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Last edited 29 May 2018
Temporary works for construction
Temporary works are defined in BS5975: 2008 + A1: 2001 Code of Practice for Temporary Works Procedures and the Permissible Stress Design of Falsework (BSI 2011) as ‘parts of the works that allow or enable construction of, protect, support or provide access to, the permanent works and which might or might not remain in place at the completion of the works.’
The designers should:
- Avoid foreseeable risks as reasonably practicable, including risks in relation to the removal of any temporary works once construction is complete.
- Coordinate with permanent works designers and principal contractors to discuss the effects of any temporary work loading and possible disturbances during the construction of the permanent structure.
Temporary works will often be taken from site to site and re-used and it is important to consider the components robustness when approaching the design. However, temporary works that are designed only to be used during construction must not be removed until the satisfactory safety criteria for their use has been met.
It is formed from individual tubes and joints or, proprietary components.
There are two main types of scaffolding:
- Freestanding scaffolds, such as Independent towers,
- Independent tied scaffolds, such as independent towers tied to an adjacent structure.
The most common piece of structure used in scaffolding is the scaffold tube. The tube generally comes in two thicknesses, 3.2mm or 4mm. The tubes are galvanised due to their exposure to the elements and axial capacity loads are given either ‘as new’ or ‘used.’ Capacities of tubes used in tension are usually limited by the safe slip load capacity of the coupler, which is far lower than the actual tensile resistance of the tube.
Scaffolding is designed for its self-weight, ie. the weight of the boards, tubes, guardrails, toeboards etc. and imposed loads such as wind. The imposed load applied to the scaffolding depends on its use.
Four classes of loading are available:
- Service Class 1 - 0.75 kN/m2 – Inspection and very light duty access
- Service Class 2 - 1.50 kN/m2 – Light duty such as painting and cleaning
- Service Class 3 - 2.00 kN/m2 – General building work, brickwork, etc.
- Service Class 4 - 3.00 kN/m2 – Heavy duty such as masonry and heavy cladding
The wind load applied to scaffolding will change depending on whether sheeting or debris nets are used. The magnitude of the wind load will alter the required capacity of the ties and may affect their frequency.
When scaffolding is tied to a building it uses the permanent structure of the building to provide stability. Scaffold Sheeting protects employees and the structure from rain and wind and is attached with Scaffold Ties or alternatively Scaffold Netting is used to prevent debris from hurting those on lower levels. The selection of tie positions should be tested and checked before use and the suitability of the permanent structures composition to carry the ties should be analysed. Foam Scaffold Tubes are a popular accessory for protecting pedestrians at lower levels.
Façade retention involves supporting existing façades or party walls for renovation and is often used for works to listed buildings. By retaining the façade, the overall look of a building is preserved while new internal floor structures and layouts can be constructed to meet the needs of modern occupants.
A shoring retention scheme is generally required to support the front façade while construction of the new internal layout takes place. Once construction of the internal structure is complete, the existing façade can be connected to it.
The temporary works involved in façade retention can be significant structures in their own right and play a major role in assessing the financial viability of a project. From the outset, the design team should address the importance of the retention as a critical element of the project and careful feasibility studies should be carried out to to assess its viability and likely costs.
A thorough understanding of the existing building is vital including its age, the overall structural form, the structure of neighbouring properties, details of connections between the façade and the existing internal structure and existing foundation sizes. Site constraints (such as available space) may also affect the location and design of the temporary works.
Types of retention include:
- Scaffolding, suitable for low level facades between 3 and 4 storeys, with sufficient space at their base for installation.
- Proprietary retention, involving props, ties and bracing suitable for higher facades as the general quantity of components are reduced.
- Fabricated steelwork, used when cost of hiring proprietary equipment over long periods of time outweigh the cost of fabricating a structure
- Combinations of fabricated and proprietary retention systems.
The support system must be stiff enough to prevent excessive movement, which could cause cracking to the façade. By pre-loading the façade with a series of flat jacks the likelihood of movement can be reduced and deflection limited. The overall stability of the system must be maintained in all directions taking into consideration wind loads and impact loads. The system must also resist the overturning moment as well as moments generated by eccentric dead load. Kentledges can be incorporated into the design to counteract these moments.
Tower cranes are usually supplied on a hire basis, with the client being responsible for the design and construction of the base upon which the crane will be erected. Details of loading are provided by the crane supplier and the base is most commonly designed as a temporary structure, although sometimes a crane base will be incorporated into the permanent structure to save on cost and time.
Loads are given in two forms, ‘in service’ loads, where the crane is functioning and wind speeds are restricted (ie cranes will not operate at high wind speeds), and ‘out of service’ loads, where the crane is not being used but maximum wind speeds may occur.
The location for a crane should be carefully selected to provide a maximum working radius, and when two cranes are being used on the same site mast heights and jib lengths must be considered so that they do not clash.
Cranes are typically structured around two rails at their base between 4.5m-10m apart with wheels in each corner. Cranes are not normally tied down, so sufficient kentledge must be provided to ensure vertical loading from the crane passes through the rails and into the foundation. The foundation is designed so that the unfactored loading from the crane and the unfactored loading from the foundation itself create a bearing pressure which is less than the allowable bearing pressure of the soil.
- Where possible a structural fill can be compacted and used to support a crane with the load spreading through layers of track support at 45° in to the soil strata below.
- When loads from the crane increase, reinforced concrete foundations may be required. This can involve a series of reinforced concrete beams used to support line loads as a result of the crane loading.
- When ground conditions are particularly poor, piled foundations may be necessary. Careful design is required to ensure that reinforcement at the top of the pile top does not cause problems for positioning the mast base section of the crane.
- Type 1 - Aluminium support legs with aluminium frames assembled into falsework systems, such as; Ischebeck Titan, SGB GASS or PERI MultiProp.
- Type 2 - Individual aluminium or steel props, including either timber header beams or proprietary panels, such as; PERI Multiflex or Doka Eurex Systems.
- Type 3 - Heavier steel falsework, such as; RMD Kwikform System Shoring or A-Plant Acrow Props.
The design philosophy behind falsework differs from that of permanent works. They are highly stressed, usually to 90% of their capacity over short periods of time and involve reusable components. Props are rarely tied down and rely on their self-weight and supported load for lateral stability.
As with general construction, stability is often identified as the main cause of collapse. BS 5975 (BSI, 2011; clause 220.127.116.11) recommends that all falsework is designed for 2.5% of the vertical load acting horizontally as a tolerance for workmanship during erection.
Formwork is the term used for a temporary mould into which concrete is poured and formed. Traditional formwork is fabricated using timber, but it can also be constructed from steel, glass fibre reinforced plastics and other materials.
- Timber formwork is normally constructed on site using timber and plywood. It is easy to produce, although it can be time consuming for larger structures. It is used when the labour costs are lower than the cost of producing re-usable formwork from materials such as steel or plastic.
- Re-usable plastic formwork is generally used for quick pours of concrete. The formwork is assembled either from interlocking panels or from a modular system and is used for relatively simple concrete structures. It is not as versatile as timber formwork due to the prefabrication requirements and is best suited for lost-cost, repetitive structures such as mass housing schemes.
- Stay-in-place structural formwork is generally assembled on site using prefabricated fibre-reinforced plastic. It is used for concrete columns and piers and stays in place, acting as permanent axial and shear reinforcement for the structural member. It also provides resistance to environmental damage for both the concrete and reinforcing bars.
- Proprietary systems are used to support vertical formwork while concrete cures, consisting of a series of tubes and ties.
Once the concrete has gained sufficient strength the formwork can be struck (removed). A minimum value of 5 N/mm2 is recommended in all cases when striking vertical formwork as so not to damage the permanent concrete in the process.
A trench is defined as an excavation when its length greatly exceeds its depth. Shallow trenches are usually considered to be less than 6 m deep and deep trenches greater than 6m. Depending on the dimensions of a trench, excavation can either be carried out by hand or using a mechanical digger. Trenches are commonly required to allow services, pipelines or foundations to be laid.
Over short periods of time for relatively shallow depths most soil types will stand almost vertically without any problems. However, trenches other than those which are relatively shallow may require a trench support scheme.
Historically, trenching involved using timber to support horizontal and vertical soil loads and this technique is still used today. Timber trenching is generally used for low risk, narrow trenches, shafts or headings. The timber solutions require good workmanship and are reasonably labour-intensive, however they are versatile and the equipment required is easy to handle and transport.
Trench boxes are suitable for low-risk situations in stable, dry ground and can be placed in pre-excavated trenches or installed using the ‘dig and push’ technique. The system requires at least two struts at each panel for stability which must be considered when access is required for construction work or piping.
 Trench sheets
Trench sheets are the most adaptable of the systems available, and are most commonly used to retain poorer soil. They can support deeper trenches with larger surcharges and provide a continuous support. They require multiple levels of strut support and the slenderness of the sheets can often limit the depth of the trench as they are installed by light machinery and could buckle under large vertical loads.
 Related articles on Designing Buildings Wiki
- Crane supports.
- Debris netting.
- Design liability.
- Excavating plant.
- Facade retention.
- Ground anchor.
- Grouting in civil engineering.
- How to remove scaffolding.
- PAS 8811:2017 Temporary works.
- Pile foundations.
- Retaining walls.
- Slip form.
- The design of temporary structures and wind adjacent to tall buildings.
- Trench support.
- Work at height regulations.
 External references
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