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This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Steel Designers' Manual - 6th Edition (2003) 982 Erection lop of foundation concrete Location tube or equivalent Fig. 33.4 Holding-down bolts ////,'/// /,.,, 1 Base plate Bedding space Holding down bolts Anchor plates — Optional - Grout hole (3) Where appropriate, bolts, nuts and washers should be supplied with a corrosion protection coating that does not require further on-site protection. (4) Bolt lengths should be rationalized. (5) Bolts should be threaded full length where possible. (6) Connections should be standardized where possible. (7) ‘Just-in-time’ delivery should be used, based on simple, easy-to-follow bolt lists. (8) Approximately 90% of simple connections could be made using M20 60 mm long bolts. With a choice of three lengths, 95% of connections are possible. Impact wrenches and powered nut runners speed the tightening of bolts. When high strength friction-grip bolts (HSFG) are necessary the Construction Industry Research and Information Association technical note for friction grip bolted
This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Steel Designers' Manual - 6th Edition (2003) connections 6 should be used. If small quantities of HSFG bolts are to be used, manual torque wrenches are available. Where large quantities of friction-grip bolts have to be tightened, an impact wrench is an essential tool. Where access is difficult, wrenches are made which run the nut up and are then used as manual ratchet wrenches to finally tighten the bolt. Friction-grip bolts must be tightened first to bring the plates together and thereafter be brought up to the required preload either by applying a further part turn of the nut or by using a wrench calibrated to indicate that the required torque has been reached. The manual wrench has a break action which gives the indication by means of a spring without endangering the erector by a sudden complete collapse. Alternatively, load-indicating washers may be used to demonstrate that the bolt has been tightened to the required tension. 33.5 Site fabrication and modifications Site fabrication and modifications 983 Special consideration must be given to the planning of the erection of a structural steel frame where site welding has been specified. Site welding has to be carried out in appropriate weather conditions, and in positions which make it more difficult and expensive than welding carried out in workshop conditions. In a workshop the work can be positioned to provide optimum conditions for the deposition of the weld metal, whereas most welds on-site are positional. Most site welding is carried out by manual metal arc and electrodes, which is more flexible in use and is more able to lay good weld fillets in the vertical up-and-overhead positions. Some means must be provided for temporarily aligning adjacent components which are to be welded together, and of holding them in position until they are welded (see Fig. 33.5). The methods adopted to cope with the need for alignment may have to carry the weight of the components, and in some cases a substantial load from the growing structure. Safe means of access and safe working conditions must be provided for the welder and his equipment. The working platform may also have to incorporate weather protection since wind, rain and cold can all adversely affect the quality of the weld. The design of joint component weld preparation must take into account the position of these components in the structure. The erection method and weld procedure statements for each joint must take all these factors into account (see Chapter 24). Provision must be made for the necessary run-off coupon plates for butt welds and for their subsequent removal. Run-off plates are required in order to ensure that the full quality of the weld metal being deposited is maintained along the full design length of the weld (see Fig. 33.6). Attention must be paid to the initial setting and positioning of the components in order that the inevitable weld shrinkage resulting from the cooling of joints does not result in loss of the required dimensional tolerances across the joints.
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