy Davey of Simpson & Brown Architects, the survey focused primarily on the main Studio building and the Outpost / gate house building located toward the site entrance. A brief site walkover incorporating the external areas of the surround buildings was undertaken to understand the overall site setting and context.
2.3. It has not been possible to obtain archive drawings pertaining to the existing buildings. Measured survey drawings have however been provided by Simpson & Brown Architects. These, along with
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Structural Condition Report
the site visit, have enabled an assumed understanding of the structure to be established - refer to structural condition drawings contained in Appendix 2.
2.4. Outline proposals for possible future alterations have been assessed structurally albeit detailed calculations have not been undertaken at this stage.
3.0 Site and building history
3.1. The existing site complex, known as Milton Bryan Studios is believed to have been constructed in the early 1940s as part of the PWE’s World War II propaganda operations against the Nazis. The site comprises a series of low rise buildings (up to 3 storeys high) which are assumed to have all been constructed around the same period. It is understood that the site and associated buildings are owned by His Grace the Duke of Bedford.
3.2. A site plan is shown in Figure 1. The main Studio building and the outpost building are highlighted in red. An enlarged site plan of the studio building is shown in Figure 2.
Figure 1 - Site Plan
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PWE Studio Milton Bryan, Military Intelligence Museum
Structural Condition Report
Figure 2 Enlarged Site Plan - PWE Studio Building
3.3. Originally designed by Sir Edward Halliday the main Studio building is now Grade II Listed; primarily due to its role in the War effort. The Outpost building is not believed to be Listed.
3.4. It is believed that the complex was constructed in 1942, decommissioned in 1945 and subsequently abandoned in 1946. Since this time, it is believed that the building has remained largely unoccupied and unkept, although the Ampthill & Woburn District Scout Troop have been using the Studio building for equipment storage. The Outpost building appears to have not been used at all since 1946.
3.5. Prior to the 1940s development it is believed the site was farm land with a gravel extraction pit to the north-west corner (now appearing to form the pond feature).
3.6. The majority of the Studio building is now largely derelict having been closed off in 2010 when it was deemed unsafe and is now surrounded by Heras fencing to restrict access. The single storey east wing is still used by the scout group for storage. The outpost building is largely open to the elements with no barriers to prevent entry.
3.7. Several mature trees and shrubs surround both buildings, most notably the east wing of the Studio building where a mature tree more than 15.0 metres high is growing less than half a metre away
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Structural Condition Report
from the perimeter wall. The Outpost building features a semi-mature tree growing within the building’s original footprint.
3.8. Access to the Studio building is via several ground floor level doors on the perimeter of the building. Internally a staircase leads to the first floor with then a ladder up to the second-floor level. Externally a series of ‘Ryanair’ aircraft passenger loading stairs have been placed on the lower and mid-level roofs to grant access to the upper level roof areas.
3.9. Access to the Outpost building is via the original front door opening (door no longer present). There was no safe means of access to the roof.
3.10. British Geological Survey (BGS) Map 220 Leighton Buzzard, indicates that the ground beneath the site comprises glaciofluvial deposits of Quaternary Till / Bounder Clay over the Gault grey mudstone formation. An outcrop of glacial Sand and Gravel appears to be present beneath the area occupied by the Studio building.
3.11. The site is located in an area of high radon potential.
4.0 Existing structure - observations
4.1. Studio Building
4.1.1. Primary structure
4.1.1.1. Refer to drawings in Appendix 2. The three-storey building is formed from a combination of steel framing and load bearing masonry walls. The floors and roofs are formed from precast concrete hollow core planks, approximately 300mm wide, with a concrete or screed topping. There was no sign of a basement or part basement present beneath this building.
4.1.1.2. The steel framing is located toward the centre of the building generally providing support to the multi- storey areas. The peripheral single storey areas appear to be formed of traditional load bearing masonry albeit still constructed with precast concrete roof elements. On the perimeter, the steelwork is supported on concrete padstones. The stair core appears to be formed from load bearing masonry for the full height of the building.
4.1.1.3. At ground floor level, many of the steel beams and columns appear to be encased in concrete. At first floor level, the structure appears to be a steel frame with perimeter beams and columns encased in masonry or concrete / render.
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4.1.1.4. External walls at ground and first floor levels appear to be solid and one and a half bricks wide. At first floor level, the walls appear to be non-load bearing infill panels. At second floor level, the walls are single brick width and appear to be load bearing. Isolated steel beams are provided to support the upper roof’s precast concrete planks. The isolated steel beams generally bear onto concrete padstones constructed on the perimeter masonry walls.
4.1.1.5. Many of the steel beams across the building were bare, unpainted and rusty, had no obvious means of fire protection and had deteriorated such that steelwork had begun to delaminate with rusty steel fragments falling to the floors beneath. This loss of material suggests a potential reduction in their load carrying capacity and overall structural integrity
4.1.1.6. Overall stability of the building against wind and notional horizontal forces appears to be provided by diaphragm action of roofs and floors, transferring loads into masonry shear walls constructed between steel beams and columns. These in-turn appear to be transferring the lateral loads down to foundation level. The cellular arrangement of rooms at all levels, all formed in masonry, will also be acting as vertical shear walls to resist lateral forces transferring loads down to ground level.
4.1.1.7. There was no evidence of any designed structural movement joints in the primary structural frame.
4.1.1.8. Based on the BGS soil map and the site’s history, it would be reasonable to assume the building is founded on traditional concrete trench filled or strip foundations with a ground bearing concrete ground floor slab which generally appear to have performed adequately; with the exception of the north-west corner of the building which is discussed in Section 5 of this report.
4.1.1.9. In the absence of any archive information, and based on the codes of practice at the time of construction, namely; BS449 Specification for the use of structural steel in building 1932, it would be reasonable to assume that the building has been designed for the following imposed service limit state loads (SLS);
Ground floor 100 lb/sq ft. approx. 5.0 kN/m2, Upper floors 50 lb/sq ft. approx. 2.5 kN/m2. Roofs 30 lb/sq ft. approx. 1.5 kN/m2.
4.1.2. Façade
4.1.2.1. The ground floor façade appears to be formed from solid load bearing brickwork. At first floor level, the façade appears to be non-structural. At second floor level, the façade reverts to being load
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bearing again. The stair core surround is load bearing for the full height of the building. Bricks are generally laid in a Flemish bond pattern. The mortar appears to be cement based.
4.1.2.2. There is significant spalling to all exterior brickwork, most notably at exposed corners and at rainwater down pipe locations. A significant amount of repair patching with cement based render or concrete has been undertaken in the past; most notably on the first-floor walls.
4.1.2.3. There were no masonry movement joints present in any of the external or internal walls. Many of the walls exhibited vertical cracks at the corner junctions; which appear to be as a result of thermal expansion and contraction / shrinkage forces.
4.1.2.4. Window and door openings appear to be formed from precast concrete boot lintels with projecting drip detail to the front face. Windows appear to be Crittall steel style with glazing either broken or missing in many areas.
4.1.3. Roof
4.1.3.1. The felt roof finish does not appear to be original and has likely been replaced at some point in the recent past. It is not clear whether the original finish is still present beneath the felt.
4.1.3.2. The roof was ponding in several areas with extensive moss growth also present in many areas. Rain water goods, which were generally plastic in nature, are assumed not original. In many areas, they were detached from the ground level drain points or were missing entirely. This has caused water to run down the face of the brickwork and has likely exacerbated the deterioration and spalling of the facing brickwork.
4.1.3.3. The upper most roof featured a timber aerial structure which was supported from a steel sub frame and anchored down with steel tie rods bolted through the precast concrete roof deck.
4.1.4. Internal
4.1.4.1. Generally, the internal walls were formed from solid brickwork either half brick or full brick width. At ground floor level, there were occasional sections of more recent blockwork infilling existing door or window openings. At first floor level, there was also evidence of internal masonry walls which have been removed in the recent past based on exposed cut brick faces and discontinuities in floor and wall finishes.
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4.1.4.2. At ground floor level, the centrally located rooms (without external facing windows) appear to be connected to one another at high level with multiple small openings (approx. dimensions 200x300mm) at two to three metre centres on all sides, it is assumed that these were used for ventilation or services routing.
4.1.4.3. At ground floor level, it appears that a suspended ceiling was present at some point during the building’s life.
4.1.4.4. Much of the suspended ceiling of the ground floor had collapsed or had been removed. Charred remains of timber battening fixed to walls were still present in many of the rooms.
4.1.4.5. Throughout most of the ground floor there were fragments of rusting steel which appear to have fallen from the steel members supporting the floor level above.
4.1.4.6. In some areas at both ground and first floor levels the original acoustic tiles from the recording studio fitout are still present – it should be noted that these tiles, or the backing sheets / glues may contain asbestos and should be treated with appropriate caution.
4.1.4.7. There appeared to be service pipes and ducts cast into the ground and first floor screed or concrete toppings.
4.1.4.8. On the ground floor slab there were numerous cracks and evidence of previous repairs noted.
4.2. Outpost Building
4.2.1. Primary structure
4.2.1.1. The single storey building is formed from load bearing masonry brick walls with precast concrete plank roof elements. There was no sign of a basement or part basement present beneath this building.
4.2.1.2. A steel beam was present internally to support the tower structure’s western wall and the incoming precast concrete roof planks. The beam was supported on concrete padstones on masonry walls each end.
4.2.1.3. There was evidence of a timber roof to the rear of the building which has since completely collapsed.
4.2.1.4. Above the main entrance there is an external concrete canopy supported from a steel ‘L’ beam and a tubular steel post.
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4.2.1.5. All steel members were heavily corroded.
4.2.2. Façade
4.2.2.1. Window and door openings appear to be formed from precast concrete lintels with projecting drip detail to the front face. Windows appear to be Crittall steel style with glazing either broken or missing in most areas.
4.2.2.2. Major spalling has occurred in the perimeter brickwork with only mortar joints remaining in many areas.
4.2.2.3. The tower located toward the rear of the building appear to have numerous vertical cracks and spalling within the perimeter masonry walls.
4.2.3. Roof
4.2.3.1. The roof was not accessed. From the underside, it appeared the roof was constructed from similar precast concrete hollow core planks as the main Studio building with evidence of spalling and corroding reinforcement.
4.2.4. Internal
4.2.4.1. Door openings between rooms were formed from precast concrete lintels.
4.2.4.2. There were cracks in existing walls suggesting settlement had occurred.
4.2.4.3. The floor was covered with rubbish and general detritus.
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5.0 Existing Structure - Risks and Recommendations
5.1. Buildings of this age are at risk of being constructed from asbestos containing materials. A full intrusive asbestos survey should be undertaken before undertaking any alterations.
5.2. Studio building
5.2.1. Primary structure
5.2.1.1. A building of this era may be approaching the end of its original design life. All construction materials are susceptible to degradation during their design life, with specific problems to each material. In addition, certain types of structure and materials used at the time the building was constructed have problems associated with them.
5.2.1.2. Reinforced concrete elements are susceptible to problems due to corrosion of the reinforcement where the original concrete cover was insufficient. This can be exacerbated where carbonation of the concrete has occurred. Carbonation is caused by a reaction of carbon dioxide in the environment with the chemicals in the concrete, a result of this is a reduction in the protection the concrete gives to the embedded metal potentially causing it to oxidise or rust. Water in contact with the concrete can accelerate the carbonation process.
5.2.1.3. Extensive concrete spalling has occurred across the precast concrete planks forming the first-floor slabs, second-floor slabs and the mid height roof slabs. Exposed steel reinforcing bars can clearly be seen and are therefore at risk of potential further deterioration. As noted previously it appears that a fire has broken out within the building at some point in the past. Spalling of concrete is common in a fire and may be a contributing factor in the conditions observed on site.
5.2.1.4. A full suite of chemical tests on the concrete should be undertaken to ascertain the condition and chemical make up before further recommendations can be made. Any recommendations for repair will need to address long term durability of the concrete and the embedded steelwork for the environmental conditions and also any potential requirements for fire resistance.
5.2.1.5. Much of the steelwork is badly corroded and decaying, which may have been exacerbated by chemicals in the smoke from the previous fire event. In addition, steelwork which has been heated to beyond a certain point undergoes irreversible changes in its structure, resulting in some permanent loss of strength. It is therefore recommended that the existing steelwork is inspected and sampled by a specialist to ascertain whether it is fit for reuse. Existing steel members, and the associated steel connections, may require strengthening or replacing in their entirety.
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5.2.1.6. It would be beneficial to expose some sections of the existing embedded perimeter steelwork, along with any members taking support on the existing perimeter masonry walls to check for signs of corrosion – this is a particularly high-risk item due to the generally poor condition of the existing exterior masonry.
5.2.1.7. There is evidence of settlement having occurred in the north-west corner of the building, most notably at ground floor level. It is not clear whether the internal structure has either settled or the external walls have been subjected to heave (upward) forces. The missing external rainwater down pipes in this area may have contributed to the movement issues. A period of monitoring would confirm whether or not the movement is progressive. It would also be advantageous to excavate a series of trial holes in this area to understand the existing foundation arrangements and soil conditions.
5.2.1.8. At first floor level, there are cracks in the floor of room F6. The cause of these cracks is not clear although there are several potential contributing factors including; signs of movement in the ground floor walls beneath, spalling to the soffit of the precast concrete first floor slabs (potentially causing loss of strength and increased overall deflections) and/or the additional weight caused by the recent addition a brick chimney stack built off the existing first floor / roof slab.
5.2.1.9. The brickwork cracks at high level in the main stair may be due to differential shrinkage of the dissimilar, ground, first and second floor support structures (steel frame ‘vs’ load bearing masonry).
5.2.1.10. It is recommended that a period of crack monitoring be undertaken to confirm whether the cracking present in masonry walls and concrete floors is progressive before more detailed recommendations or repair strategies can be formulated.
5.2.1.11. The building is constructed in an area known to contain clay soils. As such, due to the surrounding trees there is a risk that future settlement or heave movements may occur. From the BGS map the Studio building may have been construed on the outcrop of sand and gravel as such the trees may not affect the structure. There are numerous mature trees in the vicinity, some within 500mm of the building, however there does not appear to be any visual evidence of tree root related subsidence in these specific areas.
5.2.1.12. A CCTV survey of the existing below ground foul and surface water drainage should be undertaken. This will inform whether the system is functioning as originally designed and if the extensive vegetation has affected the pipe network. In addition, and as a matter of course, all existing rain water downpipes should be reconnected to the ground level stub pipes
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5.2.2. Façade
5.2.2.1. There are two chimneys present, one serving ground floor room G38 on north-east wing and the other serving first-floor room F6 on the north-west corner. It is recommended that the unstable stack serving room G38 should be carefully taken down to below the existing roof level and should be capped off and ventilated in accordance with best practice. The support conditions first-floor chimney stack serving room F6 are unclear. Pending further investigation, it may be necessary for it to be removed in its entirety or alternatively, new supporting steelwork be provided at first floor level with loads taken down to foundation level.
5.2.2.2. There is significant spalling to external masonry walls, with extensive patch repairing already having been undertaken. Pending further investigation, it may be necessary to rebuild the worst affected areas with the remainder potentially covered over with a rainscreen type cladding to prevent further deterioration. There is a small (<100mm) wide projecting overhang to the existing roofs – it may be beneficial to increase this to help protect the masonry from future weathering.
5.2.3. Roof
5.2.3.1. Although no visual evidence of ongoing water ingress was observed during the survey visit, roofing materials have a limited design life therefore provision should be made for replacing the roof finishes and associated flashings to the Architect’s satisfaction.
5.2.3.2. It is likely that the existing roof areas will need strengthening if they are to be used for viewing platforms and the-like. In addition, perimeter balustrades will need to be carefully detailed to ensure the fixings back to the existing structure have sufficient strength to cater for the overturning forces they would be subjected to. It may be necessary to provide additional structure to achieve this.
5.2.4. Internal
5.2.5. Repairs to spalling floor slabs and steel beams have been covered previously in this report.
5.2.6. It is likely as part of any future conversion works that the ground floor slab will be replaced with an insulated slab laid on a well compacted stone sub base. It would be prudent to undertake a trial pit within the building footprint to understand if foundations are present under the full brick width masonry walls, and or if they will need underpinning as a result of removal of the existing concrete slab.
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5.3. Outpost building
5.3.1. Based on visual evidence, it is clear that much of the existing structure has deteriorated and needs replacing. This includes, the concrete and timber roofs, masonry walls, steelwork and supporting lintels.
5.3.2. The building currently unsafe, with parts of the existing structure having already collapsed with other areas at high risk of immanent collapse.
5.3.3. This building appears to be beyond economical repair. It is recommended that this building be demolished and re-built if required.
6.0 Potential for Structural Alterations or Extensions
6.1. Buildings of this age are at risk of being constructed from asbestos containing materials. A full intrusive asbestos survey should be undertaken by a specialist before carrying out any alterations.
6.2. If the first and second floor spaces are being used for public access and / or museum exhibition spaces then pending detailed calculation and analysis imposed floor loadings may be in excess of the current assumed design loads. Museum spaces are generally designed for minimum of 4.0 kN/m2 vs the existing assumed 2.5kN/m2 internal floor capacity and 1.5kN/m2 flat roof capacity. It is therefore likely that strengthening, potentially in the form of new steel beams spanning onto existing load bearing walls or new stanchions and foundations. The steel beams could be placed at the mid span of the existing precast concrete floor planks to increase the overall load carrying capacity.
6.3. Existing walls could likely be removed to create more open plan spaces for a cafeteria or function room. Any proposals will need to be reviewed on a case by case basis as it has been identified that some walls are load bearing.
6.4. The building does not currently feature a lift to access the upper floors. It is envisaged that a lift will be needed in any future proposals. Upper floors and roof elements could be trimmed with supporting steelwork spanning onto existing load bearing walls or steel framed elements. It may be necessary to underpin existing foundations to accommodate a standard 1200mm deep lift pit.
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6.5. Due to the hybrid arrangement of a steel frame and load bearing masonry elements disproportionate collapse requirements will need careful consideration. In accordance with The Building Regulations Part A Structure, a three-storey building accessible by the general public, would be required to meet the robustness of a Class 2B building.
6.6. Class 2B buildings are required to have effective horizontal and vertical ties to ensure the structure is sufficiently robust to sustain a limited extent of damage or failure without collapse. Pending further investigation into degrees of corrosion, it is expected that that the existing steel-to-steel connections would provide sufficient robustness to meet the Class 2B criteria. However, the load bearing masonry areas will likely not achieve this, in particular the vertical tying resistance. This can be reviewed in detail during the next stage however it is likely that the multi-storey load bearing masonry portions will require the introduction of an internal steel frame or tension strapping to achieve the requirements for a Class 2B structure.
6.7. Extensions to the existing building could be accommodated however it is recommended that provision is made to accommodate movement joints in floor, wall and roof elements at junctions with the existing building fabric to cater for potential differential movements.
6.8. Prior to construction of any extensions an intrusive site investigation should be undertaken to confirm the geological site conditions along with addressing potential contamination risks from materials and features present on site, such as cars, oil drums and other refuse distributed around the site.
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Appendix 1 - Site Photographs
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1. External Areas
Photo E1 – Front (south) elevation Photo E2 – South west corner
Photo E3 - West elevation Photo E4 – North west corner
Photo E5 - West elevation entrance & evidence of previous Photo E6 – Rear (north) elevation – western end building now demolished
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Photo E7 – Rear (north) elevation spalling brickwork & missing Photo E8 – Rear (north) elevation – eastern end RWP
Photo E9 – Rear (north) elevation eastern end extensive Photo E10 – South east corner spalling to brickwork
Photo E11 – East elevation with mature tree <500mm from Photo E12 – East elevation showing aircraft passenger loading building stairs to access upper roof levels
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Photo E13 – Corbelling chimney on rear (north) elevation Photo E14 – First floor eastern façade patch repairs eastern end
Photo E15 - First floor eastern façade patch repairs Photo E16 – First floor rear (north) façade & ground floor roof – extensive moss growth
Photo E17 – Second floor northern façade. Ladder access to Photo E18 – Second floor western façade with spalling upper roof level concrete lintels and brickwork.
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Photo E19 – Upper roof timber ‘aerial’ with steel rod stays Photo E20 – view on roofs to eastern wing
Photo E21 – Stair tower western façade spalling brickwork and Photo E22 – Oil drum outside eastern single storey area rock climbing grab holds entrance
Photo E23 – Ancillary buildings to south of Studio building Photo E24 – Ancillary buildings to south of Studio building
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Photo E25 – Rubbish to west of Studio building Photo E26 – Below ground water reservoir to north of Outpost building
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22.0. Internal Areas Ground Floor
Photo IGF1 – View onto corridor room G7 Photo IGF2 – View toward east in corridor room G7
Photo IGF3 – Ceiling of room G15 – spalled soffit to PCC Photo IGF4 - Ceiling of room G15 – spalled soffit to PCC planks planks
Photo IGF5 Ceiling of room G16 – spalled soffit to PCC planks Photo IGF6 - Ceiling of room G16 – spalled soffit to PCC planks
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Photo IGF7 – Typical high-level opening between rooms & Photo IGF8 - Spalled soffit to PCC planks charred ceiling timbers
Photo IGF9 - Room G18 Photo IGF10 – Room G18
Photo IGF11 – Room G15 looking toward room G18 Photo IGF12 – Ceiling of corridor G7 heading toward G25 (on LHS)
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Photo IGF13 - Floor of corridor G7 heading toward G25 – Photo IGF14 – Charred remains of ceiling battens to corridor rusted steel fragments from beams over G25
Photo IGF15 – Ceiling of room G19 Photo IGF16 - Ceiling of room G19
Photo IGF17 – Floor of room G32 looking toward G2 and G33 Photo IGF18 - Ceiling of Room G32 looking toward G2 and G33
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Photo IGF19 – Room G32 possible cause of fire Photo IGF20 - Room G32 possible cause of fire
Photo IGF21 - Floor of room G32 looking toward G31 and G25 Photo IGF22 – NOT USED
Photo IGF23 – Room G33 ceiling Photo IGF24 – Room G33 diagonal cracking to western wall
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Photo IGF25 – Room G32 southern wall Photo IGF26 - Room G32 diagonal cracking to western wall
Photo IGF27 – Room G20 – remains of suspended ceiling Photo IGF28 – Room G23 spalled ceiling
Photo IGF29 – Room G20 looking toward west - remains of Photo IGF30 – Room G21 – soffit of precast concrete staircase suspended ceiling
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Photo IGF31 – Room G11 & recent blockwork addition Photo IGF32 – Corridor G2 looking north with room G5 on LHS
Photo IGF33 – Room G3 high level cracking to western end Photo IGF34 – Corridor G2 adjacent to room G1 on LHS
Photo IGF35 – Ceiling of G34 Photo IGF36 – Services in room G35
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Photo IGF37 – Floor of room G34 including cast in service Photo IGF38 – G13 staircase lobby ducts
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2.1 Internal Areas First Floor
Photo IFF1 - G13 staircase lobby up to first floor with full brick Photo IFF2 - G13 staircase lobby with full brick width width balustrade balustrade with steel supporting upper landing edge
Photo IFF3 – F3 looking north towards F4 – rusted steelwork Photo IFF4 – F3 looking north east rusted steelwork and partly and concrete column encasement on LHS exposed supporting column on RHS
Photo IFF5 – F4 looking back toward F3. Evidence of Photo IFF6 – Vertical crack in F4 north east corner. Assumed alterations to remove original walls. Partial brickwork high level perimeter steelwork encased in concrete / render encasement to high level steelwork
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Photo IFF7 – Exposed reinforcement and corroded steel beam Photo IFF8 – Spalling hollow core planks in F3 in F2. Cleated connection to encase column on LHS
Photo IFF9 - Spalling hollow core planks in F3 Photo IFF10 – Beam to column connection in F3
Photo IFF11 – Beam to column connections in F4 Photo IFF12 – Beam to beam connections in F4
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Photo IFF13 - Beam to beam connections in F4 Photo IFF14 – Room F6
Photo IFF15 – Fireplace and floor cracking in room F6 Photo IFF16 – Floor cracking in room F6
Photo IFF17 – Displacement at floor cracks in room F6 Photo IFF18 – Exposed reinforcement, possibly due to water ingress at west end of F2 corridor
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Photo IFF19 – ‘Dorman & Long’ steel manufacturer’s stamping Photo IFF20 – Steelwork and acoustic tiles in F7 to steelwork
Photo IFF21 - Acoustic ceiling tiles in F7 Photo IFF22 – Services cast into floor screed / concrete topping in F4
Photo IFF23 – Ladder and access hatch up to second floor room S2 from first floor stair landing F1
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2.2 Internal Areas Second Floor
Photo ISF1 – Second floor plant room S1 Photo ISF2 – Smoke staining and corroded steelwork in S2
Photo ISF3 – Severely corroded steelwork in S2 Photo ISF4 – Beams in S2 bearing onto concrete padstones with daylight visible through cracks in wall beneath.
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PWE Studio Milton Bryan, Military Intelligence Museum
Structural Condition Report
3. Outpost Building
Photo OP1 -Outpost building western main elevation Photo 0P2 –South west corner concrete lintel and extensively spalled brickwork
Photo OP3 –North façade with mature tree <500mm away Photo OP4 – Tower section with timber lintel, spalling and from building cracked brickwork
Photo OP5 – Semi mature tree within footprint of building Photo OP6 – Vegetation at main entrance opening growing through previously collapsed roof
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PWE Studio Milton Bryan, Military Intelligence Museum
Structural Condition Report
Photo OP7 - South west corner window Photo 0P8 – High level cracking to northern room
Photo OP9 – Delaminated supporting steelwork
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Structural Condition Report
Appendix 2 --- Existing Structural Condition Drawings
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Proposed Museum of Military Intelligence Intelligence of Military Museum Proposed
24.4 m ASSUMED CONCRETE TRENCH FILLED / ASSUMED CONCRETE STRIP FOUNDATIONS TRENCH FILLED / STRIP FOUNDATIONS
Cpd G39 G38
ASSUMED CONCRETE GROUND BEARING SLAB G1 G33 G31 G30 G29
G32 FROM PREVIOUS ASSUMED GROUND G34 G37 BUILDING BEARING CONCRETE G2 G25 GROUND FLOOR SLAB
G3 G28 G36 G35
- G16 G18 G19 G4
ASSUMED GROUND
Concept Design Design Concept BEARING CONCRETE G17 G27 GROUND FLOOR SLAB G5
G2 G25 G26 20.0 m G15
G6 G24
G11 G10 G7
G14
- G23
G12 G9 G8 G20 G22 RIBA Stage 2 Report 2 Stage RIBA
G21
G13
ASSUMED CONCRETE PAD FOUNDATIONS
ASSUMED CONCRETE TRENCH FILLED / STRIP FOUNDATIONS
DRAWING BASED ON ELLIOTT WOOD SITE VISIT UNDERTAKEN IN FEB 2018 AND SUBSEQUENT
SURVEY INFORMATION PROVIDED BY SIMPSON & BROWN ARCHITECTS. ALL EXISTING STRUCTURE TO BE CONFIRMED BEFORE UNDERTAKING ANY ALTERATIONS 0 1 2 3 4 5m
sketch title project NOTES SPALLING TO PCC STRUCTURAL CONDITION REPORT MILITARY INTELLIGENCE MUSEUM EXISTING STEEL BEAM PLANK SOFFITS EXISTING GROUND FLOOR PLAN MILTON BRYAN
c EXISTING STEEL COLUMN Project no. 2170205 SPAN OF EXISTING PRECAST HOLLOW CORE CONCRETE PLANKS Elliott Wood Partnership Ltd
SKETCH Wimbledon Central London Nottingham Sketch no. revision EVIDENCE OF FIRE / SMOKE DAMAGE (GENERALLY CONFINED TO scale (s) date drawn Consulting Structural and Civil Engineers tel: (020) 7499 5888. www.elliottwood.co.uk SKE/090 P1 ORIGINAL SUSPENDED CEILING VOID) P1 14/08/18 AGr JMa Preliminary 1:200@A3 AUG 18. AGR rev date by chk description
79
Proposed Museum of Military Intelligence Intelligence of Military Museum Proposed
CRACKS IN MASONRY BROKEN RWP BROKEN AT LOW LEVEL GUTTER AT HIGH LEVEL HORIZONTAL CRACKS IN MASONRY AT HIGH SPALLING BRICKWORK LEVEL
CRACKS IN MASONRY SPALLING BRICKWORK AT HIGH LEVEL
CRACKING ABOVE AND ADJACENT DOOR OPENING CHIMNEY STACK CORBELLING 140mm OVER 300mm HEIGHT EVIDENCE OF PREVIOUSLY DEMOLISHED Cpd G39 BUILDING G38 VERTICAL CRACKS IN
MASONRY G1 G33 G31 G30 G29
DIAGONAL G32 CRACKING TO c c c G34 G37 G2 c G25 MASONRY WALL
G3 G28 c G36 MISSING c G35 - G4 G16 G18 G19
SERVICE PIPES / DUCTS
Concept Design Design Concept RWP CAST INTO GROUND G17 G27 G5 c FLOOR SLAB/SCREED BEAM BEARING ONTO c CONCRETE PADSTONE c c G2 G25 G26 VERTICAL CRACK IN (TYP. ON PERIMETER OF MASONRY GROUND FLOOR) G15
G6 G24 c c c SPALLING BRICKWORK c G11 G10 G7
G14 - G23 G8 G20 G22 c RIBA Stage 2 Report 2 Stage RIBA G12 c G9 c c
SPALLING TO PCC G21 PLANK SOFFITS G13
BEAM BEARING ONTO CONCRETE PADSTONE VERTICAL CRACKS IN (TYP. ON PERIMETER OF MASONRY GROUND FLOOR)
SPALLING BRICKWORK PRECAST CONCRETE STAIRCASE
DRAWING BASED ON ELLIOTT WOOD SITE VISIT UNDERTAKEN IN FEB 2018 AND SUBSEQUENT SURVEY INFORMATION PROVIDED BY SIMPSON & BROWN ARCHITECTS.
ALL EXISTING STRUCTURE TO BE CONFIRMED BEFORE UNDERTAKING ANY ALTERATIONS 0 1 2 3 4 5m
NOTES sketch title project STRUCTURAL CONDITION REPORT MILITARY INTELLIGENCE MUSEUM SPALLING TO PCC EXISTING STEEL BEAM PLANK SOFFITS EXISTING GROUND FLOOR PLAN MILTON BRYAN c (SHOWING STRUCTURE OVER) EXISTING STEEL COLUMN Project no.
2170205 SPAN OF EXISTING PRECAST HOLLOW CORE CONCRETE PLANKS Elliott Wood Partnership Ltd SKETCH Wimbledon Central London Nottingham Sketch no. revision EVIDENCE OF FIRE / SMOKE DAMAGE (GENERALLY CONFINED TO Consulting Structural and Civil Engineers scale (s) date drawn ORIGINAL SUSPENDED CEILING VOID) tel: (020) 7499 5888. www.elliottwood.co.uk SKE/100 P1 P1 14/08/18 AGr JMa Preliminary 1:200@A3 AUG 18. AGR rev date by chk description
80
Proposed Museum of Military Intelligence Intelligence of Military Museum Proposed
CRACKING TO FLOOR SLAB HORIZONTAL SPALLING BRICKWORK (APPROX. 10mm VERTICAL FLAT ROOF (FELT) CRACKS IN PREVIOUSLY REPAIRED DISPLACEMENT) VERTICAL MASONRY AT WITH CONCRETE / VERTICAL CRACKS IN CRACKS IN HIGH LEVEL RENDER PATCHING MASONRY (1-3mm) VERTICAL CRACKS IN MASONRY
MASONRY ASSUMED CONCRETE
ENCASED STEEL PERIMETER BEAMS SPALLING BRICKWORK PREVIOUSLY REPAIRED LOOSE CHIMNEY STACK & POT (CHIMNEY WITH CONCRETE / STACK CORBELLING 140mm OVER 300mm RENDER PATCHING HEIGHT)
NON-ORIGINAL BRICK CHIMNEY STACK FLAT ROOF (FELT)
SPALLING BRICKWORK PREVIOUSLY REPAIRED SPALLING BRICKWORK PREVIOUSLY REPAIRED
WITH CONCRETE / WITH CONCRETE / RENDER PATCHING RENDER PATCHING c c c c SERVICE PIPES / DUCTS / FLOOD BOXES CAST INTO FIRST FLOOR SCREED 1.5 BRICK WIDE SOLID F6 MASONRY WALLS (TYP) F5 F4
-
Concept Design Design Concept
RWPs FROM UPPER ROOF c c DISCHARGE ONTO THIS ROOF VERTICAL CRACKS IN MASONRY (4mm) c c F2
F9 F8
c c F3 0.5 BRICK WIDE MASONRY WALLS (TYP) c
F2 F2 c F10 F7
F11 SPALLING TO PCC PLANK SOFFITS
-
RIBA Stage 2 Report 2 Stage RIBA c c c c Hatch above SPALLING BRICKWORK F1 VERTICAL CRACKS IN MASONRY (up to 6mm) PREVIOUSLY REPAIRED WITH CONCRETE / CAST INSITU CONCRETE CEILING RENDER PATCHING
SPALLING BRICKWORK PREVIOUSLY REPAIRED LADDER ACCESS TO SECOND F1 FLOOR WITH CONCRETE / RENDER PATCHING
BEAM BEARING ONTO CONCRETE PADSTONES PRECAST CONCRETE STAIRCASE WITH BRICKWORK BALUSTRADE SPALLING BRICKWORK
HIGH LEVEL CRACKS IN MASONRY CRACKING TO PCC PLANK SOFFITS
DRAWING BASED ON ELLIOTT WOOD SITE VISIT UNDERTAKEN IN FEB 2018 AND SUBSEQUENT
SURVEY INFORMATION PROVIDED BY SIMPSON & BROWN ARCHITECTS. ALL EXISTING STRUCTURE TO BE CONFIRMED BEFORE UNDERTAKING ANY ALTERATIONS 0 1 2 3 4 5m
sketch title project NOTES SPALLING TO PCC STRUCTURAL CONDITION REPORT MILITARY INTELLIGENCE MUSEUM EXISTING STEEL BEAM PLANK SOFFITS EXISTING FIRST FLOOR PLAN MILTON BRYAN (SHOWING STRUCTURE OVER) Project no. c EXISTING STEEL COLUMN 2170205 SPAN OF EXISTING PRECAST HOLLOW CORE CONCRETE PLANKS Elliott Wood Partnership Ltd
SKETCH Wimbledon Central London Nottingham Sketch no. revision EVIDENCE OF FIRE / SMOKE DAMAGE (GENERALLY CONFINED TO scale (s) date drawn Consulting Structural and Civil Engineers tel: (020) 7499 5888. www.elliottwood.co.uk SKE/110 P1 ORIGINAL SUSPENDED CEILING VOID) P1 14/08/18 AGr JMa Preliminary 1:200@A3 AUG 18. AGR rev date by chk description
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Proposed Museum of Military Intelligence Intelligence of Military Museum Proposed
-
Concept Design Design Concept
SPALLING BRICKWORK
LOWER LEVEL ROOF
- FLAT ROOF (FELT)
RIBA Stage 2 Stage RIBA RWP CONNECTS TO LOWER LEVEL ROOF'S PERIMETER GUTTER TIMBER ARIEL WITH STEEL ROD STAYS TO CONCRETE UPSTAND TO EACH CORNER BOLTED PERIMETER OF ROOF THROUGH ROOF DECK
Report SPALLING BRICKWORK
DRAWING BASED ON ELLIOTT WOOD SITE VISIT UNDERTAKEN IN FEB 2018 AND SUBSEQUENT SURVEY INFORMATION PROVIDED BY SIMPSON & BROWN ARCHITECTS. ALL EXISTING STRUCTURE TO BE CONFIRMED BEFORE UNDERTAKING ANY ALTERATIONS 0 1 2 3 4 5m
sketch title project NOTES SPALLING TO PCC STRUCTURAL CONDITION REPORT MILITARY INTELLIGENCE MUSEUM EXISTING STEEL BEAM PLANK SOFFITS UPPER ROOF PLAN MILTON BRYAN
c EXISTING STEEL COLUMN Project no. 2170205 SPAN OF EXISTING PRECAST HOLLOW CORE CONCRETE PLANKS Elliott Wood Partnership Ltd SKETCH Wimbledon Central London Nottingham Sketch no. revision EVIDENCE OF FIRE / SMOKE DAMAGE (GENERALLY CONFINED TO Consulting Structural and Civil Engineers scale (s) date drawn ORIGINAL SUSPENDED CEILING VOID) tel: (020) 7499 5888. www.elliottwood.co.uk SKE/130 P1 P1 14/08/18 AGr JMa Preliminary 1:200@A3 AUG 18. AGR rev date by chk description
82
Proposed Museum of Military Intelligence Intelligence of Military Museum Proposed
SEMI MATURE TREE WITHIN BUILDING FOOTPRINT
MASONRY TOWER STRUCTURE OVER
CRACKING TO MASONRY COLLAPSED TIMBER ROOF
-
Concept Design Design Concept MATURE TREE <0.5m FROM BUILDING CRACKING TO MASONRY
SPALLING BRICKWORK EXTENSIVELY SPALLING BRICKWORK c BITUMEN / TAR ROOF COVERING
-
RIBA Stage 2 Report 2 Stage RIBA CONCRETE CANOPY OVER CONTINUOUS CONCRETE BOOT LINTEL ABOVE WINDOWS
EXTENSIVELY SPALLING BRICKWORK
DRAWING BASED ON ELLIOTT WOOD SITE VISIT UNDERTAKEN IN FEB 2018 AND SUBSEQUENT SURVEY INFORMATION PROVIDED BY SIMPSON & BROWN ARCHITECTS.
ALL EXISTING STRUCTURE TO BE CONFIRMED BEFORE UNDERTAKING ANY ALTERATIONS 0 1 2 3 4 5m
sketch title project NOTES SPALLING TO PCC STRUCTURAL CONDITION REPORT MILITARY INTELLIGENCE MUSEUM EXISTING STEEL BEAM PLANK SOFFITS GATE HOUSE MILTON BRYAN EXISTING GROUND FLOOR PLAN Project no. c EXISTING STEEL COLUMN 2170205 SPAN OF EXISTING PRECAST HOLLOW CORE CONCRETE PLANKS Elliott Wood Partnership Ltd SKETCH Wimbledon Central London Nottingham Sketch no. revision EVIDENCE OF FIRE / SMOKE DAMAGE (GENERALLY CONFINED TO Consulting Structural and Civil Engineers scale (s) date drawn ORIGINAL SUSPENDED CEILING VOID) tel: (020) 7499 5888. www.elliottwood.co.uk SKE/200 P1 P1 14/08/18 AGr JMa Preliminary 1:200@A3 AUG 18. AGR rev date by chk description
8
3
Wimbledon 241 The Broadway London SW19 1SD
tel. (020) 8544 0033 fax. (020) 8544 0066
Central London 46-48 Foley Street London W1W 7TY
tel. (020) 7499 5888 fax. (020) 7499 5444
Nottingham 1 Sampsons Yard Halifax Place Nottingham NG1 1QN
tel. 0870 460 0061 fax. 0870 460 0062
email: [email protected] www.elliottwood.co.uk
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APPENDIX B Services Engineer’s Report by BaileyGomm
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HEAD OFFICE:
BAILEYGOMM Limited 39 High Street Ware Hertfordshire SG12 9BA
Tel: 01920 468951 [email protected]
www.baileygomm.co.uk
M&E SERVICES REPORT
FOR
MILITARY INTELLIGENCE MUSEUM MILTON BRYAN BEDFORDSHIRE MK17 9HR
REVISION: 1.1
DATE: 14 AUGUST 2018
NORTHERN OFFICE:
BAILEYGOMM Limited Shotton Lane Windmill Industrial Estate Cramlington NE23 3JU
Tel: 01670 593120
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B A I L E Y G O M M M&E SERVICES REPORT – MILITARY INTELLIGENCE MUSEUM – REVISION 1.1 – 14 AUGUST 2018
C O N T E N T S
INTRODUCTION
UTILITIES
COSTS
DESIGN PROPOSALS
NEXT STEPS
APPENDIX A – ANGLIAN WATER PRE-PLANNING ASSESSMENT REPORT
APPENDIX B – UKPN BUDGET QUOTE
APPENDIX C – ELECTRICAL LOAD ASSESSMENT
APPENDIX D – BUDGET M&E COSTS SPREADSHEET (140818)
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B A I L E Y G O M M M&E SERVICES REPORT – MILITARY INTELLIGENCE MUSEUM – REVISION 1.1 – 14 AUGUST 2018
INTRODUCTION The purpose of this document is to provide a brief synopsis for the Mechanical and Electrical Services of the project concerning the redevelopment of the PWE Recording Studio and surrounding site into the Military Intelligence Museum at this stage.
UTILITIES The site of the proposed Military intelligence Museum is currently a semi-derelict old recording studio and some various outbuildings, generally used by a local scout group. Some of these outbuildings are to be refurbished as part of the upgrade works and hence new utility enquiries have been made for water, drainage and electrical supplies as the existing infrastructure is not enough to serve the new Museum. Copies of these reports and quotations can be found in the appendices of this report giving an indication of cost.
After a site inspection it was determined that there is no gas connection not only to the site but also to the village, Milton Bryan, so due to the costs involved in bringing a gas supply to site, this form of energy has been ruled out for the site.
There are local water pipes and drainage sewers that can be utilised to serve the site, however in terms of electricity, a new transformer may be required to provide a suitably sized supply. Appended to this document is the current electrical load assessment used to determine the supply size required, which was used in the application for the new electrical supply.
Please note however that due to revised layout changes of the proposed museum new applications will need to be made for all utilities.
COSTS To assist the quantity surveyor in producing cost proposals for the Museum, Baileygomm produced some early budget cost figures for the scheme, taking into account building area sizes and assigning approximate cost per meter squared to this. These early stage costs are appended to the end of this document with subsequent revisions due to revisions made to the architectural design of the site.
DESIGN PROPOSALS Strip Out – All existing mechanical and electrical services are to be safely stripped out and removed from the existing site buildings. Existing utility connections are to be isolated/capped off and taken back to the meter locations for removal by the appropriate utility providers.
Mechanical - As there is no gas supply in the vicinity of the site, electrical heating and water provision is to be provided to all buildings, utilising heat pump technology to lower costs. Suitable pipework for all water services shall be provided as well as adequate ventilation to suit the footfall of the Museum.
Electrical – New power, LED lighting, data, and security systems to be provided throughout the development.
External – New external ducting infrastructure to run around the site where required to ensure suitably protected cables and pipework.
NEXT STEPS Firstly, RIBA Stage 3 utility load assessments are to be completed allowing new applications to be made. This will provide a firm costs and determine requirements for new equipment such as a new transformer, or if the existing site transformer can be relocated to suit the new site layout plan.
Next, the M&E Costs schedule can be updated to include the revised Utility quotation figures and updated in line with the latest architectural figures.
Finally the M&E design proposals for the site can be progressed to a RIBA Stage 3 standard.
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B A I L E Y G O M M M&E SERVICES REPORT – MILITARY INTELLIGENCE MUSEUM – REVISION 1.1 – 14 AUGUST 2018
APPENDIX A – ANGLIAN WATER PRE-PLANNING ASSESSMENT REPORT
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Pre-Planning Assessment Report
2 Meads Cl, Milton Bryan
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Section 1: Proposed Development
Thank you for submitting a pre-planning enquiry. This has been produced for Baileygomm Ltd. Your reference number is 00028325. If you have any questions upon receipt of this report, please contact the Pre-Development team on 0345 606 6087 Option 1 or email [email protected].
The response within this report has been based on the following information which was submitted as part of your application:
List of Planned Developments Type of Development No. Of Units D1 Non-residential 4
• The grid reference for the site is SP9700031000.
• The site currently does not have planning permission and is located on a greenfield site.
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Section 2: Assets Affected
In addition to any private assets that may be located on your site, there are public assets, owned and maintained by Anglian Water, located next to your site. The statutory easement of these assets overlap into your development site. The following table confirms the easement that will need to be taken into consideration when designing your layout.
Water and Used Water Easement Information Asset Type Pipe Size (mm) Total Easement Required (m)
Water Mains 500 4.5 m either side of the centre line
Water Mains 363 3.0 m either side of the centre line
If it is not possible to avoid our assets then the water main/sewer may need to be diverted in accordance with Section 185 of the Water Industry Act (1991). We have a duty to divert our sewerage infrastructure if requested to do so although this would be at your expense. You will need to make a formal application if you would like a diversion to be considered. A copy of the section 185 diversion application form can be found at www.anglianwater.co.uk/developers
Due to the private sewer transfer in October 2011 many newly adopted public used water assets and their history are not indicated on our records. You also need to be aware that your development site may contain private water mains, drains or other assets not shown on our records. These are private assets and not the responsibility of Anglian Water but that of the landowner.
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Section 3: Water Supply
In examining the available capacity for your development site we assess the capacity for two categories of water main. These are:
Strategic – these are the potable water mains on our existing network which deliver water within an area to a large number of development sites often across a number of towns. The strategic provision of these water mains enables us to provide the cheapest solution across a large geographical area.
Local – these are nearby potable water mains that may be affected by the provision of water to the development resulting in the loss of water or water pressure to existing houses.
The cost of reinforcement and upgrades to our existing network, called “Network Reinforcements”, whether designed to address strategic or local capacity issues, are covered in the Zonal Charges section of this report.
We also consider what new infrastructure needs to be built to connect the development site to our existing network. This new infrastructure from (and including) the point of connection to our network is called “Site-Specific Works”.
Water Supply Network Your site will benefit from the strategic water main(s) listed below. The strategic scheme(s) has/have been designed to cater for the predicted housing growth in the area. All developments that benefit from this/these strategic water scheme(s) will be required to make a contribution proportional to their flow demand. Contribution is based on a litre per second requirement. For more detail on the flow rates please see below. More information is provided in the costing section of this report. The connection point for the site will be into the existing 100mm AC water main downstream (South) of the district meter STP4WM approximately 60m along the existing access track from the main road Milton Bryan at National Grid Reference (NGR) SP9704130895.
Currently, there is no expectation that there will be a need for any local reinforcement. However, capacity can be reduced at any time due to an increased demand from existing commercial and residential housing as well as from new developments. You are therefore recommended to formally apply for a connection at your earliest convenience.
Water Infrastructure & Costs In order to supply your site, the following upgrades are required:
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Strategic Water Mains Based on
Eversholt village to Milton Bryan water reservoir Ph1 0.960 l/s
Estimated Local reinforcement Mains
As a result of the recent charging rules published by Ofwat, our charging regime has changed.
Your development site will be required to pay a Zonal charge for each new property connecting to our water supply network that benefit from Full planning permission. This covers all Network Reinforcement.
Payment of the Zonal charge must be made before premises are connected to our water supply network. More information on the Zonal charge can be found at www.anglianwater.co.uk/developers/charges
The Zonal charge consists of two elements. The first is called the ‘Fixed Element’ which is the same in nature to the Infrastructure charge applied prior to April 2018. The second is called the ‘Variable Element’ which may vary each financial year.
The elements are combined together to create the 2018/19 Zonal charge for Water:
Fixed Element £370.00 Variable Element £88.50
In most circumstances zonal charges are raised on a standard basis of one charge per new connection (one for water and one for sewerage). However, if the new connection is to non-household premises, the fixed element is calculated according to the number and type of water fittings in the premises. This is called the “relevant multiplier” method of calculating the charge. Details of the relevant multiplier for each fitting can be found at our web-page: http://www.anglianwater.co.uk/developers/charges/
In addition, you also have the ability to construct the onsite water mains under a self-lay agreement. In such cases, an Asset Payment is made by Anglian Water following commissioning and adoption of the assets. The Asset Payment is calculated as required in the Water Act 2003. For more information on the self-lay of water mains please see www.anglianwater.co.uk/developers/self-lay.
You will also need to budget for connection costs. Please note that we offer alternative types of connections depending on your needs and these costs are available in our annual charges booklet, which can be downloaded from www.anglianwater.co.uk/developers/charges.
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Section 4: Water Recycling Services
In examining the used water system we assess the ability for your site to connect to the public sewerage network without causing a detriment to the operation of the system. We also assess the receiving water recycling centre and determine whether the water recycling centre can cope with the increased flow and influent quality arising from your development.
Water Recycling Centre The foul drainage from this development is in the catchment of Milton Bryan Water Recycling Centre, which currently does not have capacity to treat the flows from your development site. Anglian Water are obligated to accept the foul flows from your development with the benefit of planning consent and would therefore take the necessary steps to ensure that there is sufficient treatment capacity should the planning authority grant planning permission.
Used Water Network Our assessment has been based on development flows connecting to the nearest foul water sewer of the same size or greater pipe diameter to that required to drain the site. The infrastructure to convey foul water flows to the receiving sewerage network is assumed to be the responsibility of the developer. Conveyance to the connection point is considered as Onsite Work and includes all work carried out upstream from of the point of connection, including making the connection to our existing network.
This connection point has been determined in reference to the calculated design flow using criteria from Sewers for Adoption (6th edition). On this basis, a 150mm internal diameter pipe is required to drain the development site.
Anglian water has assessed the impact of gravity flows from the planned development to the public foul sewerage network. We can confirm that this is acceptable as the foul sewerage system, at present, has available capacity for your site. The connection point will be to the nearest 175mm diameter sewer at manhole 0001, at National Grid Reference SP9709431018, located in Church End.
Surface Water Disposal You indicated on the Pre-Planning Application form that a connection to the public surface water sewer network is not required as a connection to a watercourse is to be utilised.
A new surface water sewer can be used as a mechanism to discharge surface water to a watercourse or as part of a Suds scheme where appropriate. Subject to the sewer being designed in accordance with the current version of Sewers for Adoption, the sewer can be put forward for adoption by AW under S104 of the WIA 1991. If the outfall is to a
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watercourse, the applicant will be required to obtain consent to discharge via the appropriate body.
As you may be aware, Anglian Water will consider the adoption of SuDs provided that they meet the criteria outline in our SuDs adoption manual. This can be found on our website at http://www.anglianwater.co.uk/developers/suds.aspx. We will adopt features located in public open space that are designed and constructed, in conjunction with the Local Authority and Lead Local Flood Authority (LLFA), to the criteria within our SuDs adoption manual. Specifically, developers must be able to demonstrate:
1. Effective upstream source control, 2. Effective exceedance design, and 3. Effective maintenance schedule demonstrating than the assets can be maintained both now and in the future with adequate access.
If you wish to look at the adoption of any SuDs then an expression of interest form can be found on our website at: http://www.anglianwater.co.uk/developers/suds.aspx
The proposed method of surface water disposal is not relevant to Anglian Water; we suggest that you contact the relevant Local Authority, Lead Local Flood Authority, the Environment Agency or the Internal Drainage Board, as appropriate.
Trade Effluent We note that you do not have any trade effluent requirements. Should this be required in the future you will need our written formal consent. This is in accordance with Section 118 of the Water Industry Act (1991).
Used Water Budget Costs As a result of the recent charging rules published by Ofwat, our charging regime has changed. Your development site will be required to pay a Zonal charge for each new property connecting to the public sewer that benefits from Full planning permission.
Payment of the Zonal charge must be made before premises are connected to the public sewer. More information on the Zonal charge can be found at www.anglianwater.co.uk/developers/charges
The Zonal charge consists of two elements. The first is called the ‘Fixed Element’ which is the same in nature to the Infrastructure charge applied prior to April 2018. The second is called the ‘Variable Element’ which may vary each financial year.
The elements are combined together to create the 2018/19 Zonal charge for Sewerage:
Fixed Element £370.00 Variable Element £101.00
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It has been assumed that the onsite used water network will be provided under a section 104 Water Industry Act application.
It is recommended that you also budget for connection costs. Please note that we offer alternative types of connections depending on your needs and these costs are available at our website.
In most circumstances zonal charges are raised on a standard basis of one charge per new connection (one for water and one for sewerage). However, if the new connection is to non-household premises, the fixed element is calculated according to the number and type of water fittings in the premises. This is called the “relevant multiplier” method of calculating the charge. Details of the relevant multiplier for each fitting can be found at our web-page: http://www.anglianwater.co.uk/developers/charges/
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Section 5: Map of Proposed Connection Points
Crown Copyright 2014. All rights reserved. Ordnance Survey License Number 100022432 Figure 1: Showing your water point of connection at Downstream (south) of district meter STP4WM approx. 60m along the existing access track from the main road, Milton Bryan.
Crown Copyright 2014. All rights reserved. Ordnance Survey License Number 100022432 Figure 2: Showing your used water point of connection at manhole 0001.
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Section 6: Useful Information
Water Water Industry Act – Key Water Sections: • Section 41: This provides you with the right to requisition a new water main for domestic purposes to connect your site to the public water network. • Section 45: This provides you with the right to have a connection for domestic purposes from a building or part of a building to the public water main. • Section 51A - E: This provides you with the right to provide the water main or service connection yourself and for us to vest them into our company. • Section 55: This applies where you request a supply of water for non domestic purposes. • Section 185: This provides you with the right to make a reasonable request to have a public water main, sewer or public lateral drain removed or altered, at your expense. Details on how to make an application and the s185 form is available on our website at http://www.anglianwater.co.uk20/developers or via our Developer Services team on 08457 60 66 087.
Details on how you can make a formal application for a new water main, new connection or diversion are available on from our Developer Services team on 08457 60 66 087 or via our website at www.anglianwater.co.uk/developers
If you have any other queries on the rights to requisition or connect your housing to the public water and sewerage infrastructure then please contact our developer services team at: Developer Services, Anglian Water, PO Box 495, Huntingdon, PE29 6YY or Telephone: 0845 60 66 087 or Email: [email protected]
Water pressure and flow rate: The water pressure and consistency that we must meet for your site is laid out in the Water Industry Act (1991). This states that we must supply a flow rate of 9 litres per minute at a pressure of 10 metres of head to the external stop tap. If your water pressure requirements exceed this then you will need to provide and maintain any booster requirements to the development site.
Self Lay of Water Mains: A list of accredited Self Lay Organisations can be found at www.lloydsregister.co.uk/schemes/WIRS/providers-list.aspx.
Used Water Water Industry Act – Key Used Water Sections: • Section 98: This provides you with the right to requisition a new public sewer. The new public sewer can be constructed by Anglian Water on your behalf. Alternatively, you can construct the sewer yourself under section 30 of the Anglian Water Authority Act 1977.
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• Section 102: This provides you with the right to have an existing sewerage asset vested by us. It is your responsibility to bring the infrastructure to an adoptable condition ahead of the asset being vested. • Section 104: This provides you with the right to have a design technically vetted and an agreement reached that will see us adopt your assets following their satisfactory construction and connection to the public sewer. • Section 106: This provides you with the right to have your constructed sewer connected to the public sewer. • Section 185: This provides you with the right to have a public sewerage asset diverted.
Details on how to make a formal application for a new sewer, new connection or diversion are available on our website at www.anglianwater.co.uk/developers or via our Developer Services team on 08457 60 66 087.
Sustainable Drainage Systems: Many existing urban drainage systems can cause problems of flooding, pollution or damage to the environment and are not resilient to climate change in the long term. Therefore our preferred method of surface water disposal is through the use of Sustainable Drainage Systems (SuDS). SuDS are a range of techniques that aim to mimic the way surface water drains in natural systems within urban areas. For more information on SuDS, please visit our website at http://www.anglianwater.co.uk/developers/suds.aspx . We also recommend that you contact the Local Authority and Lead Local Flood Authority (LLFA) for the area to discuss your application.
Private Sewer Transfers: Sewers and lateral drains connected to the public sewer on the 1 July 2011 transferred into Water Company ownership on the 1 October 2011. This follows the implementation of the Floods and Water Management Act (FWMA). This included sewers and lateral drains that were subject to an existing Section 104 Adoption Agreement and those that were not. There were exemptions and the main non- transferable assets were as follows:
• Surface water sewers and lateral drains that did not discharge to the public sewer, e.g. those that discharged to a watercourse. • Foul sewers and lateral drains that discharged to a privately owned sewage treatment/collection facility. • Pumping stations and rising mains will transfer between 1 October 2011 and 1 October 2016.
The implementation of Section 42 of the FWMA will ensure that future private sewers will not be created. It is anticipated that all new sewer applications will need to have an approved section 104 application ahead of a section 106 connection.
Encroachment: Anglian Water operates a risk based approach to development encroaching close to our used water infrastructure. We assess the issue of encroachment if you are
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planning to build within 400 metres of a water recycling centre or, within 15 metres to 100 metres of a pumping station. We have more information available on our website at http://anglianwater.co.uk/developers/encroachment.aspx
Locating our assets: Maps detailing the location of our water and used water infrastructure including both underground assets and above ground assets such as pumping stations and recycling centres are available from www.digdat.co.uk. All requests from members of the public or non-statutory bodies for maps showing the location of our assets will be subject to an appropriate administrative charge. We have more information on our website at: www.anglianwater.co.uk/developers/our-assets/
Summary of charges: A summary of this year’s charges can be found at http://www.anglianwater.co.uk/developers/charges/
Disclaimer: The information provided within this report is based on the best data currently recorded, recorded within the last 12 months or provided by a third party. The position must be regarded as approximate. If there is further development in the area or for other reasons the position may change.
The accuracy of this report is therefore not guaranteed and does not obviate the need to make additional appropriate searches, inspections and enquiries. You are advised therefore to renew your enquiry should there be a delay in submitting your application for water supply/sewer connection to re-confirm the situation. The responses made in this report are based on the presumption that your proposed development obtains planning permission. Whilst this report has been prepared to help assess the viability of your proposal, it must not be considered in isolation. Anglian Water supports the plan led approach to sustainable development that is set out in the National Planning Policy Framework (NPPF). As a spatial planning statutory consultee, we assist planning authorities in the preparation of a sustainable local plan on the basis of capacity within our water and water recycling (formerly referred to as wastewater) infrastructure. Consequently, any infrastructure needs identified in this report must only be considered in the context of up to date, adopted or emerging local plans. Where local plans are absent, silent or out of date these needs should be considered against the definition of sustainability set out in the NPPF as a whole.
No liability whatsoever including liability for negligence is accepted by Anglian Water Services Limited for any error or inaccuracy or omission including the failure to accurately record or record at all, the location of any water main, discharge pipe, sewer, or drain or disposal main or any item of apparatus.
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B A I L E Y G O M M M&E SERVICES REPORT – MILITARY INTELLIGENCE MUSEUM – REVISION 1.1 – 14 AUGUST 2018
APPENDIX B – UKPN BUDGET QUOTE
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Registered Office Company: Newington House UK Power Networks 237 Southwark Bridge Road (Operations) Limited London SE1 6NP
Registered in England and Wales No: 3870728
Neil Cope Baileygomm Ltd Ditchling Museam Church Lane Ditchling Hassocks, West Sussex West Sussex BN6 8TB
23 May 2018
Our Ref: 8500087801 / QID 3000013704
Your Ref:
Dear Cope,
Site Address: Church End / Milton Keynes MK17 9HR
Thank you for your recent enquiry regarding the above premises. I am writing to you on behalf of Eastern Power Networks plc the licensed distributor of electricity for the above address trading as UK Power Networks.
I am pleased to be able to provide you with a budget estimate for the work.
It is important to note that this budget estimate is intended as a guide only. It may have been prepared without carrying out a site visit or system studies. No enquiry has been made as to the availability of consents or the existence of any ground conditions that may affect the ground works. It is not an offer to provide the connection and nor does it reserve any capacity on UK Power Networks electricity distribution system.
1. Budget estimate:
The budget estimation for this work is:
Description
To provide single 603kVA service to site. To remove existing single phase service.
Works include to install a new 800kVa substation on site, it will be the customer’s responsibility to terminate all LV cables from the LV board. Substation to be connected to the existing HV network. Existing 100kVA substation on site to be removed. All excavation works to be completed by the customer.
High Voltage Point Of Connection £68,000.00 (exclusive of VAT) if the Point Of Connection (POC) is to our High Voltage network along on site
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This budget estimate is based on the following assumptions: • The most appropriate Point of Connection (POC) is as described above. • A viable cable or overhead line route exists along the route we have assumed between the Point of Connection (POC) and your site. • In cases where the Point of Connection (POC) is to be at High Voltage, that a substation can be located on your premises at or close to the position we have assumed. • Where electric lines are to be installed in private land UK Power Networks will require an easement in perpetuity for its electric lines and in the case of electrical plant the freehold interest in the substation site, on UK Power Networks terms, without charge and before any work commences. • You will carry out, at no charge to UK Power Networks, all the civil works within the site boundary, including substation bases, substation buildings where applicable and the excavation/reinstatement of cable trenches. • Unless stated in your application, all loads are assumed to be of a resistive nature. Should you intend to install equipment that may cause disturbances on UK Power Networks' electricity distribution system (e.g. motors; welders; etc.) this may affect the estimate considerably. • All UK Power Networks' work is to be carried out as a continuous programme of work that can be completed substantially within 12 months from the acceptance of the formal offer.
Please note that if any of the assumptions prove to be incorrect, this may have a significant impact on the price in any subsequent quotation. You should note also that UK Power Networks' formal connection offer may vary considerably from the budget estimate. If you place reliance upon the budget estimate for budgeting or other planning purposes, you do so at your own risk.
If you would like to proceed to a formal offer of connection then you should apply for a quotation, Please refer to our website http://www.ukpowernetworks.co.uk/internet/en/help-and-advice/documents/the_connection_process.pdf for `The connection process' which details our application process. To help us progress any future enquiry as quickly as possible please quote the UK Power Networks Reference Number from this letter on all correspondence.
If you have any questions about your budget estimate or need more information, please do not hesitate to contact me. The best time to call is between the hours of 9am and 4pm, Monday to Friday. If the person you need to speak to is unavailable or engaged on another call when you ring, you may like to leave a message or call back later.
Yours sincerely
Ms. Lauren Macdonald Metropolitan House Hertsmere, Herts EN6 1AG 01279 824626 [email protected]
Page 2 www.ukpowernetworks.co.uk
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B A I L E Y G O M M M&E SERVICES REPORT – MILITARY INTELLIGENCE MUSEUM – REVISION 1.1 – 14 AUGUST 2018
APPENDIX C – ELECTRICAL LOAD ASSESSMENT
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B A I L E Y G O M M MILITARY INTELLIGENCE MUSEUM LOAD ASSESSMENT
SUMMARY SHEET
MILITARY INTELLIGENCE MUSEUM
Electrical Load Assessment
Revision: Preliminary
Date of issue: 14/08/18
Prepared by: MA
Location Total Load Total Load (Diversified) PWE RECORDING STUDIO kVA Amps/Ph. External/Life Safety 11.33 16.43 Level 0 204.94 297.02 Total Load 216 kVA 313 Amps/Ph.
OVERALL TOTAL 216 kVA 313 Amps/ph.
8422 Load Assessment 14/08/2018
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Proposed Museum of Military Intelligence Intelligence of Military Museum Proposed
B A I L E Y G O M M MILITARY INTELLIGENCE MUSEUM LOAD ASSESSMENT
LEVEL UNIT Area Load Load Power Factors Diversity Load (Diversity & PF Applied) Total Load (Diversity
Applied)
ER
NERAL
WATER WATER WATER WATER WATER WATER
POWER POWER POWER POWER POWER
FRIDGE/ FRIDGE/ FRIDGE/ FRIDGE/ FRIDGE/
COOKER COOKER COOKER COOKER COOKER
HEATING HEATING HEATING HEATING HEATING HEATING HEATING HEATING HEATING HEATING
MACHINE MACHINE MACHINE MACHINE MACHINE
FREEZER FREEZER FREEZER FREEZ FREEZER
LIGHTING WASHING LIGHTING WASHING LIGHTING WASHING LIGHTING WASHING LIGHTING WASHING
GENERAL GE GENERAL GENERAL GENERAL
DISHWASHER DISHWASHER DISHWASHER DISHWASHER DISHWASHER
m2 kW kVA kVA AOV - 6000 0 0 0 0 0 0 0 6.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.9 0.90 0.9 0.9 0.9 0.9 0.9 0.9 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 6.67 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.67 External Water Booster - 2200 0 0 0 0 0 0 0 2.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.9 0.90 0.9 0.9 0.9 0.9 0.9 0.9 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 2.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.44 External Lighting - 2000 0 0 0 0 0 0 0 2.00 0 0 0 0 0 0 0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 1.0 1 1 1 1 1 1 1 2.22 0 0 0 0 0 0 0 2.22 Exhibition Space 1 353 25 12 0 0 0 0 150 0 8.83 4.24 0.00 0.00 0.00 0.00 52.95 0.000 0.9 0.95 0.9 0.9 0.9 0.9 0.9 0.9 0.5 0.6 0.3 0.2 0.95 0.2 1.0 0.2 4.90 2.68 0.00 0.00 0.00 0.00 58.83 0.00 66.41 Inner Sectum' AV Display 30 25 12 0 0 0 0 150 0 0.75 0.36 0.00 0.00 0.00 0.00 4.50 0.000 0.9 0.95 0.9 0.9 0.9 0.9 0.9 0.9 0.5 0.6 0.3 0.2 0.95 0.2 1.0 0.2 0.42 0.23 0.00 0.00 0.00 0.00 5.00 0.00 5.64 Office/Reception 4 25 12 0 0 0 0 150 0 0.10 0.05 0.00 0.00 0.00 0.00 0.60 0.000 0.9 0.95 0.9 0.9 0.9 0.9 0.9 0.9 0.5 0.8 0.3 0.2 0.95 0.2 1.0 0.2 0.06 0.04 0.00 0.00 0.00 0.00 0.67 0.00 0.76 Plant 6 50 10 0 0 0 0 150 0 0.30 0.06 0.00 0.00 0.00 0.00 0.90 0.000 0.9 0.95 0.9 0.9 0.9 0.9 0.9 0.9 0.5 0.6 0.3 0.2 0.95 0.2 1.0 0.2 0.17 0.04 0.00 0.00 0.00 0.00 1.00 0.00 1.20 Stores 10 15 10 0 0 0 0 150 0 0.15 0.10 0.00 0.00 0.00 0.00 1.50 0.000 0.9 0.95 0.9 0.9 0.9 0.9 0.9 0.9 0.5 0.6 0.3 0.2 0.95 0.2 1.0 0.2 0.08 0.06 0.00 0.00 0.00 0.00 1.67 0.00 1.81 Sefton Delmer Rooms 75 25 12 0 0 0 0 150 0 1.88 0.90 0.00 0.00 0.00 0.00 11.25 0.000 0.9 0.95 0.9 0.9 0.9 0.9 0.9 0.9 0.5 0.6 0.3 0.2 0.95 0.2 1.0 0.2 1.04 0.57 0.00 0.00 0.00 0.00 12.50 0.00 14.11 Clore Education Suite 105 20 12 0 0 0 0 150 0 2.10 1.26 0.00 0.00 0.00 0.00 15.75 0.000 0.9 0.95 0.9 0.9 0.9 0.9 0.9 0.9 0.5 0.6 0.3 0.2 0.95 0.2 1.0 0.2 1.17 0.80 0.00 0.00 0.00 0.00 17.50 0.00 19.46 Level 0 Conference/Function Suite 1 160 20 10 0 0 0 0 150 0 3.20 1.60 0.00 0.00 0.00 0.00 24.00 0.000 0.9 0.95 0.9 0.9 0.9 0.9 0.9 0.9 0.5 0.6 0.3 0.2 0.95 0.2 1.0 0.2 1.78 1.01 0.00 0.00 0.00 0.00 26.67 0.00 29.45 Conference/Function Suite 2 160 20 10 0 0 0 0 150 0 3.20 1.60 0.00 0.00 0.00 0.00 24.00 0.000 0.9 0.95 0.9 0.9 0.9 0.9 0.9 0.9 0.5 0.6 0.3 0.2 0.95 0.2 1.0 0.2 1.78 1.01 0.00 0.00 0.00 0.00 26.67 0.00 29.45 Servery 16 40 10 15000 2500 2000 0 150 5000 0.64 0.16 15.00 2.50 2.00 0.00 2.40 5.000 0.9 0.95 0.9 0.9 0.9 0.9 0.9 0.9 0.5 0.6 0.8 0.2 0.95 0.2 1.0 0.2 0.36 0.10 13.33 0.56 2.11 0.00 2.67 1.11 20.23 DWC 14 15 10 0 0 0 0 150 0 0.21 0.14 0.00 0.00 0.00 0.00 2.10 0.000 0.9 0.95 0.9 0.9 0.9 0.9 0.9 0.9 0.5 0.6 0.3 0.2 0.95 0.2 1.0 0.2 0.12 0.09 0.00 0.00 0.00 0.00 2.33 0.00 2.54 Male WC 25 15 10 0 0 0 0 150 3000 0.38 0.25 0.00 0.00 0.00 0.00 3.75 3.000 0.9 0.95 0.9 0.9 0.9 0.9 0.9 0.9 0.5 0.6 0.3 0.2 0.95 0.2 1.0 0.2 0.21 0.16 0.00 0.00 0.00 0.00 4.17 0.67 5.20 Female WC 26 15 10 0 0 0 0 150 3000 0.39 0.26 0.00 0.00 0.00 0.00 3.90 3.000 0.9 0.95 0.9 0.9 0.9 0.9 0.9 0.9 0.5 0.6 0.3 0.2 0.95 0.2 1.0 0.2 0.22 0.16 0.00 0.00 0.00 0.00 4.33 0.67 5.38 Toilet Lobby 10 15 10 0 0 0 0 150 0 0.15 0.10 0.00 0.00 0.00 0.00 1.50 0.000 0.9 0.95 0.9 0.9 0.9 0.9 0.9 0.9 0.5 0.6 0.3 0.2 0.95 0.2 1.0 0.2 0.08 0.06 0.00 0.00 0.00 0.00 1.67 0.00 1.81 Lobby areas 8 15 10 0 0 0 0 150 0 0.12 0.08 0.00 0.00 0.00 0.00 1.20 0.000 0.9 0.95 0.9 0.9 0.9 0.9 0.9 0.9 0.5 0.7 0.3 0.2 0.95 0.2 1.0 0.2 0.07 0.06 0.00 0.00 0.00 0.00 1.33 0.00 1.46
-
Concept Design Design Concept Totals 23.8 7.1 13.3 0.6 2.1 0.0 167.0 2.4 216 313
-
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APPENDIX D – BUDGET M&E COSTS SPREADSHEET (140818)
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ELECTRICAL INSTALLATION 8422 Military Intelligence Museum PWE Prepared by NC, Modified by MA, Baileygomm Recording External 14/08/2018 Studio m² 916 1200
£/m² £/m²
Stripping out £ 9,160 10
LV supply and distribution £ 38,472 42
Earthing and bonding £ 8,464 4 4
Internal & external lighting/emergency lighting £ 190,440 90 90
Power to mechanical plant £ 19,256 9.1 9.1
Small power £ 60,306 28.5 28.5
Lightning protection £ 3,572 3.9
Fire alarm £ 22,900 25
Voice and data system (excluding active equipment) £ 28,396 31
Security, access control, disabled alarms and staff paging £ 26,564 29
BMS £ 38,472 42
Lift £ 100,000
Utility supplies for Elec/BT (prov. sum - allows for new transfor £ 200,000
Contingency (10%) £ 74,600
TOTAL - ELECTRICAL INSTALLATION £ 820,602
Notes 1. £/m² figures taken from SPONS 2017, page 149 (Building Models - Elemental Cost Summaries for a performing arts centre) 2. Figures do not allow for interprative elements, e.g. specialist lighting and audiovisual installation
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MECHANICAL INSTALLATION PWE Recording Studio 8422 Military Intelligence Museum Ground Ground Ground Prepared by SRE, Modified by MA, Baileygomm Floor Floor Floor External 14/08/2018 Conferenc Education Exhibition m² 242 154 552 1200
£/m² £/m² £/m² £/m²
Stripping out £ 9,480 10 10 10
Sanitary Installation £ 11,376 12 12 12
Disposal Installation £ 14,220 15 15 15
Water Installation £ 40,440 30 30 30 10
Space Heating & AC £ 229,180 180 130 300
Ventilation £ 105,780 65 65 145
Utilities £ 100,000
Contingency (10%) £ 51,048
TOTAL - MECHANICAL INSTALLATION £ 561,524
Notes 1. £/m² figures taken from SPONS 2017, page 149 (Building Models - Elemental Cost Summaries for a performing arts centre) 2. £/m² figures taken from SPONS 2017, page 145 (Building Models - Elemental Cost Summaries for an office building) 3. £/m² figures taken from SPONS 2017, page 153 (Building Models - Elemental Cost Summaries for a Private Hospital) 4. £/m² figures taken from SPONS 2017, page 159 (Building Models - Elemental Cost Summaries for a Data Centre)
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St Ninian's Manse, Quayside Street, Edinburgh, EH6 6EJ | 70 Cowcross Street, London, EC1M 6EJ Tel: 0131 555 4678 | [email protected] www.simpsonandbrown.co.uk