Greenfield HQ and Restaurant Development

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. [login to view URL] 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 [login to view URL] 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 [login to view URL] 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.