COORDINADOR DE MEDIO AMBIENTE Y SEGURIDAD GF:
5. MALFUNCIONAMIENTO DEL SISTEMA DE CARGUÍO DE BARCOS
209.1. Spiles 1. Spiles shall be either:
(a) steel bars or tubes with wall thicknesses not less than that specified and constructed from steel to BS 4449, or (b) glass-reinforced plastic (GRP) bars or tubes with wall
thicknesses not less than that specified.
2. The spile diameter shall not be less than that specified.
3. Pre-drilled and self-drilled spiles shall be grouted. If grout is to be used for spile installation it shall be commensurate with the ground conditions and angle of spile inclination.
4. If grout is used, Specification and methods should comply with those given in Section 209.2.
209.2. Rock dowels 1. Rock dowels shall be either:
(a) untensioned steel bars threaded at one end and provided with a face plate, shim plates and a conical seated washer and nut
(b) split or deformed steel tubes, or (c) glass-fibre-reinforced resin rods.
2. Steel bars shall be grade 460, deformed type 2 bars complying with BS 4449. Threaded parts of bars, nuts and seatings shall comply with the requirements of BS 4190. Face plates shall be of a dish shape in steel to the appropriate standard and shall have a hemispherical seating with centralised slot to suit dimensions of the rock dowels.
3. Where required, the bar and components shall have corrosion protection and the threaded end shall be sealed by an end cap.
4. Cement for grouting in rock dowels shall conform to the requirements of British Standards as detailed in BS 8500-2 Table 1 as appropriate to the circumstances. Cement grout shall have a water/cement ratio commensurate with the product, either thixotropic grouts or pumpable grouts and shall achieve the characteristic strength as described in Section 304. Admixtures containing chlorides shall not be used. Other admixtures including plasticisers and expanding agents to BS EN 480 shall be used only with the Engineer’s agreement.
5. Full details of resin-based grouts shall be agreed with the Engineer. Resin grouts shall be tested in accordance with BS 6319.
209.3. Rockbolts 1. Rockbolts are typically passive (non-tensioned) installations.
In specialist circumstances they may be active (stressed, with
a debonded free length), to provide immediate support and prevent further unravelling. The bolt may be one of the following:
(a) solid steel bar (deformed) to BS 4449, or threaded bar of steel grades 500/600 N/mm2or 670/800 N/mm2
(b) hollow steel bar of the self-drilling type, grade 500/600 N/mm2 (c) slit steel tube with a tapered distal end, or folded steel tube which is expanded upon installation using high-pressure water injection
(d ) glass-fibre-reinforced resin rods, solid or hollow.
Only item (a) can be debonded effectively for active support applications.
Alternative materials shall be subject to agreement with the Engineer.
2. Where required, the bar and components shall have corrosion protection and the threaded end shall be sealed by an end cap.
3. Rockbolts shall have face plates which shall be of a dish shape in steel to the appropriate standard and shall have a hemi-spherical seating with centralised slot to suit the dimensions of the rockbolts.
4. Cement for grout for rockbolts where required shall conform to the requirements of British Standards as detailed in BS 8500-2 Table 1 as appropriate to the circumstances. Cement grout shall have a water/cement ratio commensurate with the product, either thixotropic grouts or pumpable grouts and shall achieve the characteristic strength as described in Section 304. Admix-tures containing chlorides shall not be used. Other admixAdmix-tures including plasticisers and expanding agents to BS EN 480 shall be used only with the Engineer’s agreement.
5. Full details of resin-based grouts where required shall be sub-mitted to the Engineer for his approval. Resin grouts shall be tested in accordance with BS 6319.
209.4. Rock anchors 1. Rock anchors are specialised installations and are generally only required in localised areas of high load, where restraint is required, such as for stabilisation of a rock wedge.
2. Rock anchors feature a fixed length (bonded in a stable zone) and a free length (fully debonded). They are often heavily loaded and typically feature lengths of 10–30 m.
3. The anchor tendon may be:
(a) steel bar of grades 950/1050 N/mm2 (prestressing steel), 670/800 N/mm2 (high-strength rebar grade steel) or 500/
600 N/mm2(rebar grade steel)
(b) steel strand of grades 1770/1500 N/mm2, 1820/1545 N/mm2 or 1860/1600 N/mm2.
4. Corrosion protection for rock anchors shall be considered in the context of design life and aggressivity of the environment.
In general terms a design life of up to 5 years is classified as temporary. For temporary anchors an assessment of durability shall be made in line with procedures in BS EN 1537 and provided assessed corrosion does not lead to failure, no corro-sion protection is necessary.
5. If design life exceeds 5 years or the aggressivity of the ground is deemed to present a high risk of failure, suitable corrosion protection (as outlined below) shall be provided.
6. Corrosion protection measures shall ensure the provision of a physical barrier between all areas of the stressed anchor tendon, including the head termination, and the ground/environment.
The integrity of the protection barrier must be comprehensive, even after installation. Particular attention shall be paid to the section of the tendon at the underside of the bearing plate that is subjected to the highest risk of corrosion.
7. Corrosion protection options include:
(a) Double corrosion protection in accordance with BS 8081 – suitable for permanent works.
(b) Single corrosion protection – suitable for temporary works, where additional protection to overcome local aggressivity is required. Single corrosion protection will only provide a limited degree of protection and its use should be carefully assessed by the Engineer.
(c) Epoxy coating. This coating when comprehensive is highly effective; however, the coating is highly susceptible to damage and the anchors must be handled with extreme care.
8. Galvanising and sacrificial corrosion allowance only offer limited life spans in respect of corrosion protection. Further-more, borehole grout, while beneficial where cover to the tendon is present, cannot be relied upon as a comprehensive corrosion protection mechanism as its integrity and degree of encapsulation cannot be assured.
9. Ground anchors shall be assessed and tested as prototypes and after installation according to a programme agreed with the Engineer following procedures and recommendations given in BS EN 1537.