Greenfield HQ and Restaurant Development
Budget: £20 – £250 GBP
Project Brief
New Headquarters Office Building Structure and Restaurant.
The proposal has come about because of the acquisition of land on a greenfield site considered ideal
for this type of project.
The Client requires help with developing a project strategy and suitable economic design solutions and
advice on anticipating the likely construction problems.
Acting as a consultant, the buildings outlined by the client’s requirements must include structures that
provide special architectural interest where possible.
It is of considerable importance that the final structures are designed to enhance the greenfield
location.
The Client's requirements for the proposals are to provide the following in the development:
Project Brief
1. A new five-storey pitched roof ‘L-shaped’ Headquarters Building for use as administration offices
as outlined on Sketches 01 and 02.
2. The construction should take into account the fact that the building is needed urgently for early
occupation.
3. The depth of floor construction is limited by the specified height requirement and the need for a
services void totally free of beams.
4. Plant is to be accommodated in a 4m width of roof, as indicated, with units positioned between
main roof support members.
5. The internal partitions are not load bearing. However, one line only of internal columns is
acceptable on either of the lines of the internal partitions.
6. Fire resistance of one hour minimum is to be provided.
7. The entrance blocks can be used to assist overall structural stability and sized to suit the
proposals.
8. Roof and wall cladding should be compatible with a rapid construction programme and should
be suitable for a semi-rural environment.
9. On the north side, a single-storey fully glazed restaurant area is required with a minimum
number of internal columns. The structure is to be exposed and aesthetically pleasing.
10.The shaded area of the 'L-shaped' building, that is the shorter return length, requires to be free
of any internal partitions and any columns at ground floor level whilst still maintaining the floor
depth limits.
The following information is additionally given:Loads
Permanent Dead Load
All permanent dead loading is to be determined depending on the nature and type of the structure and
elements from the appropriate Eurocodes.
Variable Imposed loads Office Structures Restaurant Structures
Roofs (access for maintenance only) 0.60 kN/m2 0.60 kN/m²
Floors 3.50 kN/m2
Partitions 1.00 kN/m2
Raised floor, ceiling and services 0.60 kN/m2
Plant areas 5.00 kN/m2
Wind load
(a) For conceptual design purposes only use Initial dynamic pressures:
Roof windward side 0.80 kN/m2 (+ve)
leeward side 0.80 kN/m2
(-ve)
Walls windward side 1.00 kN/m2 (+ve)
leeward side zero
(b) For final design pressure coefficients to be determined from NA to BS EN 1991-1-4: 2005.
Assume the following site conditions: - Country Terrain (category I and II)
- Site altitude: range 122 m to 145 m above sea level
- Closest distance to the sea: 140 km
- Building height: as determined
- Take fundamental basic wind velocity,
vb,map as 21 m/s (from Figure NA.1).The Site
The site shown on Sketch 03, 04 and 05 is currently used as meadowland and farming. Some of the
site areas are separated by hedgerows varying from 1.5 m to 2.0 m in height.
A mixture of young and mature trees exists on the site particularly in the vicinity of the stream. A Gas
transmission pipeline crosses the site as indicated.
The stream that bisects the site runs from the southwest to the northeast towards the village. Water is
channelled from this site and the surrounding vicinity through the village and then northwards to the
River.
The Environment Agency has indicated that water quality must not be affected by this proposed
development and that detention ponds or other water-retaining structures should be built on the
developed site in order to restrict peak outflow from the catchment of this stream to no more than 200
litres per second. The detention facility should be based on a rainfall with a 5-year return period.
Members of the local community have expressed significant concern about this development,
particularly of its effect on the environment.
This has prompted the need for a preliminary environmental impact assessment as part of the
feasibility study in order to ensure that such potential problems are clearly identified.
It is essential to the success of this project that all development is seen to be in keeping with the
character and ambience of the local area as much as possible.Site geology
The solid edition of the geological map of the area shows the entire site to be underlain by red
sandstones and marls of the Envile (Corley) Group that overlies strata of the upper and middle coal
measures. A fault about one kilometre in length is indicated. This runs in an arc from crossing the
southern end and most easterly corner of the site. On the geological drift edition is shown deposits of
sand and gravel on the top of the hill crossed by the south-eastern site boundary. Also shown is an
area of boulder clay to the northwest of the site.
Ground investigation
Five trial pits were dug on the site using a mechanical excavator. The trial pit locations are marked on
Site Plan Sketch 03 (a). The materials exposed revealed the soil profile information shown on Sketches
03 (b) to (f).
Other conditions to be considered.
Stream
• Free meandering conditions of flow (no fixed embankments)
• May flood to a variable degree. Flood plain usually not more than 60 m either side of the
watercourse (during low-flow conditions)
• Width: 4 – 5 m varies
• Depth: 1.5 – 2.5 m varies
Gas Main
• High pressure gas main. 400 mm diameter steel tube at 1.0 m below ground level. Construction
not permitted within 50 m either side
Other
• Height of Trees: 20 m
• There is a public footpath on the road side of the stream
• Site is SSSi
Environment sensitivity must be a major focus of the proposed development. The building structures
should incorporate natural materials as much as possible and be sensitive to the consumption of nonrenewable resources as well as emphasise the importance of fuel efficiency where appropriate.Problems to be addressed and included in your report:QUESTIONS:
(a) The most effective structural solution for the proposed structure is to be determined. The Client
requires two viable, workable and distinct solutions for the structure to be considered which utilise
different structural layouts. Prepare two illustrated design appraisals using annotated sketches,
clearly identifying the (i) functional structural framing, (ii) load transfer, and (iii) stability aspects of
each of the two distinct schemes. (B)Provide sufficient initial design calculations in order to demonstrate that the two alternative
solutions proposed are viable. Include an estimation of the soil bearing capacities that can be used
for foundation design from the information provided by the trial pit logs must be included.
(c) Identify the solution you recommend giving reasons for your choice in terms of the advantages
and disadvantages of using any particular material, grid layout, construction methods, economy
and so on. Explain giving reasons why one of the two solutions should be rejected. (D)After your recommended solution has been approved in principle, the Client indicates that he
wishes to have the 15.0m wing, shown hatched on accompanying Sketch No 01, free of internal
columns between ground and first floor. However, the limits on the heights and the construction
depths still apply. Write a letter to the Client indicating how this can be achieved outlining the
structural and financial implications of this proposed change. A sketch may be appended to the
letter to illustrate your solution.
New Headquarters Office Building Structure and Restaurant.
The proposal has come about because of the acquisition of land on a greenfield site considered ideal
for this type of project.
The Client requires help with developing a project strategy and suitable economic design solutions and
advice on anticipating the likely construction problems.
Acting as a consultant, the buildings outlined by the client’s requirements must include structures that
provide special architectural interest where possible.
It is of considerable importance that the final structures are designed to enhance the greenfield
location.
The Client's requirements for the proposals are to provide the following in the development:
Project Brief
1. A new five-storey pitched roof ‘L-shaped’ Headquarters Building for use as administration offices
as outlined on Sketches 01 and 02.
2. The construction should take into account the fact that the building is needed urgently for early
occupation.
3. The depth of floor construction is limited by the specified height requirement and the need for a
services void totally free of beams.
4. Plant is to be accommodated in a 4m width of roof, as indicated, with units positioned between
main roof support members.
5. The internal partitions are not load bearing. However, one line only of internal columns is
acceptable on either of the lines of the internal partitions.
6. Fire resistance of one hour minimum is to be provided.
7. The entrance blocks can be used to assist overall structural stability and sized to suit the
proposals.
8. Roof and wall cladding should be compatible with a rapid construction programme and should
be suitable for a semi-rural environment.
9. On the north side, a single-storey fully glazed restaurant area is required with a minimum
number of internal columns. The structure is to be exposed and aesthetically pleasing.
10.The shaded area of the 'L-shaped' building, that is the shorter return length, requires to be free
of any internal partitions and any columns at ground floor level whilst still maintaining the floor
depth limits.
The following information is additionally given:Loads
Permanent Dead Load
All permanent dead loading is to be determined depending on the nature and type of the structure and
elements from the appropriate Eurocodes.
Variable Imposed loads Office Structures Restaurant Structures
Roofs (access for maintenance only) 0.60 kN/m2 0.60 kN/m²
Floors 3.50 kN/m2
Partitions 1.00 kN/m2
Raised floor, ceiling and services 0.60 kN/m2
Plant areas 5.00 kN/m2
Wind load
(a) For conceptual design purposes only use Initial dynamic pressures:
Roof windward side 0.80 kN/m2 (+ve)
leeward side 0.80 kN/m2
(-ve)
Walls windward side 1.00 kN/m2 (+ve)
leeward side zero
(b) For final design pressure coefficients to be determined from NA to BS EN 1991-1-4: 2005.
Assume the following site conditions: - Country Terrain (category I and II)
- Site altitude: range 122 m to 145 m above sea level
- Closest distance to the sea: 140 km
- Building height: as determined
- Take fundamental basic wind velocity,
vb,map as 21 m/s (from Figure NA.1).The Site
The site shown on Sketch 03, 04 and 05 is currently used as meadowland and farming. Some of the
site areas are separated by hedgerows varying from 1.5 m to 2.0 m in height.
A mixture of young and mature trees exists on the site particularly in the vicinity of the stream. A Gas
transmission pipeline crosses the site as indicated.
The stream that bisects the site runs from the southwest to the northeast towards the village. Water is
channelled from this site and the surrounding vicinity through the village and then northwards to the
River.
The Environment Agency has indicated that water quality must not be affected by this proposed
development and that detention ponds or other water-retaining structures should be built on the
developed site in order to restrict peak outflow from the catchment of this stream to no more than 200
litres per second. The detention facility should be based on a rainfall with a 5-year return period.
Members of the local community have expressed significant concern about this development,
particularly of its effect on the environment.
This has prompted the need for a preliminary environmental impact assessment as part of the
feasibility study in order to ensure that such potential problems are clearly identified.
It is essential to the success of this project that all development is seen to be in keeping with the
character and ambience of the local area as much as possible.Site geology
The solid edition of the geological map of the area shows the entire site to be underlain by red
sandstones and marls of the Envile (Corley) Group that overlies strata of the upper and middle coal
measures. A fault about one kilometre in length is indicated. This runs in an arc from crossing the
southern end and most easterly corner of the site. On the geological drift edition is shown deposits of
sand and gravel on the top of the hill crossed by the south-eastern site boundary. Also shown is an
area of boulder clay to the northwest of the site.
Ground investigation
Five trial pits were dug on the site using a mechanical excavator. The trial pit locations are marked on
Site Plan Sketch 03 (a). The materials exposed revealed the soil profile information shown on Sketches
03 (b) to (f).
Other conditions to be considered.
Stream
• Free meandering conditions of flow (no fixed embankments)
• May flood to a variable degree. Flood plain usually not more than 60 m either side of the
watercourse (during low-flow conditions)
• Width: 4 – 5 m varies
• Depth: 1.5 – 2.5 m varies
Gas Main
• High pressure gas main. 400 mm diameter steel tube at 1.0 m below ground level. Construction
not permitted within 50 m either side
Other
• Height of Trees: 20 m
• There is a public footpath on the road side of the stream
• Site is SSSi
Environment sensitivity must be a major focus of the proposed development. The building structures
should incorporate natural materials as much as possible and be sensitive to the consumption of nonrenewable resources as well as emphasise the importance of fuel efficiency where appropriate.Problems to be addressed and included in your report:QUESTIONS:
(a) The most effective structural solution for the proposed structure is to be determined. The Client
requires two viable, workable and distinct solutions for the structure to be considered which utilise
different structural layouts. Prepare two illustrated design appraisals using annotated sketches,
clearly identifying the (i) functional structural framing, (ii) load transfer, and (iii) stability aspects of
each of the two distinct schemes. (B)Provide sufficient initial design calculations in order to demonstrate that the two alternative
solutions proposed are viable. Include an estimation of the soil bearing capacities that can be used
for foundation design from the information provided by the trial pit logs must be included.
(c) Identify the solution you recommend giving reasons for your choice in terms of the advantages
and disadvantages of using any particular material, grid layout, construction methods, economy
and so on. Explain giving reasons why one of the two solutions should be rejected. (D)After your recommended solution has been approved in principle, the Client indicates that he
wishes to have the 15.0m wing, shown hatched on accompanying Sketch No 01, free of internal
columns between ground and first floor. However, the limits on the heights and the construction
depths still apply. Write a letter to the Client indicating how this can be achieved outlining the
structural and financial implications of this proposed change. A sketch may be appended to the
letter to illustrate your solution.